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Home My WebLink About2010 PALOMAR AIRPORT RD; ; CB890303; Permit- - - ' . - - , - .. - 5:4'S• . -. * ... . - ... -( it'o f Carlsbad -COMMERCIAL BUILDING • Permit No CB890303 -' .'•• •• • ' . 5.: •-,- - - Job'Address: 2010 PALOMAR AIRPORT RD . . . - • -Status: , FINAL 4• .4 t ., ,.-. . . ,. • : • Permit Type ' COM Applied 03/10/1989 Parcel No 21302,01800, Lot # Approved 08/28/1989 Reference No-i Issued 08/28/1989 I - ' -'Inspect Area 4. Project Title NEW HANGERS 3 BLDS 56,050 SF PLANCK 890303 SEE 891288,1289,12904 P. .- •-,. -c - --- -..- - 4 •4_, .5 :4 •4 41 I '-_ . / i• . . • '.. ,. . . . ._ . •3, V A , 4 (5_ Applicant - Owner - * ,. .#• •••. .. . -'S '. ,J\ 1 CAIRO, WILLIAM.. . 4 COUNTY OF SAN DIEGO - 4' -.. • r- ... / - • 1- • - -.. '- . -*. . -• r (.416 q 7111 ENGINEER RD - SAN DIEGO, CA t - ' - - . --•- - 5.:. •I ._ .• .. , . . cAor ., . • . . . -1 - • • ,-oqou '* 619-277 4. - .... * _ . .4 - 00136104222 t* PLUMBIN TAL '$8001 0136 04223..' EL ECTRICAL, TOTAL ($1b si000 77 i]4 .4. • • 4' 4• ••- ,.,#,,,. 00136104224' *MECHANICAL TOTAL $1500 , .4 i.tt4 •P. - •.r -*, .•.:. ••.. ' . I •- • .• 4., - -' ;•4 . :., :'-.-,; - , j • ) . . . S.. •• 00136104885 4 PIan Check 0.6 ]' " 'P A (2. :: •' -. - . 4 j: •p, i • •• .* •* . - - - •- - - .,;—:• • • . - 4 - - . 4 . -. 44 - 4 . - ' 4 — -' . .; ' :. --- ' :- ••.- 4 . .• .. ' . ' - t - 5- ' . -t S - P " S - ._ 1•• 4.5:' .. 4.I_- ••-44.4 St I .,. . .•_.5 5 , - -' ,- '• P_I4__ 11 4,, .4 1 4 •1 • - t Li • - - . . 5 . •. . , .••. . . ,. • • sI (*4' 'i,,., - • .. - -4' - 4'• - -'4. •.• ' - ,- '• .- - 8 L - $•?1 'Additional Fees: R • . $o.001 - TotaI F4ees: $33.00 Balance:F .- •: $o.o] PP I . . . . P p . - . 14 . - . ' - I. • * - . '- * '-I -' DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859,:, (619) 438-11,61. MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only JOB ADDRESS 2oo1 Aiornwpo PLAN ID NO . g AsSESSoRs PARCEL / 3 - / - * 17Aiof'c R k'P 5303 03/10/89,0001 01 05 Misc 2209..00 MAILING . ADDRESS 0.; CITps\) ZIP TEL VALIDATION AREA . . CONTRACTOR (\ il. - . QO ti\ AJt1'Ot\] . . ESTMATEDVALUATIbN _________________ . . . - PLAN CHECK FEE _ IF THE APPLICANT TAKESNOAC11O Jj WITHIN 180 DAYS, PLAN CHECK FEE CONTRACTORS . MAILING ADDRESS '7 t tJE ((3,1 ') . CITY ZIP TEL 77 WILL BE FORFEITED. .1.1 -I- •' - - . . . STATE fr% , BUSINESS LP k". LICENSE NO. LICENSE NO. . Cl-, ,.- . , - j SUBDIVISION LOT(S) LEGAL DESCRIPTION . .. . CHECK IF SUBMITTED: ... . -. - 2 ENERGY CALCS - .• - !-• . . 2 1987 ENERGY CALCS i FOR NON RESIDENTIAL BLDGS DESCRIPTION OF WORK 5 2 STRUCTURAL CALCS UtLD 2 SOILS REPORTS 4 f . .Ej 2 SELF ADDRESSED ENVELOPES KD A -;.;• -o :bt40-- .. ' . , ,• ,1, -. . DATE GIVEN! SENT.TO APPLICANT • DATE - CONTACT PERSON ... LA COSTA LETTER - ADDRESS r7f Pj- SCHOOL FEE FORM I.. • P & E CORRECTIONS LIST ZIP TEL - CERTIFICATE OF OCCUPANCY APPLI(t S SIGNATURE' - DATE White File - Yellow Applicant Pink Finance Gold Assessor 4 -s 'I .•>.' . SEWER PERMIT APPLICATION '•S '' CASHIERS VALIDATION Development Processing Services Division 2075 Las Palmas Drive Carlsbad, CA 92009-4859 (619) 438-1161 9349 08/28f 0001 01 04 anitn 4163.00 APPLICANT TO FILL IN SHADED AREA SEWER PERMIT NUMBER SE P79 BUILDING PLAN CHECK NUMBER: PC BUILDING ADDRESS: C) Ic 20 1e 2OI4-' BUILDING TYPE: NUMBER OF EDU'S: 3.33 CALCULATIONS: OWNER: PJ~L ptmAf,, 1tJH? MAILING ADDRESS: CONTRACTOR: I Ii MAILING ADDRESS: LEGAL DESCRIPTION: •:T( t rc -CONNECTION FEE t i COST PER UNIT x UNITS G L (1)J LATERAL CHARGE: - TOTAL CHARGES: 2-i - - ('2 ('— i ASSESSORS PARCEL NUMBER: - 1 U ,. * PREPARED BY:,_T-> ." •V/ £ L.. V<' ). PRINTED NAME) COMMENTS: ' ()I(t f r2 1.) , e 311 /Q• '. , ) V'7 V1 '\1 32 1O( 7 f 14-1 3, 2. 3.33 ) -. WHITE: DPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant LeROY CRANDALL AND ASSOCIATES geozechnical consultants a 6160 lusk blvd., suite C-106a san diego, ca 92121, (619) 458-9379 a subsidiary of Law Engineering DAILY FIELD REPORT PROJECT.Mis,io- --'€ct 1'vt F7yij JOB NUMBER: Sg925A.1 , LOCATION:2-C'ip ThIor- Aiparf Id DATES II9 a4d. /2. -i CONTRACTOR:Ca ro Co.i cfr1-i1-sb- WEATHER: . TYPE OF INSPECTION/TESTING:Ro i, PLAN FILE NO.: _'? Q - 303" PLACE OF INSPECT!ON/ESTING O, c1 1? A PERMIT NO g —303 APPLICATION NO — ' , TA , -t-S °I e' A3ri A-32 +--1'd :f;i— IDr j,( iL-i CL- Z. p?-iIt.e 1, 1 - 1(f1S Id A 4v 14 uv l a(td4e( AIc 1L€ ra,e nc DISTRIBUTION:- 12 I (Technician / Inspector) / i '10 j,1-ra4'.o 'CCr - Z REVIEWED BY p - 4J F I I Ii i'I IL I RILK ENL1N1I1UNL COMPANY Stti \I:IIL_S - CiIiI iii 2IkY-233 -. (I") 74-I..IU0 - FAX: I . . . . August 291 ,1989 . . . .. . . Mr. Lloyd Hubbs . CITY OF CARLSBAD . 2075. Las Palmas Drive S . Carlsbad,. California 92009 . . . SUBJECT: MISSION WEST LEASE PARCEL AT . . .. . PALOMAR ,AIRPORT/SUBGRADE CERTIFICATION 0 (RICK ENGINEERING JOB NUMBER 10683) .: . Dear Lloyd: . . 0 •0 . 0, The subgrades for. buildings A, B, and C were checked by field survey on May 12, 1989 as shown I on the attached Exhibit- A. I certify that these grades substantially conform to those grades shown on the site plans based. on .a 4-inch subgrade of sand and a 4-inch concrete slab, as required by Geocon and outlined in their report dated July. 28, -1988. '' The s'ubgrade elevations were S verified at the top of the sand layer. - Certification within this letter is defined 'as' and used in accordance.with Section .6735.5 of the Business and Professions. Code of the State of California. If you have any questions, please91ve me a call Sincerely, - ' , 0 • 0 • , (fl T ; Barry C. pender . • \\ \\ 1.: G'- / / 5 0 •. S R.C.E. #28448 BCB:JD:dcr.001 S S . 0 0 CITY OF CARLSBAD INSPECTION REQUEST PEPNIT# CB890303 FOR 12/14/89 INSPECTOR AREA MC DESCRIPTION: NEW HANGERS 3 BLDS 56,050 SF PLANCK# CB890303 PLANCK 890303 SEE 891288,1289,1290 0CC GRP TYPE: COM . CONSTR. TYPE NEW JOB ADDRESS: 2010 PALOMAR AIRPORT RD - STR: FL: STE: APPLICANT: WILLIAM CAIRO PHONE: 619 277.6480 CONTRACTOR: CAIRO CONSTRUCTION COMPANY * E PHONE: OWNER: . PHONE: REMARKS: T3/MH/ALAN/941-0271 . . INSPECTOR SPECIAL INSTRUCTIONS: TOTAL TIME: --RELATED PERMITS-- PERNIT# TYPE STATUS . CB891288 INDUST ISSUED . CD LVL DESCRIPTION ACT COMMENTS 19 ST Final Structural CO ,57?-c.4;o '/s7 29 PL Final Plumbing 39 EL Final Electrical . 49: ME Final Mechanical ***** INSPECTION HISTORY.*****'. DATE DESCRIPTION ACT INSP COMMENTS . .- CORRECTION NOTICE ADDRESS: 20/0 PALM,4f ie&, LI APPROVED PLANS SHALL BE ON JOB SITE BUILDING o FOUNDATION E) REINFORCING STEEL O MASONRY 0 GROUT-GUNITE 0 FLOOR AND CEILING FRAME 3- O SHEATHING O FRAME o EXTERIOR LATH El INSULATION 4 o INTERIOR LATH OR DRYWALL PLUMBING UNDERGROUND PLUMBING O UNDERGROUND WATER O ROUGH PLUMBING 0 TOP OUT PLUMBING 0 SEWER AND PL/CO. O TUB OR SHOWER PAN GAS TEST WATER HEATER LOc 4.bzSs Co ,,., p e 4i.J0 7ei S C/.,i-S 7g€ 4'C.-7 / 7O C4./ALL. Q6'*' W RE 8)1&/6 ,,1c, 77C, / JJ7d L-L.- /AI itZ) A3- -" Ti-I- 7,4f7Jc_ 7'yP. •.iD.S.. C-Od1)°LE 7.E IAi'S7A4-A 71 Al )5 eQ - #Q11dt)C/JC e'1Ez Th .- .S7W /7Q4 ,4,U £ZøLcD 504Jb/kic. ELECTRICAL o TEMPORARY SERVICE O ELECTRIC UNDERGROUND O ROUGH ELECTRIC O POOL BONDING o ELECTRIC SERVICE o UFER GROUND E) G.F.I. O SMOKE DETECTOR. MISCELLANEOUS O PLENUM AND DUCTS O COMBUSTION AIR O CONDITIONED AIR SYSTEMS O SOLAR O GRADING O POOL 0 PATIO SIGN 0 OTHER - '- CLJ/iJ, 7., jj jSO(.-77A ,kib O- _1_• Rii72-Ei f2/)Q ?b1t4ftL4 ,4it/tO '7-L A1T1 4 0I. /7. TIME:_ DATE: INSPECTOR CITY OF CARLSBAD BUILDING INSPECTION-DEPARTMENT. PHONE 438-3550 'Jote: Final Inspection Required S4SP.C.TtpJ Thy. 365 S. Rancho Santa Fe Rd. RICK ENGINEERING COMPANY -• ______ San Maros ____ • California 92069-2338 (619) 744:4800 - - - FAX: (619) 744-0893 August29, 1989 - Mr. Lloyd Hubbs . S CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, California 92009 . . 'SUBJECT: MISSION.WEST LEASE PARCEL AT - PALOMAR AIRPORT/SUBGRADE CERTIFICATION (RICK ENGINEERING JOB NUMBER 10683) Dear- Lloyd: The subgradés for buildings A, B, and C were checked by field survey on May 12, 1989 as shown on the attached Exhibit A. I certify that these, grades substantially conform to those grades shown on the site plans based on a 4-inch subgrade of sand and a 4-inch concrete slab, as required by Geocon and outlined in their report dated July, 28, 1988. The ' subgrade elevations were verified at the top of the sand layer.. Certification within this letter is defined as and used in accordance with Section 6735.5 of the Business and Professions Code of the State of,California. - If you have any questions, pleae qive me a call. . Sincerely, cr Barry I j ender - R.C.E.448 CP BCB JD dcr 001 \• . ,, . .- S - IS S•, 77 7 4 .. FINAL BUILDING INSPECTION RECEIVED DEC 1 91989 PLAN CHECK NUMBER: C8890303 DATE: 12-1849 McClellan Palomar Airport Ail "I PROJECT NAME: 2010 Palomar Airport Road 0 ADDRESS: PROJECT NO.: __________________ UNIT NUMBER: __________________ PHASE NO.: Industrial TYPE OF UNIT: ______________________________ NUMBER OF UNITS: CONTACT PERSON: AU' - TELEPHONE: CONTACT 431-9873 . . 0 ALL DEPARTME4TS9 1SPEC) BY: DATE INSPECTED: 12-A 5/0:_ APPROVED DISAPPROVED _____ INSPECTED DATE BY: _______________________ INSPECTED: ___________ APPROVED ______ DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED ___________ - DISAPPROVED _______________________ COMMENTS: 1 01 - 0,• . 0 Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering .'CANARY: Utilities PINK: Planning GOLD: Fire 0 •.--;' - • . • -.-.. .• FINAL BUILDING INSPECTION PLAN. CHECK NUMBER: C890303 DATE: I : •AcCieHan Palomar Airport PROJECT NAME: V ADDRESS 2010 rn Pa1ur Airport Road : PROJECT NO.: _________________ UNIT NUMBER: _________________ PHASE NO.: Industrial TYPE OF UNIT: NUMBER. OF UNITS: CONTACT PERSON Allen 37 CONTACT TELEPHONE ALL DPMTMNTSD DATE INSPECTED INSPECTED APPROVED DISAPPROVED INSPECTED DATE BY INSPECTED:.___________ APPROVED ______ DISAPPROVED INSPECTED .. S . DATE BY: .H:.t. INSPECTED: __________ APPROVED _____ DISAPPROVED :V. • : • S • V .5 • V • - 'COMMENTS: - V S • •• V • • V V : •. • S • V Rev. 1/86 WHITE Suspense BLUE Water District GREEN Engineering CANARY Utilities PINK Planning GOLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER C3890303 DATE 1218$9 1 . ..' McClellan Palomar Afr port, . 0 . PROJECT NAME: 2010 Palomar Airport Road i71879N ADDRESS ,Arc •' • 0 0 : •,, •• .. '.• 0, • ' PROJECT NO.: • ' UNIT NUMBER: PHASE NO.: 1989 NUMBER OF UNITS . TYPE OF UNIT Industrial ! til u CONTACT PERSON: Mien 0 . ...........................0 • . 0 0 .. 0 \'9 ,• CONTACT TELEPHONE 4319873 0 • . • ALL DEPARTMENTSD', • ". . . . 0 INSPECTED BY: . 0 DATE- INSPECTED: ')., b APPROVED . DISAPPROVED INSPECTED 0 • 0 , 'DATE • • • 0" ' • . 0 0 , • , BY: • ' • • '" INSPECTED: • .0 • • APPROVED • • DISAPPROVED • 0 • ,' ' INSPECTED , 0 ' 0 • DATE •, •• •' - 0 • ' , 0 0 • , ' 0•, BY ________________________ INSPECTED ____________ APPROVED DISAPPROVED COMMENTS:. / DM tu IF - / ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560.1468 DATE: - 24 9-URISDICTION --., JURISDICTION: . 'LA!UCHECKER EFILE COPY PLAN CHECK NO: SET: CUPS flDESIGNER PROJECT ADDRESS:QoQ O MAC f • PROJECT NAME: u.t.',T El 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 deficien- cies identified " •'.. ', are resolved and checked by building department staff. U The plans transmitted herewith have significant deficiencies identified on the.enclosed check list and should be corrected and, resubmitted for a complete recheck. fl The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check, list is 'enclosed for the' . jurisdiction to return to the applicant contact person The applicant's copy of the check list .'has been -sent to: Esgil staff did not advise the applicant contact -person that plan check has been completed. J Egil staff did advise applicant tha€ the plan check has been completed. Person contacted: Date contacted: S '. Telephone #________________ .REMARKS: !-)oT 03 Tft 2,Aj$ AJt- INP&T3 _P(L U' 42 _EOCL -(a-F ST-)4cfl4- P1 By:JAt)A _)lfrc Enclosures: S ESGIL CORPORATION S ' El GA AA Dvw 0DM S ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: JURISDICTION: eAL4 PLAN CHECK NO: 8S 03 SET: IZ PROJECT ADDRESS: 200 'PLo1.'Z. I\IPO4.'1 R4 PROJECT NAME: I'" ETI1 C6/I' JURISDICTI FILE COPY UPS DESIGNER fl 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 0. - -with the jurisdiction's building codes when minor deficien- cies identified, 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. Ing The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. E The applicant's copy of the check list is enclosed for the jurisdiction to return to thè applicant contact person. rVI The applicant's ,copy of the check list has been sent to: 7//I E /Jcz fOA 0 54..J Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: Date contacted: Telephone #_____________ REMARKS:________________________________________ By:f /L Enclosures: ••• .. ESGIL CORPORATION • GA 0 AA Evw D DM CITY OF CARLSBAD PLAN CHECK NO. 89-303, SET II APRIL 26, 1989 REMAINING ITEMS FROM ORIGINAL CHECK LIST, 1. Please make all corrections on the original'tracingsand submit two new sets of prints, and any original plansets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Dr., Suite 208, San Diego, CA 92123, (619) 560-1468. Tospeeduptherecheckprocess,noteonthislist(ora cop y) where each correction item _hasbeenaddressedi.e., plansheet,specification,etc.Besuretoenclosethe marked _uplistwhenyousubmittherevisedplans 5 All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of!license expiration and the date the plans are signed. Business and Professions Code. Sheet A-3 and A-4 must be signed. 234 Provide a special inspection section on the plans listing all structural elements requiring special inspection by .U.B.C. Section 306. High strength bolts require special inspection 286 In areas where motor vehicles, boats or airplanes are stored,- floors shall, drain to an approved oil separator or trap ,) discharging to sewers in accordance with the Plumbing Code. Section 702(b) 289 Floor drains must have auto-prime (city policy) 286&289 Applicant request deferal of these items to the City 4' Building Official 290. See following correction 292 for electrical corrections. These are new corrections based on additional information ELECTRICAL 291 Submit plan snowing location of all services 4 4 ..- * - I 14- .1 I 1(4 a ,t I It CITY OF CARLSBAD PLAN CHECK NO. 89-303 APRIL 27, 1989 . Indicate the grounding system to be installed for building service as per Art. 250-24. Indicate ampere interrupting capacities (AI'C) of service and subservice equipment. NEC 230-65/110-9. Indicate sizes of fuses and/or circuit breakers. City requires a minimum 100 amp. service and panel ampacities and feeders. Submit plan showing location of all transformers.. Specify conduit and wire. sizes for feeder to the building. Specify electrode conductor size and type wire. (aluminum or copper) for 480 at each building. Indicate existing service size. 'Indicate existing service load. Indicate wiring method, i.e. EMT, metal flex. Note on plans wiring and equipment shall comply with Art. 513 NEC— If . If you have any questions, please contact Robert C. Hoglen or Vollie waggoner (electrical) of Esgil Corporation at (619) 560- 1468: Thank you. ' Vj ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE': 104&H 3o /9 7 9 JAPPLICANT JURISDICTION: C j Os G4 4A3 ;I~TO it (]FILE COPY :PLAN CHECK NO: ''9 303 SET: I DUPS flDESIGNER PROJECT ADDRESS: V , ':PROJECT NAME: ELri.jF__ 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 S with the jurisdiction's building codes when minor deficien- cies identified are resolved and :- checked by building 'department, staff. S The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should b&corrected and resubmitted for a complete recheck. 'ç The, check list transmitted herewith is for your information. J The plans 'are being held at Esgil Corp. until corrected plans are submitted for recheck. V The applicant's copy of the check list is enclosed;for the V . jurisdiction to return to the applicant contact. person. The applicant's copy of the check list has been sent to: V 7/// • 5, Esgil staff didnot advise the appl icant contact person that plan check has been completed. ..5 Esgil staff did advise applicant that the plan check has been completed. Person contacted; .. Date contacted: . Telephone # 77é/'0 REMARKS: ' V • ' ' ' V By: Enclosures _ ESGIL CORPORATIN ' V 3 -i , V ' •Ce5. I ., V PLAN CM= NO. PLAN a'o JURISDICflOj: CPTVI 0 g GERERAL COMKKRCIAL Date plans received by jurisdiction: 3-0,55? Date plans received by Esgil Corp.:3 'f (2 Q TO: (,<}i__ /4 A-i 7//f Date initial plan check completed: - s 01 Pre, e 92-111 y: )2zr - Applicant contact person: PRWECT DATA OCCUPANCY.S -3 Tel. 27 _6(1 F 0 A Ile- c124pr minn USE: FOD: PLUM READ TYPE OF SCXION: V -TV'_2Z_"' Plan check is limited to technical requirements A - &A-O,t- 1~0 6 3 contained in the Uniform Building Code, Uniform ACTUAL AREA: _,t _ ___ Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations ________________________________________________ enforced by the Building Inspection Department. V - You may have other corrections based on laws and V ordinances enforced by the Planning Department, - 2-) AILABLE AREA: Engineering Department or other departments. __I STORIES:*I Present California law mandates that construction comply with Title 24 and the applicable model code ..4 2' - / _________-,'°—_V —(6 editions adopted, with or without changes, by the I: various state agencies authorized to propose - V AIO - V building regulations for enforcement at the- local SPRINKL:_" level. Code sections cited are based on the V V V V 1985 iJBC. V V V V V OCCUPANT LQAD:___________ V V V The circled items listed, need clarification, V REMARKS: modification or change. All items must be satisfied before the plans will be in conformance V with the cited codes and regulations. Per Sec. 303 V (c), 1985 Uniform Building Code, the approval of V V V V V the plans does not permit the violation of any V V state, county or city law. V V To speed u _the recheck process, noteon_thislist V V (or a - copy)_where each correction _item hasbeen V V addressed, i.e.• plan sheet. specification, etc. V V Be sure to enclose the markedup_ list when you submit the plans. V _revised V V V V V *J: PAGE MPS ARC BUT IN SEQEMCK AS PAGES HAVING NO MM REEDING OMMMOINS V= ______ V V V List No. 80, GENERAL C0MRCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS V . ...' '. PLANS Provide a note with the building data legend 1. Please make all corrections on the original stating that yards used for area increases tracings and submit two new sets of prints, and shall be permanently maintained. any original plan sets that may have been returned to you by the jurisdiction, to: 10 Provide a note on the plans indicating "'Jq hazardous materials will be stored and/or used Esgil Corporation, 9320 Chesapeake Drive, within the building which exceed the Suite 208, San Diego, California 92123, quantities listed in UBC Table 9-A. (619) 560-1468. C. SITE PLAN Please make all corrections on the original tracings and submit two new sets of prints, and Provide a fully dimensioned site plan drawn to any original plan sets that may have been scale. Show north arrow, property lines, returned to you by the jurisdiction, to: easements, streets, existing and proposed -. buildings and structures. The jurisdiction's 'building department. Provide a statement on the site plan stating: GEKERAL. "All property lines, easements and buildings, Provide the site address and a vicinity sketch both existing and proposed, are shown on this site plan". on the Title Sheet. .141 Clearly designate on the site plan existing Provide the names, addresses and telephone buildings to remain, existing buildings to be numbers of the owner and the responsible design demolished, buildings to be constructed under • professionals on the Title Sheet. this permit and any proposed future buildings. • ()All sheets of the plans and the first sheet of the calculations are required to be signed by ) Clearly designate any side yards used to based justify increases in allowable area on the California licensed architect or engineer Section 506. : responsible for the plan preparation. Please include the California license number, seal, 1151, Show on the site plan all proposed walls, date of license expiration and the date the retaining walls and fences. Specify their plans are signed. Business and Professions heights on the plans. Provide construction Code. details if a part of this permit. Indicate on the Title Sheet whether or not a 16. Clearly dimension ' building setbacks from grading permit is required for this project. property lines, Street centerlines, and from Show on the Title Sheet all buildings, all adjacent buildings and structures on the site plan. structures, walls,, etc. included under this ø. Show dimension Any application. portion of the project shown the that is included and on the site plan all on site plan not with the building projections including eaves, building permit application filed should be balconies, cornices and similar appendages clearly identified as "not included" on the extending beyond the exterior walls. • site plan or Title Sheet. Show on the site plan, or provide the grading Provide a Building Code Data Legend on the plans, showing finish floor elevations, Title Sheet. . Include the following, code elevations of finish grade adjacent to information for each building proposed: . buildings, drainage patterns and locations and • . ' . gradients of cut or fill slopes. Occupancy Group Description of Use L-'' Show dimensioned parking layout including any Type of Construction . required disabled access spaces. Sprinklers: Yes or No Stories 20 Show the location of any designated flood Height L. plains, open space easements, or other Floor Area ,.- . development restricted areas on the site plan. • Justification to exceed allowable area in Table Provide a reference on' the site plan to any • 5-C. (if applicable) • details or specifications for required site - improvements to comply with the Title 2 Justification to exceed allowable height or disabled access requirements. • stories in Table S-D. (if applicable) 1/29/87 ' 2 '' .- - • D. LOCATION ON P)PT 22 When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this acceptiori is used, show how the building(s) will comply with Section 505. 33: When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the exisiting building meet the criteria of Table 5-A and Part IV. Section 504 (c). Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made tocomply with Section 504 (c). The exterior walls less than Z<7 feet to a property line or an assumed property line, shall be / //4.f ire-rated construction. Section 03. Exterior walls shall have a 30 inch parapet. when less than feet to a property line or an assumed property line. The uppermost 18' of such parapets shall be noncombustible. (see exception, Section. 1709.) 27 The exterior wall shall have protected openings (3/4 hour) when closer than ,Z0 feet to a property line or an assumed property line. Section 7o. 208 The exterior walls shall have no openings when closer than .5 feet to a property line or an assumed property. line. Openings include windows, doors, scuppers, vents, etc. Section 7 03. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). ,30--Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. )1- Projections may not extend more than 12 inches into areas where openings are not allowed'. Section 1710. ,.2 Projections over public property must comply with Chapter 45. ,)3 Projections may not extend more than one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 504 (b). ,44<' Fire-resistiveexterior wall construction shall be maintained through attic areas. Section 4304 (c). When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). covered pedetrian walkway must comply with the requirements in Section 509. Exterior exit balconies cannot be located in an area where openings . are required to be protected. Section 3305 (i). Exteror stairways shall not project into yards where protection of openings is required. Section 3306 (n). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3311 (d). Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire-, resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. *r.'Openings . for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. Table 5-A, Section .03. E. BMDIW AREA When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). shown, the building(s) is/are over area for. the Type of Construction shown. Table 5-C. 2S../a-J f:4c4q o171,c,2. 2-5 5ocA-r E,a' At .,.. . -27z ~Ec S 73c 4 . •, . 7/29/81 . . ' .. ' 3 Clearly specify minimum thickness of walls and slabs to provide -hour fire-resistive rating per Table 13-B and C. Clearly specify minimum cover for bonded reinforcing at fire-rated floors, fire rated columns, fire rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. Detail all plumbing and electrical penetrations at occupancy, area, corridor or other fire separation walls as specified in Section 4304 (e). Detail all furred ceilings as required in Section 4203. Show fire-retardant treated wood where necessary. ar( Clearly, label and identify on the plans the fire-resistive corridors, area separation walls, shafts, occupancy separation walls and floors, exit courts less than 10 feet wide and exit enclosures, along with their hourly ratings. Section 302 (a). - I. J.NTh1aoR WAIL AND CEILIM FINISH _At' Foam plastics shall not be used-as interior finish except as provided -in Section 1712. When walls and ceiling are required to be fire- resistive or noncombustible, the finish material shall be applied directly against such fire-resistive or noncombustible construction or to 'furring strips not exceeding 1-3/4 inches. The furred space shall be filled with .' inorganic or Class I material or fire stopped not to exceed 8 feet in any direction. Section 4203, 1. When finish materials are set out or dropped more than 1-3/4 inches from fire-rated walls or ceilings the finish material shall be Class 1 or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2.' ')& Hangers and assembly members of dropped ceilings below a' one-hour ceiling assembly shall be noncombustible materials except in Types III and V construction, where fire- retardant treated wood may be used. Section 4203, 2. All interior wall or ceiling finishes, less than 1/4 inch thick shall be applied, directly against a noncombustible backing unless it is in accordance with an approved tested assembly. Section 4203, 4. 87 Provide a note on the plans or on the finish schedule, "Wall and ceiling materials shall not exceed the flame spread classifications in UBC Table 42B." J. OCCUPANCY SEPARATION 0 88. -hour occupancy separation is required between ''-3 occupancy and the 3-1— occupancy. Table 5-B, Section 503 (d), Tables 43-A, B, C and chapter 43. (See exceptions in Section 503) () Administrative and clerical offices and similar rooms need not be separated from other occupancies provided they are less than 750 sq. ft., less than 25 percent of the floor area of the major use and not related to an H- 1 or H-2 occupancy. Section 503 (a). &' Provide _-hour fire-resistive door assemblies in the _______-hour occupancy separation. Section 503 (c). .,9l A B-i occupancy in the basement or first story of a building housing a group B, Division 2 occupancy may be classed as a separate building. The building above may also be considered a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction ONLY if the conditions of Section 702 are met: B-i is Type Iconstruction. B-1/B-2 is separated by a three-hour 'occupancy separation. C. B-i is restricted to passenger vehicle storage, laundry 'rooms and mechanical equipment rooms (no storage, recreation room, etc.). d. The maximum building height does not exceed the limits in Table 5-D for the least type of construction. _92 The Type I construction is required to have protected openings when located within 20 feet from a property line or centerline 'of a public way. Section 1803 (b). - In Type I construction, no openings are permitted in exterior walls less than 5 feet from a property line. Section 1803 (b). All openings in floors forming a three-hour separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one-half-hour assembly. Section 503 (c) 2. Tables 43-A, B, C and chapter 43. 8 'r s •o /2aS 7/29/87 - ' ' ' - ' ' , . 6 - (j) Structural members supporting an occupancy ..106Unless the entire building is sprinklered, separation must have the same fire-resistive storage areas in excess of 1000 sq. ft. (3000 rating as the separation. Section 503 (b). sq ft. if storage area is sprinklered and not otherwise required to be) in connection with _96 No openings are allowed in a four-hour fire- sales occupancies shall be separated from resistive occupancy separation wall. Section public areas by a one-hour fire-resistive 503 (c). occupancy separation. Section 702 (b). ...97 Openings in a three-hour fire-resistive K. EXM separation shall be protected by a three-hour assembly, and openings may not exceed 25 In all occupancies, floors above the first 4. percent of the length of. wall in the story and story having 10 or more occupants, shall have no single opening shall exceed 120 sq. ft. not less than two exits. Section 3303 (a). Section 503 (c). In areas where the occupant load exceeds -, ..4 TA two-hour fire-resistive separation shall be two exits are required. See not less than two-hour fire-resistive . . Table 33-A. construction. Openings shall be protected by a • one and one-half-hour assembly. Ael. Exits should have a minimum separation of one- Section 503 (c). . half the maximum overall diagonal dimension of the building or area served. 99 A one-hour fire-resistive separation shall be Section 3303 (c). • not less than one-hour fire-resistive construction. Openings shall be protected by a IO- The maximum number of required exits and their one-hour assembly. Section 503 (c). required separation must be maintained until egress is provided from the structure. DCOccupancy separation wall penetrations must be Section 3303 (a). either ferrous or copper and fire-stopped. Steel electrical outlet boxes, not exceeding 16 lWhere a required exit enters a yard or court sq. inches and not exceeding 100 square inches the minimum width of the yard or court shall per 100 square feet of wall may be installed be 44" and the yard must be unobstructed and • and shallbe separated by a horizontal distance lead to a public way. Section 3311 (b), of 24 inches when on opposite sides of a wall. Section 3301 (b). Section 4304 (e). J11 Where required exits enter an exit court (see )-01 Fire-resistive floors used for occupancy . . definition, Section 404 and 3301), the exit separation shall have openings for mechanical court must discharge into a public way or exit and electrical equipment enclosed in shafts per passageway. The exits from the exit court • Section 1706. . shall comply with Section 3311 (d) • requirements for width, number, and protection )92 Clarify that wiring within concealed spaces of walls and openings when the occupant load complies with the Mechanical Code and UBC exceeds 9. Section 4305 (e). >TT. in width in a exit court shall be Ducts penetrating one or two-hour occupancy effected gradually by a guardrail at least 36 separation walls must have fire dampers. A inches high and making an angle of not more fire door is required for three-hour than 30 degrees with the axis of the court. • separations. Section 4306 (j). Section 3311 (b). Usable space under the first story shall be _X-C Walls of exit passageways shall be without enclosed and shall be separated from the non- openings except exits and shall have wa11s, usable space as required for one-hour fire- floors and ceilings of the • same fire- resistive construction and the door to the resistance required for the building, with a usable space shall be self-closing, of minimum one-hour fire-resistive construction. noncombustible construction or solid wood core, , Exit openings in the walls shall be protected not less than 1-3/4 inches in thickness. by a three-fourths-hour assembly. Section Section 1703. 3312 (a). 105 Show the basis for the rating of the occupancy ).5. Basements require two exits. separation you propose, i.e., Item number in Section 3303 (a). - Table 43-A, B, C; Gypsum Fire-Resistive Design Manual; U.L., etc. V .• • 7/29/87 • . • - • 7 • • ;•,•, -,, •r .-'• - • - -: )k7 Every opening into an elevator shaft enclosure 1-fl' Glass in excess of 9 sq. ft. with the lowest shall be protected by a self-closing fire edge less the 18 inches above a walking assembly having a one-hour fire rating in one- surface shall be safety glazing or shall have hour shafts and one and one-half hours in two a horizontal number not less than 1-1/2 inches hour shafts. Section 1706. in width and located between 24 and 36 inches above the walking surface. Section 51+06 (d) ).8Elevator shafts extending through more than two 7. floor levels shall be vented -to the outside. The area of vent shall be not less than 3 1/2% ROW of the shaft area and a minimum of 3 square feet per elevator. Section 5101.. fire-retardant roof covering is required. See exceptions under Section 3202 (b). J6. Elevators in high rise buildings shall comply .'Specify roof pitch. with Section, 1807(b). 110—Every elevator lobby or entrance area shall be ;W.—Roof pitch is not adequate for roof covering provided with an approved smoke detector as specified. Specify minimum pitch of required by Section 5103(b). ' )oois other than the hoistway doâr and the )81 Specify roof material and application. elevator car door are prohibited at the point of access to elevator car. Section 5106. ' )82. Spe'èify ICBO, UL or other recognized listing approval number for roof materials not covered aRevise the number of elevator cars per hoistway in UBC'. enclosure to comply with Section 5103(a). 16. Specify roof slope drainage or to for design ..141Provide notes, details or specifications to support accumulated water. Section 3207 (a). show the elevator will comply with UBC Sections ' 5102-5106 and Title 24 Section 2-5102 through Af4. Show roof drains and overflows. Size drains 2-5105. per Appendix D of UPC. Section 3207 (a). 4'. Provide clear inside elevator car dimensions as IeS.Show the legal basis to allow roof drainage to required by U.B.C.-Section 5103(d) 6 and Title flow onto the adjacent property. 24 2-5103(m). • , - 18EDraft stop roof/ceiling area, attics, a. One elevator in buildings more than three ' mansards, overhangs, false fronts and similar stories or buildings where disabled access to limit area to 3,000 sq. ft. or 60 12 (9,000 is required to upper level(s): 61 -8" by sq. ft and 100 12, if sprinklered). Section 4'-3" with a minimum clear opening width of 2516 (f). 42". ', '- 'i-2 and B-4 occupancies with over 50,000 sq. Elevators other than in (a) above serving ft. of undivided area and H occupancies over an occupant load over 50 shall have a 15,000 sq. ft. of single floor area shall have ' minimum inside platform of 5 feet 8 inches smoke and heat vents per Section 3206. wide by 4 feet 6 inches deep. The minimum clear door width shall be 36 inches. l88'Provide skylight details to show compliance • with Chapter 34 and Section 5207 or provide Elevators other than in (a) above serving ' ICBO or other recognized approval listing., less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 189Provide. plastic roof panel details to show feet 6 inches and a minimum clear door compliance with Section 5206 or provide ICBO width of 2 feet 8 inches. or other recognized approval listing. P. GXASS AND GLAZM ' ' 'Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if 175 Specify on the window schedule the glass type at least 50 percent of the required- vent is at and thickness to show compliance with Table 54- - least 3 feet above save or cornice vents. A and B.' Section 3205 (c). - 1076 Glazing, Glazing, in the same wall plane as a door, must riovide a minimum' 22" x 30" 'attic access be safety glazing if within 12" of the door and opening (or 30" x 30" if equipment is in less than 60" above the walking surface, unless attic). Section 3205 (c). the glazing is leaded or faceted glass. ' - - Section 5406 (d) 6. - •- -. - •-:f --'• 8/15/88 • - ' - - 11 -• ' , - - , - • ;''r. * .,' •* .'•• R. TIREEXTIMMSHING S. TcxJ1noN -. 9CFire sprinklers are required for any story or Provide a copy of the project soil report basement when the floor area exceeds 1,500 sq. prepared by a California licensed architect or ft. and there is not provided at least 20sq. civil engineer. The report shall include ft. of opening entirely above the adjoining foundation design recommendations based on the ground in each 50 lineal feet or fraction engineer's findings and shall comply with UBC - thereof of exterior wall on at least one side, Section 2905. or when openings are provided on only one side and the opposite side is more than 75 feet 0202- Specify on the foundation plan or structural away. Section 3802 (b). specifications sheet the sail classification, the soils expansion index and the design .3. Fire sprinklers are required in a- basement if bearing capacity of the foundation. any portion of a basement is more than 75 feet from openings in an exterior wall. Section 203 Provide a letter from the soils engineer 3802 (b). confirming that the foundation plan, grading • plan and specifications have been reviewed and ).9 Fire sprinklers are required at the top of . that it has been determined that the rubbish and linen chutes and in their terminal recommendations in the soil report are rooms. Chutes extending through three or more properly incorporated into the plans. (When floor shall have additional sprinkler heads required by the soil report). installed within such chutes at alternate floors. Sprinkler heads shall be accessible 204. The foundation plan does not comply with the for servicing. Section 3802 (b). following soil report recommendation(s) for - this project Fire sprinklers -are required in retail sales rooms where the floor area exceeds 12,000 sq. - ft. -on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more Othe Provide notes on the foundation plan listing than three stories in height. Section 3802. soils report recommendations for foundation slab and building pad preparation. • - )9. Fire sprinklers are required in H occupancies - when exceeding the areas in Section 3802 (f). 206 Note on the foundation plan that: "Prior to the contractor requesting a Building ).9i'rovide fire sprinklers in drinking and dining Department foundation inspection, the soils establishments when the total area of - engineer shall advise the Building Official in unseparated rooms exceeds 5000 square feet, writing that: - Section 3802 (c). the building pad was prepared in - )BB. Provide fire sprinklers • ' 'accordance with the soils report; the utility trenches have been properly Section 506, 507, 508 or 3802. See also backfilled and compacted, and; ' jurisdiction.ordinance. - c • the foundation excavations, forming and When serving more than 100 sprinkler heads, - reinforcement comply with the soils report automatic sprinkler systems shall be supervised , and approved plan".' by an approved central, proprietary or remote, ' - -' •) - station service, or shall be provided with a 207. Provide spread footings for concentrated loads , local alarm which will give an audible signal . designed for 1,000 psf' soil bearing or per - - at a constantly attended location. Section ' ' bearing value as determined by an engineer. or ' 3803. architect. Chapter 29. ' 3DOi'rovideclass standpipes per Section 208. Show height of all foundation walls. Chapter 3807. A first story as allowed by Section 702 - 23. - shall be included in determining the number of stories when determining if standpipes are Show height of retained earth on all required. Section 3806. - - foundation walls. - Chapter 23. -' Show distance from foundation to edge of cut . . ' ' -: - or fill slopes and show slope and heights of -. - - - - - cuts and fills. Chapter 29. )*f' Note on the plans that wood shall be 6 inches above finish grade Section 2516 (c) 7 '1 5 ;77oJ cg5 AF47oJ py - /5 I • •- • - e • •- - 4 * .L_•• ••' "4 ' - 8/15/88 - • - -' - • - 12 Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). 213. Dimension foundations per Table 29-A. t&U MM 29 —O6A17O6I$ POR IThO •EAM*O 1U-6ID0&6UM MAMMOV I RO IPOUNDXMN ISUPPMUD ., ,,, Viu orI i IWomor I bISlI$ I 0,O?1l I — IDUN IltD 1 (J11U.SLD I I I I $W*"I p...i I I 61 FMT" 121 6 I II I I 2 I $1 I I "I ' I ii I I 3 lioltolisi $ I I 1W cwiI bc in ku4 foIqs ad kudieme shall be hId is Secdos 290714 'The - mod ku flow aq be uzeised to dw tkvdke ci the mp ciths IcId.. I1& ja the IduIcd IdOOQeL awportkS ,ecis cIdy shall be a m9wbW be a s lIosi Note on the plans: "On graded sites, the top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent." Provide elevations on the site plan to show compliance. Section 2907 (d) 5. 135Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 2907 (e). Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). Show size, embedment and location of hold down anchors on foundation plan. Section 2303 (b) 4. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Show adequate footings under all bearing walls .1 1 and shear walls. Section 2907 (d). Show stepped footings for slopes steeper than 1:10. Section -2907 (c). Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2. )2-3' Show pier size, spacing and depth into undisturbed soil. Table 29-A. _.22S' Show minimumunder floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. 26—pecify that posts embedded in concrete shall be pressure treated per UBC Standard NO. 25- 12. Section 2516 (c) 1. MASOffiff 3.24'--Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. ,2CShow height and construction details of all masonry walls. Chapter 24. .zeqShow floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted. Section 2312 (j) 3. A. I6rovide details for damp proofing the foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). a minimum 2" air space and flashing between planter and building walls. Section 2516 (c) 7. FRAMING Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations land building code requirements. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Provide a special inspection section on the plans listing all structural elements requiring special inspection by U.B.C. Section 306. p Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. Note cross bridging or blocking. Floor joists 224. Show minimum under floor access of 18 inches by and rafters 12" or more in depth shall be 24 inches. Section 2516 (c) 2. . supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (h). 26rr'olumns and posts located on concrete' or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used; Section 2516 (c) 4. ..282Individual concrete or masonry piers shall 1 project at least 8 inches above exposed ground unless the columns or posts Which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c)4. _d'1 Specify plywood, grade and panel identification index. Table 25-N. )64 When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 14", framing shall be solid blocking. Section 2517 (g) 4. 346". 'Cripple wall studs exceeding 4' feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. .261 Sh6w plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue." Plywood used for exterior wall . covering shall be the exterior type. Section 2516 (g)3, 2516(i). 268c Show a weep screed at the foundation plate line - on all exterior stud walls to be stuccoed. Section 4706 (e). • .269. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section , 2517 (h) 3. -230-,In open beam construction, provide, strap ties across the beams at the ridge support. Section 2501 (b). V. )asLA1Js ...aif. Parking garages shall have an unobstructed headroom clearance of not less than 71-6" above the finish floor to any ceiling; beam, pipe or similar construction. Section 702 (b). Show light and ventilation, for areas customarily used by 'people, will comply with Section 605. 273. Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. () Provide restrooms for each sex if the number of employees exceeds 4 and both sexes are - •• ,, employed. Section 705 (B occupancy). : 4J-5 Cr 8/15/88 ' Show unenclosed floor and 'roof openings, open and glazed sides of landings and ramps, balconies or porches more than 30" above grade or floor, and roofs used for other than service to the building have 42" minimum height guardrail, through which a 6" sphere cannot pass, and designed for 20 lbs. per un. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B. 2q6' Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. _1'Pedestrian walkway shall comply with Section 509. 2;4B-.-Provide at least one drinking fountain for each floor level in Group A occupancies. Section 605. Show that aisles and seats comply with Sections 3315 and 3316. Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width. The access to the public Street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or, on the access way. Section 603. W. TTT1R 24 HANDICAPPED ACCESS () Provide note aid details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the tJBC. L EWW (X)VAII( (j)Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. (j) Provide electrical" plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation. () Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". - 4c 28 4' 15 + ' •• 4•' • ''•'"•t' - CITY OF CARLSBAD PLAN CHECK NO. 89-303 MARCH 30, 1989 ADDITIONAL CORRECTIONS Provide energy design for building or place this note on floor plan: "This building is a 'shell building'; No occupancy of the building will be permitted until-plumbing, mechanical and electrical permits are completed and energy documentation and sanitary facilities are provided under separate permit." In areas where motor vehicles, boats or airplanes are stored, floors shall drain to an approved oil separator or trap discharging to sewers in accordance with the Plumbing Code. Section 702(b). CARLSBAD SPECIAL CODE-REQUIREMENTS All new buildings require a soils report. Please submit two copies. An update letter is required if the report is more than 3 years old. Note a four inch property line cleanout shall be installed in a grade level box (City Policy 80-3), S S Floor dams must have auto-prime (city policy). UFER ground is required. (see 1987 Ord.) Show the ampere rating of the electrical service. • ' ;If you have any questions, please contact Robert C. Hoglen 'of Esgil Corporation at (619). 560-1468. Thank you. •. TITLE 24 HANDICAPPED ACCESS CORRECTION LIST H.p. C%. u. Item numbers circled below are required for this project. See Title 24 2.110b.1I. Circled items do not apply to floors which are not required to be han. dkiipped accessible. J?e'l'rcnccs to section numbers with prefix "2" arc to Title 24, Part 2 (State Building Gode,l, 1955 Edition. Prefix 73"!s for Part 3 (State Electrical Code). Prefix 75" is for Part S (State Plumbing Code). Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine unreasonable hardshi1," as described in Section 2.422. SITE DEVELOPMENT HANDICAPPED PARKINC SPACES d The maximum cross slope shall not exceed ¼" per foot. (2.3325a.3) a. See Approved Parking Plan for layout. (Fig. 2.71.1) ,rCratings are not allowed whenever possible. (2.3325b) Provide .2. handicapped spaces (2-7102a) At each gate or door a 60 a 60 level area is required when the s c. Space shall be so located that handicapped persons are not com- gate swings toward the walk. (2.3325e) pelled to wheel or walk behind parked cars other than their own. (2.7102c) 2? A 24" clear space is required at strike side of gate or dour. do. Parking space shall be a minimum of 9 It. a 18 ft. with adjacent . (2.3325; Fig. 2.33,2) 5 It. loading zone. Double space shall be 23 ft. wide. (2.7102b, .ir( A 48" a 44 deep level area is reqeired when the gate swings away Fig. 2-71-1) from the walk. (2-3325) Maximum slope of parking surface in any direction shall not ex- PEDESTRIAN RAMPS 5'—,n-i ,. ceed '/' per foot. (2.7102d) . ' A path of travel with a slope greater than I in 20 shall be con- ,f" Parking space(s) shall be identified with the International Sym- sidered a ramp. (2.3307a) bol of Accessibility on reflectorized sign affixed to post or wall, The maximum slope shall be 1 in 12. (2.3307c) and also duplicated on parking surface (symbol to be 36" a 36"). (2.7102e). e. The width shall be 48' minimum. (2.3307b.3) Entrance to parking facility or structure shall also have durable metal sign stating that unauthorized vehicle(s) in ban- parking A 60". intermediate landing is required at maximum elevation dicapped space(s) may be subject to tow-away. (2.7102e) change of 30" and 72" landing at each change of direction (over 300), (2.3307d.1) Entrance to and vertical dearance within acccible level of park- Landings are required at top and bottom of ramps. (2-2307d.1) ing structure shall be 8 It. 2 in. to any structural member, duct or pipe. (2.71021) 1. Bottom landing shall be minimum of 72" in theircction of travel. 2 CURB RAMPS .45 N€O.o (Fig. 2.33.1IA) a. Curb ramps shall be located wherever pedestrian path crosses Tap landing shall be 60 x 6 minimum. (2-3307d.2) curb. (2-7103a) When door swings onto top landing, minmum depth of landing b. Curb ramp shall be 48" mm. width (2-7103b) with maximum required is door width plus 42'. (Fig. 2-33.1 1A) slope of 1 in 12. (2-7103c) I. Top landing shall have 60 mm: width when door swings onto C. A level 48" mm. depth landing is required at top of curb ramp the landing, with 24' on strike side of door at exterior ramp, or 18" at interior ramp. (2.3307d4) over entire curb ramp width. (2-7103d) • d. If no landing is provided, the slope of flared sides shall not ex- Ramp handrai!s are required on each side of ramp, when slope exceeds 1 in 15. (2-3307e) ceed 1 in 12. (2-7103d) - e. Surface is to be slip resistant. (2-71031) k. Ramp handrails shall be continuous located 30"-34 in height above ramp surface, with 12" extensions beyond top and bat- f. Border markings shall be 12" wide of ¼ a 'I.. grooves, %" apart, torn, and the ends returned. (2.3307e) located at top and sides (2-7103h) 03--WALKS I Handrailsshallbel V4to2 cross section spaced mm oil i/i" from wall. (2.3307e) Site development and gradingshall be designed to provide ac- m. A 27 high curb or wheel guide rail centered 3 plus/minus 1- above ramp surface is required on both sides where not other- cess to primary entrances and access to normal paths of travel and where necessary to provide accessshall incorporate pedestrian wise bounded by wails when the ramp exceeds 10 feet in length. ramps, curb ramps. etc. (2.7101 a) (24307h) - --W.—Walks sloping greater than 5% (1 in 20) must corn ply w with ramp M" PECIAL ,,,..- ACCESS LIFTS • requirements of sect. 2-3307. (2-3325c' "Lifts may be provided between levels, in lieu of elevator, when Walk width be 45" the vertical distance between landings, structural elevator, struc- pe shall minimum. (2.3325a) tw'al design and safeguards are as allowed by the State of Califor- nh, Dept. of Industrial Relations, Div. of Occupational Safety and Health. (2.5106a) DA 2/4/88 HAZARDS /Jor- o'J PC4,JS - P Provide 80' headroom from walkway surface to any overhang. Ing obstruction. (2.3326b) Headroom of 80" minimum shall be maintained For walks, cor- ridors. aisles, etc. (2.522f.2) Protruding objects with leading edges between 27" and 80' above Finished floor shall not protrude more than 4" into walks, cor- ridors, etc. (2.522f.l. Fig. 2.5.7) Objects with protruding edges below 27* above Finished floor may protrude any amount. (2.5221.1) Free standing objects mounted on posts between 27" and SO" above the floor may project a maximum of 12". (2.5221.1) 1. Abrupt changes in level exceeding 4" adjacent to walks, except between walks and adjacent streets or drives. shall be identified by 6" high warning curbs above walk surface. (2.3326a) ENTRANCES AND CIRCULATION 70. ENTRANCES, DOORS, VESTIBULES AND CORRIDORS All primary entrances to buildings shall be accessible to the hart. dicapped. (2.33011) All required exit doors shall have 32" clear opening at 90° (36 door). (2.3304e.1) At least one of a pair of doors shall meet the mm. 32 clear en trance width requirement. (2.3304e.3) ().Threshold shall be no higher than W' above the floor. Edge to be beveled with a slope no greater than I in 2, if more than Ye'. (2.3304h. 1, Fig. 2.33.5) 'Exterior level landing may slope up to 1/4 per foot in any direc- tion for surface drainage. (2.413) Door hardware shall be of the lever or push type; mounted 30 to 44" above the floor and be operable with a max. effort of 8.5 lbs. for exterior doors and 5 lbs. for interior doors. (2.3304c.3, 2.33041.2) ,,.g"Thc lower 10" of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. (23304m) oh. Building entrance(s) shall be identified by sign with the Inter. national Symbol of Accessibility. Show location on the plan. (2.522b-7) The symbol shall be a white figure on blue background. (2.522b.2) At turnstile, provide an access gate, 32' clear width opening. within 30 feet of turnstile. (2.3304n) j. There shall be a clear area on each side of door. 60" deep in direc- tion of door swing and 44 deep in opposite direction of door swing. (2.3304h.2) Width of clear area on the swing side of the door shall extend 24" past strike jamb for exterior doors and 18" past strike jamb for interior doors. (2.3304h.2) The space between two consecutive doors (vestibule) shall pro. vide a mm. of 48 clear depth between the open door and a se- cond closed door. (2.3304h.2D. Fig. 2.3345A) Doors in a series at a vestibule shall swing In the same direction, or away from the space between them. (2.3304h-2D) ,)W(Corridors shall be 44- minimum In width or as required by oc- cupant load. (2.3305b.1) corridors over 200 feet long, see special requirements of Sec. 2.3305b.2. (Fig. 2.33-6) ,X'FLOoRS of a given story shall be a common level throughout or shall be connected by pedestrian ramps, passenger elevators, or special access. lifts. (2.522e) ST WAYS ' ,,( Treads shall have smooth, rounded exposed edges and be slip resis-tant. (2.3306s.I) Nosing shall not project more than 1%" past face of the riser below. (2.3306s.2) 10",Risers shall be sufficiently solid. (2.3306s.3) 5/ The upper approach and lower tread of each flight of stairs shall be marked with a contrasting colored strip 2" in width. (2.3306r) On exterior stairs, each tread shall be marked as noted above. (2-3306r) Handrails are required on each side of stairway. (2.3306j.2) ,g HandrailssZ!iil be located 30" to 34" above nosing, extend 12" / beyond top riser and 12' plus, tread width beyond bottom nos- ing and returned to wall/newel post. (2.3306j.2) IJK Handrails shall be 11/4- to 2" in gripping cross section and 11/:" clear of wall. (2.3306j.2) ,,0LEVATORS• s<"See Chapter 51 of UBC for car size. 'Pa.ssengcr elevators in buildings other than those listed in Chapter 51 of UBC servih;n occupant load of more than 50 shall have a car size 68" wide by 51" deep with a mm. clear opening width of 36". (2.5103m-2131) .ePassengcr elevators in buildings other than those listed in Chapter 51 of UBC serving an occupant load of 50 or less shall have a car size of 54.: wide by 34" deep with a minimum clear opening width of 32'. (2-5103m.2112, 3) iaiscd Braille marking and Arabic numerals are required on con- 7 trol buttons and door jambs. (2.5103m) SANITARY FACILITIES ..A'CTOILET FACILITIES ACCESS When located on accessible floors, sanitary facilities shall be made accessible to physically handicapped. (2-511 a-3) ,fr("Doorways shall have 32 minimum clear width. (2-511a-SA) shall be a level area with 60 clear depth in the direction of the door swing, and a level area with 44' clear depth in op. posite direction of door swing. (2-511a.5B) }1ULTIPLE ACCOMODATION TOILET FACILITIES, ."Provide clear area 60" diameter x 27" high or clear space 56-x 63" a 27" high. (2'511a.6A) V"Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. (2.511a.6A) pe Provide 28" clear space between water closet and fixture or 32" clear space between water closet and wall. (2.5112.613) dr A 48" long clear space is required In front of water closet. A 60" clear space is required when the toilet compartment has a side door, (2-511a-613) Water closet compartment door to provide 32" clear width for end entry and 34" clear width for side entq. Door to be sell. closing and swing out. (2.511a.6C) DA 2/4/88 NCLE ACCOMODATION TOILET FACILITIES bVatCf closet shall be located 28' from a fixture or 32" From a wall. (2.511a.7. Fig. 2.5.IA) "Minimum clear space In front of water closet shall be 48". (2-511a-7. Fig. 2.5.IA) In an existing building, a single accommodation toilet facility may have a space 36" wide x 48" long In Front of water closet. (2-511a.7, Fig. 2.5-,IC) CRAB BARS AT WATER CLOSET 02 One at side 42" long extending 24" in front of water closet: one at rear 36" long centered on water closet; both mounted 33" above floor. (2-511 a4A) Bars shall be 1%" to 1½" In diameter with 1¼" clearance to wall. (2.511a.813) c) Bar fasteners and mounting support shall be able to withstand 250 lbs./ft. in bending, shear and tension. (2.511a.8C) )S WATER CLOSET A''—Height of water closet scat shall be 17" to 19" above floor. (5.1502) 'The force required t6 activate the flush valve shall be 5 lbs. max. Imum. (5.1502) 14'URINALS "Where urinals are provided, the rim of at least one shall project 34" from the wall and be located 17' maximum above floor. (5.1503a) force required to activate the flush valve shall be5 lbs. max- imum and located 44" maximum above floor. (5.1503b) Provide 30" x 48" clear floor space for forward approach. (2.511b.4) (LAVATORIES Provide 30 a 48" clear floor space for forward approach. Said clear Floor space may include knee and toe space under lavatory described below. (2.511b.IA) Provide clear space beneath lavatories 20" high by 30" wide by 8" deep (knee space) and 9" high from the floor by 30" wide by 17" deep from Front of lavatory (toe space). (5.1504a) Hot water and drain pipes under lavatories shall be insulated. (5.1504b) Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or twisting of the wrist and an operating force not exceeding 5 lbs. (5.1504c) Self-closing valves to remain open for at least 10 seconds. (5. 1504e) 18. TOILET ROOM ACCESSORIES r: Mirror bottom edge shall be located 40' maximum above floor. (2.51 lb. IB) () Toilet tissue dispensers shall be mounted within 12" from the (toni edge of toilet seat. (2.511b.3. Fig. 2.5-IA) ,r Operating parts of dispensing and disposal fixtures (towels, waste coin slots, etc.) shall be within 40' of floor. (2.51lb-2) )ANITARY FACILITIES IDENTIFICATION On doorways leading to sanitary facilities the symbols to be pro. vided are 12" Equilateral Triangle For men. 12" Diameter Cit. dc for women, and ¼" thick, centered on door, 60" high conS tra.sting color. (2-511 2-5C) ,dBATHINC FACILITIES .a" One such facility shall comply when provided for the public, clients or employees. (2-511 a-9) _,b'—Shower compartment shall be 42" wide, 48" deep, with a 36" wide entrance. (2.511a.9A1) Note on the plans that the handicappped bathing facilities shall conform to requirements of Sect. 2.511a.9, 5.1505-B and 5.1506. GENERAL REQUIREMENTS .,...R'1DRIN}1NC FOUNTAIN The alcove in which the water fountain is located shall be not less than 32" wide by 18" deep. (2.511c. Fig. 2.5.3) b,_- Note on the plans that drinking fountain shall conform to re quirements of Sec. 2.511c and 5.1507, PUBLIC TELEPHONE Provide space 30" a 48" for forward or parallel approach to telephone. (2.511d2) ,,VNote on the plans that public telephones shall conform to re .quirements of Sec. 2.511d. 2LECTRICAL REQUIREMENTS 20 and 30 amp. receptacle outlets shall be installed not less than 12" above floor. (3.210.50e) —"enter of switch shall be located not less than 36" nor more than 48" above the floor. (3.380.8c) GROUP A OCCUPANCY REQUIRE.MENTS ,)k AUDITORIUMS. ASSEMBLY HALLS, THEATERS, ETC. . Seating and toilet facilities for the handicapped shall be accessi- ble from the main lobby or primary entrance. (2.611b.1) - This structure requires wheelchair seating spaces. (2.611b.1A1) - Each wheelchair space shall be 60" a 30" and level. (2.611b.1A2) When the seating capacity exceeds 300, the wheelchair spaces shall be in more than one location. (2.611b.1A2) This structure requires seats for semi-ambulant per. sons. Clear leg space shall be at least 24". (2.61 lb.IB) Stages, enclosed and unenclosed platforms, orchestra pits, ticket booths, and refreshment sales facilities shall be made accessible. (2.611b.2,3) * SUPPLEMENTAL PLAN OORRECTION SHEET R SPECIAL INSPECTION V The following must be identified on the plan title sheet or the structural specification sheet per JBC Sections 302, 305 (f), and 306 (a) through (f): 1. Note that continuous inspection shall be performed by qualified special inspectors retained by e owner and approved by the Building Official to act as a special inspector for the following types of construction: CONCRETE f'c = 3000 psi design for footing - See base plate design. B. REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE_______________________ C WELDING Field welding as required D HIGH-STRENGTH BOLTING A-325 E. STRUCTURAL MASONRY________________________________________________________________ V F. PILING, DRILLED PIERS, AND CAISSONS_________________________________________________ SPRAYED-ON FIREPROOFING____________________________________________________________ OTHER SPECIAL CASES: 1 FIELD FABRICATED TRUSSES VV V V V Provide the following statements on the plans: The permit applicant shall retain the design engineer or architect of record or other - V responsible engineer approved by the Building Official to ensure that 1. all elements of construction which require special inspection are inspected by V V V qualified deputy inspectors approved by the Building Official; and V 2. all code deficiencies detected and deviations from the approved plans are brought to V V - the attention of the contractor for correction, and if not corrected, revised designs V V to overcome the deficiency shall be prepared by the design engineer or architect of V record for approval by the Building Official; and V 3. all corrective work required is completed in accordance with the approved.plans, V V V a specifications, and City adopted codes. •.• A final inspection report, signed by the special inspector and the responsible engineer, is submitted to the Building Official upon the completion of each element 'requiring special inspection. The report must certify that the 'work was in compliance with the V V V approved plans, specifications and applicable City codes including any authorized changes to the plans. V V 3. Note that evidence will be provided to the Building Official that the following items were V fabricated in an approved manner (Certificate of Compliance, approved fabricator certification, mill reports, etc.): V V• IV •• A. V GLU-LAM BEANS V V PRECAST CONCRETE V C REINFORCING STEEL Billet test or mill or heat reports V V D STRUCTURAL STEEL _Billet test or mill or heat reports. V E. TRUSSES V V V V F. INSULATION__________________________________________________________________________ OTHER_______________________________________ 04- Note on the plan that it is the responsibility of the design engineer to review and approve structural shop drawings, truss details and specifications and provide documented approval for V sane to the Building Official for his approval. V V Note on the plans that the owner shall arrange for performance tests to be conducted to the V satisfaction of the Building Official of the following A FIRE EXTINGUISHING SYSTEMS B SMOKE CONTROL ASSEMBLIES C EMERGENCY EXIT LIGHTING - D. EMERGENCY POWER SUPPLY E. AUTOMATIC CLOSERS F. OTHER_________________ V V V • • V V V S1123085 V •• V • • 12/30/85 V 144E14(- £LO V :.-: . . . - . -- -:- Datei 3 -30 Jurisdiction. Prepared byt- 1?.c..q j VALUATION AND PLAN CHECK FEE MULTIPLIER iD ,' ___ —. _ 3 0 Air Conditioning S S - Commercial Residential Res. or Comm.. - S Fire Sprinklers Total Value 2 Bldg. Dept. Esgil PLAN CHECK No. _c '9°3 BUILDING ADDRESS 2i a',q72_4,tz'o,r iZ APPLICANT/CONTACT 1--,--,''-i C,1 PHONE NO. 277—q?O BUILDING OCCUPANCY Th —3 DESIGNER PH ONE 4,5-c- ''i TYPE OF CONSTRUCTION V T/V' CONTRACTOR PHONE . - BUILD ING PORTION BUILDING AREA VALUATION VALUE :u1erm1t Fee. $ Plan Check Fee $ __.... _ .. COMMENTS: .5 SHEET OF 3 -. 12/87 -tj - - Dates30 .Jur jSdiCt ofl .i843 - Prepared by*- ElBldg. Dept. VALUATION AND PLAN CHECK FEE oEsgil PLAN CHECK no_'i BUILDING ADDRESS e'( ,-i'i72— Af,Zaa,,zj 12,4,0 APPLICANT/CONTACT .-'J'c-'-,''-i Ci1Iec) PHONE NO. Z77—C4?0 BUILDING. OCCUPANCY i? --.3 DESIGNER PHONE el 53t 6,F,?J TYPE OF CONSTRUCTION V - N' - CONTRACTOR PHONE_— BUILDINGPORTION BUILDING AREA VALUATION MULTIPLIER - VALUE / 0 - -- 32 go - Air Conditioning . - Commercial - - - - Residential Res. or Comm. - Fire Sorinklers - - Total Value - _- - BUILDING PORTION • BUILDING AREA - VALUATION MULTIPLIER VALUE 9,0 Air Conditioning Commercial -- Residential . . Res. or Comm. • -Fire Sprinklers . . . Total Value : r:.: ; Dates 3-Q Prepared byi-. 2 C. /occJ S 0' • • Jurisdiction________________ VALUATION AND PLAN CHECK FEE IL PLAN CHECK NO._90 BUILDING ADDRESS 'P4 ,,1-1,172_A,zar APPLICANT/CONTACT C4ie PHONE NO.2-77—Ct-/Y° BUILDING OCCUPANCY ? ---3 DESIGNER PHONE TYPE OF CONSTRUCTION V - CONTRACTOR PHONE___________ 15e Thiae xi: N Vm-a-n 4 HA/pb 4 - 4 $ - '-•- _ ty of CarEsbad _ August 8, 1989 -, I •- 4 David Kramer Gafcon 12555 High Bluff Drive, Suite 260 San Diego, Calif 92130 - 2006 Palomar Airport Road PlanChèck 89-303 You have requested that we waive the requirement for floor drains in the three T Hangar buildings you --will -b6 constructing atPalomar Airport. The County of San Diego .has informed us that the hangars will be used for; storage only. Your request is approve'd. MARTIN ORENYAK, DIRECTOR r - : C: Manuel Ainza, Esgil. Corporation 4 - - - • c • • • • - - - -. _•*• 2075 Las Pal mas Drive-Carlsbad, California 92009-4859°(619) 438-1161 I, 4 IS Z ' / - .' - COUNTY ENGINEER COUNTY AIRF~OR~TS Iuuntg tif tfl COUNTY ROAD COMMISSIONER GRANVILLE M. BOWMAN . . - - - -. TRANSPORTATION OPERATIONS DIRECTOR I I - - COUNTY SURVEYOR (619) 694-2212 - .DEPARTMENTOF PUBLIC..WORKS FLOOD CONTROL (LOCATION CODE 750) -' LIQUID WASTE 3 5555.OVERLAND AVE. SAN DIEGO, CALIFORNIAt92123-1295 - SOLID WASTE 1-. 4 C . -, • - .4 - - - - August 3, 1989 ' -4 -- ,'- •- .. ..,- .' .' • . .- ' -' 2 - •- . . -t'; A. ...,-...-,-.• -. C - 4. • ,. . - .City, of Carlsbad .;- -. • "Community Developmeht '• .. . c ; 2075 Las Palmas Drive .4." Carlsbad, CA 92009 2 .4 ..•,. . .. .1 - - -- -- • -... -.--r- Attention Mr Carter Darnell , 4. -. . .- - - - 1.2 ,) / Subject . McClellan-Palomar Airport - Constructi'thi of4 Storage( Hangars by Mission West Properties, Inc - - ,\., , - . •• -. Mr David Kramer of'Gafcon, Inc..,,,., -'. ( regarding the City's requirement that floor drains be installed in the three "T" hangar buildings he •will-be-coñstrititifor- Missioñ --: •-• ,: - ..- we do ;- - C - -,-,,--_ 4 - require - - the ,ghangarso any of éxistcf$flóor., . di' n :isiiEh5f aiTf ie s...woii l for i ng - ofhFdãu s-ma I- - Ifyou have any questions, please contact..myassigned staff r ChuckGaines, at 431-1328 member, M 4 A. s: N WMAN, Assistant Deputy Director' Public Works ASNJCG ny COUNTY ENGINEER COUNTY AIRPORTS laf COUNTY ROAD COMMISSIONER TRANSPORTATION OPERATIONS an Un ! ENT GRANVWLEM BOWMAN DIRECTOR DEPARTMENT OFP B LIC UBLIC RKS COUNTY SURVEYOR (619) 694-2212 LIaUIO WASTE (LOCATION CODE 750) OVERLAND AVE. SAN DIEGO. CA IA 92123-1295, SOLID WASTE DEPAR Ov ER NO AVE SAN DIEG 0 2123-1215 FLOOD CONTROL W 11 H May 1.1, 1989 MY 161989 M - IUs City of Carlsbad Development Processing Dept. 2075 Las Palmas Drive Carlsbad, CA 92008 SUBJECT: McClellan-Palomar Airport - Mission West Plan Check #89030 for 3 Metal Hangars This letter is to inform you that. the redevelopment of eight acres of McClellan-Palomar Airport proposed by Mission West is in conformance with a site plan approved by the County Department of Public Works. The site plan boundaries are internal lease lines within the larger parcel owned by the County of San Diego. The County has no plans to construct or allow others to construct buildings between the southerly lease boundary of Mission West and the airport's southerly boundary (see attached plat). The future development of airport land adjoining the Mission West lease parcel will be subject to fUture discretionary reviewby the City. If, in the future, a building is planned for the subject set back area the distance between any future building and the proposed Mission Vest hangars will be reqi.iired. to met Cilty or County airport standards,, whichever is more restrictive. The distance from the southerly airport boundary to the closest hangar as proposed by Mission West is over 150 feet I request that this distance be used to calculate the required building standards for the proposed Mission West hangar development. I • • x Tb I1 A S NEWMAN, Director Airports ASN JOR RWS cc Mission West, McClellan-Palomar Airport Manager . 1óunfg uf n !iu COUN ROAD COMMISSIONER . ENGINEER COUNTY AIRPORTS GRANVILLE M. BOWMAN .-• , •• TRANSPORTATION OPERATIONS DIRECTOR Ar . - COUNTY SURVEYOR (619) 694-2212 DEPARTMENT OF -.PUBLIC WORKS FLOOD CONTROL (LOCATION CODE 750) . -' - • LIQUID WASTE 5656 OVERLAND AVE. SAN DIEGO, CALIFORNIA 92123-1295 SOLID WASTE May 11, 1989 - - ••. 4 4 -r , ... City of Carlsbad- Development Processing Dept. 2075 Las Palmas Drive S Carlsbad, CA 92008 SUBJECT: McClellan-Palomar Airport - Mission West . .. S Plan Check #89030 for 3 Metal Hangars ThJs letter is to inform you that the redeveloprnentóf eight-acres-of •.. :McClellan-Palomar Airport proposed by Mission West is in-conformance- vith.-a . site plan approved by the County Department of Public Works. The site plan boundaries are internal lease lines within the larger parcel owned by the County of San Diego. The County has no plans to construct or allow others to construct buildings between the southerly ],ease boundary of Mission West and the. airport's S southerly boundary (see attached plat). The future development of airport land S adjoining the Mission West leásé parcel will be subject to future discretionary review by the City. If, in the future, a building is planned for the subject set back area the distance between any future building and the proposed Mission West hangars will be required to meet City or County airport standads,- whichever is more restrictive. - - - -• The distance from the southerly airport boundary to the closest hangar as - . proposed by Mission West is over 150 feet. I request that this distancebe used to calculate the reuired building standards for the proposed-Mission West - hangar development. A. S. NEWMAN, Director . • . - Airports :- - -- - • - •' • ASN:JOR:RWS • - ' • - - • cc:-Mission West; McClellan-Palomar Airport Manager. . 1• - - - - 5'- 1 • -S - - '-t J - ' -- ;'a,i N a ( ( .i. ' -O - ENGINEERING CHECKLIST - LEGEND Date Item Complete Project P r hicomPlete - Needs Action Project Name: _ 1T4L_ .. . - Field Check Date: .. 1 ,2_3 2,3. Number - i n c i r c I e. - indicates plancheck By: . number that deficiency - . '. - -was identified -., LEGAL REQUIREMENTS 5 5 Site Plan - 1. Provide a fully dimensioned site pja rawn to scale. Show North EJ . arrow, proper line aseme#s, —e-x4siiQg and _piopose - structures, e-t tw.g s ree Improvemen hglit-oof-way width imensioned, se ac 2 Show on Site Plan Fnish floor e eat Ieyations of finish -grade-dMto bj]in, eisting ograpline ting. / 0and roposed slope iveway and percentj grade and Qdrainage pa er E2r)i" 0 3 Provide legal description of property. 4 Provide assessor*s parcel number. PERMITS REQUIRED Grading 5 Grading permit required (Separate submittal to Engineering '440 Department required for Grading Permit). - 0 . - 0 . 6. - Grading plans in plan check PE _•. 7 Need the following completed prior to building permit is s u a n c e A Grading plans signed B Grading permit issued C. Grading completed. - 0• D Certification letter and compaction reports submitted 0 E Grading inspected and permit signed off by City Inspector . L!1 1D 8 Right-of-Way Permit required for work in public right-of- w a y (e.g., driveway approach, sidewalk, connection to water main, etc) 0 0 0 9.1 Industrial Waste Permit application required To be filled out completely and returned to Development Processing FEES REQUIRED 1'r1 10 Park-in-Lieu fees required II Quadrant: , Fee Per Unit: , tqit al Fee----- -ri*Ø 0 11 Traffic impact fee required 'N Fee Per-Unit: Total FeeY 12 I no Fee Per Unit: Total Fee7 G- — . 13. Public facilities fee required ,4 /, &O - 2-e 13 0 0 14 Facilities management fee required Fee C- '' (st rci' 15 Additional EDU's required 1>I 133 61.0/99 (L7Z) Sewer connection fee Set, rmit no 0 16 Sewer lateral required- 26 REMRKS 71 A — f(149O1(-/ZS T1F 6OsOlye, iz) ?( fO l8O3 /C I / SEu 333 Fyu [(Wn ae 46 x.,9 i P4 p O K to issue Date If you have any, questions about any of the above items identified on this plan check, Pse call the Development Processing Department at 438-1161 rrj ) p - - - • • I -. -' PLANNING CHECKLIST 00 M co Plan Check No 8903o3 Address 2o 06 Type of Project and Use 3 Zone P1 Use Allowed' YES )( NO r.i m Setback Front OK Side Ok Rear OM Facilities Management Zone 5 School District San Dieguito Encinitas / Carlsbad San Marcos E21" 0 0 Discretionary Action Required YES NO K Type T1 j YES NO fl fl Landscape Plan Required . •' YES NO ,_4_ •. Comments 0 0 Coastal Permit Required YES NO 0 0 Additional Comments OK TO ISSUE DATE 7 * .7 -. -. •;•.,, tl• I - • - _.•-4 - • MEMORANDUM' April 11, 1989 TO: DAVID HAUSER FROM: BOB WOJCIK PALOMAR AIRPORT , We have received an application for a building permit at Palomar Airport. The Building Permit is for three (3) hangers totalling approximately 56,000 sq. ft. It is Building Plancheck No. 89-303. Per our. Ordinance, we are allowed to require public improvements as a condition of granting Building Permits. It is my intention to require the Developer, Mission West Properties, to design and improve the frontage of Palomar Airport Road and El Camino Real. • If there is any need to change that, requirement, please notify me as soon as possible. .' • , . •. ROBERT J. WOJCIK .• Principal Civil Engineer RJW:rp • , • • • 4 , • •. - -• • • , •. .• 4 -. 4 4 - W ' • ' • .4 • - ., •• • 4 4 - : , - 7d /&/ June 7,1989 : Robert J. Wojcik CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, CA. 92009-4859 Q RE: MISSION WEST EXECUTIVE AIRCRAFT CENTER Dear, Robert, In reply to your letter dated May 25, 1989, attached, please note the following:. a. There will be at total of stoiF&115)the buildings as follows: Hangar A=10 Hangar B=10 Hangar C12 : This is Ji afFtor higar-11t isiJThjanticipated there will be any formal An individual aircraft owner may conduct minor maintenance such as changing tires. • c. There will be h Lo peop a daily basis. d. In future, a public restroom may be added in the endsof the buildings for the convenience of our customers.. We trust this information will be of service to you and that the listed sewer fee will be canceled., -- "-' Thank You, ,€ -'.ct j1----*,--' L7 Fzp -714 GAFCON,INC. E ef -t'S ehf,*22 ev • /LE/,L,3 , 33 - • f ,-4-E deZ1 j- L1L.d.. David Kramer -'• 1' • 1 7h'e "72"E :A4P 4o., ---- DK/sj : 'r 44 Z_ Lpi cc: Howard Anderson Buzz Gibbs •. £-€-j L fELe-- Bill C £ I Cairo, • ••• ••, •. •• ____ • -------------LL' _________ 12555 High Bluff Drive, Suite 260, San Diego, California, 92130, Phone (619) 259-2775 FAX (619) 259-2475 9 -. - • - City of Carlsbad , RECEIVED May, 25, 1989 I MAY 30 1989 GAFCON Gafcon Incorporated : .12555 High Bluff Drive, Suite 260 San Diego,. cA 92r30 4 T"— - * Attention: David K -anier RE: New Hangar Buildings at. Palomar Airport The City is willing to reconsider .the sewer fee on .the proposed buildings. In. order for us to reconsider we. need additional information from you. Please let us know.the exact use of these buildings as far as how many planes-might be storedin them, if those planes will also be serviced, what level of service will be done on the planes, how many people will be working in the hangars and the type and number of any fixtures that may be installed in the building that would be connected to the sewer system. Once we have reviewed thi information we will notify youof any. changes in our required sewer fee. • .-If you have any questions". regarding this please call meat 438- 1161. • • -. - •• - ,• - _4 -• • • - ROBERT J. WOJCIK •• 4 - Principal Civil Engineer . • - - . - RJW:mg ' ••••. • .•• 4 •-- • - • * 2075 Las Palmas Drive • Carlsbad, California 92009-4859 • (619) 438r1161 I 2560 ORION WAY CARLSBAD, CA 92008 TELEPHONE (619) 931-2121 Citp of Carlobab FIRE DEPARTMENT PLAN CHECK REPORT PAGE 1 OFS...L APPROVED DISAPPROVED PLAN CHECK# —3c)3 PROJECT 41 WEST- ou R 12i :ARCHITE ' FAPH4E L ADDRESS LA -&A PHONE 4S9 A'Z.O OWNERlV-O44A Pcr /4PT/UVZ5/I//?DDRESS, S/\( iItE&D PHONE OCCUPANCY 3 3 CONST "I N(11X)TOTALSQ FT STORIES /i1A'- \SPRINKLERED D TENANT IMP APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: I.. PLANS, SPECIFICATIONS, AND PERMITS 1 Provide one copy of floor plan(s), site plan, sheets ____________________________________________________ 2 Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project 3 Provide specifications for the following 4 Permits are required for the installation of all fire protection systems kIer in stand pipes dry chemical halon, 002 alarms hydrants) Plan must be approved by the fire department prior to installation - 5 The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT 6 The following fire protection systems are required- Automatic fire sprinklers (Desidn Criteria #1( O Dry Chemical Halon, CO2 (Location o Stand Pipes (Type O Fire Alarm (Type/Location 7 Fire ExtinguisherReqUireménts: . S ..... .One 2A rated.-ABC extinguisher fpr eac sq. t. or portion.thereof with atavel distance tothe nearest extinguisher not to exceed 75 feet of travel. . . DAnextinguisherwithaminim?Tngof tobelocated: '7 Other kS )--yL L-flfi7 8 Additional fire hydrant(s) shall be provided - EXITS 9 Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort 10 A sign stating This door to remain unlocked during business hours"'shall be placed above the main exit and doors 11 EXIT signs (6 x 3/4 letters) shall be placed over all required exits and directional signs located as necessary to clearly indicate the location of exit doors GENERAL 12 Storage dispensing or use of any flammable or combustible liquids flammable liquids flammable gases and hazardous chemicals shall comply with Uniform Fire Code 13 Building(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in height; 12 feet on pallets or in raöks and 6 feet for m tires, plastics and some flammable liquids. If high stock pil- ing is to be done comply with Uniform Fire Code Article 81 14 Additional Requirements S ( A ",-77 h ZD 15; Comply with regulations on attached sheet(s). Plan Examiner _____________________________________________________ Date_3/2 2 / Report mailed to architect. . Met.with S - 5 \. S S_____ Attach to Plans 2560 ORION WAY titp of arI.bab PA CARLSBAD, CA 92008 FIRE DEPARTMENT GE 1 OF TI DUrM PROJECT (V\I Locr ?Rc?rns ADDRESS ZEDE,Ca A eRT ;2c. ARCHITECT IAL1 s ADDRESS LA DCL PHONE 4'9- '-It'zu OWNER ¼l P,& A pr ?AirMFS+ IPADDRESS J PHONE 'tBi SI R OCCUPANCY 3 CONST ' (14)/TOTAL SQ. FT STORIES /1 A 11 DSPRINKLERED OTENANTIMP 771, 3L) (4-1,&ao CP.-i, o'iJ - I %o) APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING .• THE FOLLOWING CORRECTIONS:: PLANS, SPECIFICATIONS, AND PERMITS / 1 Provide one copy of floor plan(s), site plan sheets 2 Provide4wo site plans showing the location of all existing fire hydrants within 200 feet of the project 3 Provide specifications for the following 4 Permits are rejjed for the installation of all fire protection systems (sprinklers stand pipes, dry chemical halon CO2 alarmhy Plan must be approved by the fire department prior to installation 5 The business owner shall complete a building information letter and return it to the fire department FIRE PROTECTION SYSTEMS AND EQUIPMENT 6 The following fire protection systems are required O Automatic fire sprinklers (Design Criteria O Dry Chemical Halon CO2 (Location Stand Pipes (Type: ._. 0, Fire Alarm (Type/Location: 7. Fire Extinguisher Requirements: . . ; . . -. ..-.-.•--.- ,. .-•- •... -bD One 2A rated ABC extinguisher for each "" sq ftr portion thereof with a travel distance to the nearest extinguisher; not to exceed 75 feet of travel. . . An extinguisher with a minimum rating of ________ to be located p-Other Ak t$c,1,e / 15/L. /-( 77vA,7 8 Additional fire hydrant(s) shall be p'ovided t5 / c, 77 e\ I R &')\ EXITS 9 Exit doors shall be openable from the inside without the use of a key or, any special knowledge or effort 10 A sign stating This door to remain unlocked during business hours shall be placed above the main exit and doors EXIT signs (6" x 3/4 "letters) shall be placed over all required exits and directional signs lOcated as necessary to clearly indicate the location of exit doors GENERAL "L12 Storage dispensing or use of any flammable or combustible liquids flammable liquids flammable gases and ( hazardous chemicals shall comply with Uniform Fire Code 13 Building(s) not approved for high piled combustible stock Storage in closely packed piles shall not exceed 15 feet in-height"12 feet on pallets or in racks and 6 feet for tires plastics and some flammable liquids If high stock pil- ing is to be done comply with Uniform Fire Code Article 81 14. Additional Requirements ) I. • h& A>4 €PtriôJ LA 4.(.4 _•• 0 •• . CAAI& Qnc'- 2) ,\j J Ui ?L • . . . • . • . •• 15 Comply with regulations on attached sheet(s) . • Plan Examiner C sI • • Date _5i2 7 • /RQ I.. •.. . • .• • . . • I Report mailed to architect Met with _____ Attach to Plans r7rr yi Nowuc-MaJL lESTER &ASSUCL1 ts -- i f --------STRUCTURAL ENGINEERS - - - - I 5830 Oberlin Drive, Suite 200 - -. - San Diego, California 92121 (619)455-6681 By DATE '2/Pg- PROJECT Az,e e a79 SHEET NO. / OF -- - - NO _ __(I(!!T)I. CIVIL— oc tj - ------_--------- ___-- -__ ------- ------- -- / - -L- ---- --- ___ -___ LiiITi IITIit J1E -- -- i +tt Li4L 4, _L_ _LL -..- _----_----- ------- ----------------- -- 4 - • ' - ------- -- . -, - - - ___________________________________ -_--_-.__-_---~------- -- J I- - 4. ._ - -- '-73 7 -, --- --- ----------k---- ------•; _ -H------ ................... __ "- -- ------- d ________ -- -.-----------_- -. - - - - - - - . - - -.-- VVV • TJ, VI_ NOWK-MEULMESTER &ASSOCIATES STRUCTURAL ENGINEERS - / 5830 Oberlin Drive, Suite 200 ' t San Diego, California 92121 (619)455-6681 v A. DATE • PROJECT rL1T-,i' 4/7 'y. SHEET NO. 2— OF 7 -- JOB NO. ____________ EF ___F-E EFEF__ Vt -! rrT.V 1 -4== d i V________ --_-V-- -- VV:V V• ______ 17 iVV4VVV -- — -_-_----V- -_.-_---- -_------------ ----------- _---.------ - TTh1. _______________ _VVV_/7VV _/__VV_ _V_V __•V _____ VV -- _— --- --&OL -- ---------- /2--/q-- - - - r E 4 3 ____ ___ -------- --- - - ±ti 4. LLL LV. V4 V _V. VV.--L--.-- - _- - -- --- ---- -- ------ ---- - - -- --1-- - -* W---,' r-/( - - V-V----.-V--VVt ----rr I - -- TVT T TT 2 7' - 4:7i : ?fft ifEE ___ H F YI NOWK-MEULMESTER & ASSOCIATES I STRUCTURAL ENGINEERS / \ \ 5830 Oberlin Drive; Suite 200 San Diego, California 92121 (619) 455-6681 BY A DATE ____ PROJECT 1/7'-/-- J--SHEET NO. 4- OF 7 ,.. JOB NO. __1L & -- - .. ..• : - F II2 F-EI --------------- .. :I - - ------ ..- .- --- - 7._ ------- .-* - - - -. --..-................-------......-. --- .............4.....4.._......• .....................................- ....... w-74 IYF FiT 1IFTliT -* - SAl SQFOOT - ScUARE Fooc1NG LIESIG' VERSION 1.00 - 01/13/88 C4.0 COPYRIGHT (C) 1986, STRUCTURAL ANALYSIS? INC. BO CA RtON L 31432 (305) 392-69/ 880303 NOWAK MIJELMESTER •& ASSOCIATES SAN DIE-GO CA 92121 INPUT DATA LLENAME 301 DATE 3- 7-1989 TIME 14:'21 59 JOB LIESL Ft FALOMAR AIRPORT FOOTING :' ES) TGN x)eINruT EIATA* '30(L 2.50. NSF - BARM(N 3 BASMAX 11 FC 2 00 st 3F'AM(N 8.00 INCHES FY 40.00 xsi SFAMAX 12 00 3HUfDE3I(3N RESULTS$I3" NUM WIDTH THICK AST DEAD LIVE TOTAL FRES COL-& COL-T - FEET IN Sti IN RIPS RIPS NIPS NSF IN IN 350 120 71 93 204 297 242 80'80 W( 4141200 > FOOTING-S DESIONED 1 END OF SOFOOT ELAPSED TIML 0 MIN 1. SEC . S. .5. I S.S Jr • -- ..----4_=--.---- - - NOW\K-MEW%4ESTER & ASSUCIA! IzS STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 - -. BY - DATE _21 PROJECT gX€-I 77L4 JF, Aigc C SHEET NO. 9' OF 7 JOB NO.___________ PAS- 7 7 _77' • - / T ' -* - - - -----"---- -------------------*-- - __ L1LEEiE iiT LI i:LL _--- ) •_ -t -- --- 4. 11r1ff Trt EE &'— V 5y d 07 , - V _._LV ___--_- _-- _----- - -- * - -- ----- ---- - --- --- -- --- -_ ___ _j____.•*" - -.-" -- ---------- - -------- ----V 3<4: S /1LJL:__- L.J__- iV • . - - -_- 7EA f-iV) - -- - - - J Iyi NOWKMEU1ESR&ASS0CT'ES - STRUCTURAL ENGINEERS . - - / 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619)455.6681 BY - DATE 2-( PROJECT SHEET NO. ell OF 7 ----"JOBNO. - iV ----------------- - - - ..- - - ......................... -. -- ii::: T• -* - TLT IT TTT.T - ------'----±--- .- ±L I± 2 ! TJTr ____ T JTTTJ iEiLiJTiL 1:3x CEIT 7/7 U 77 r -p . '7 . -f2_7L' 'LA-71 77,.5 Ceco I d i n a s ~~~Divis'F'cn STRUCTUf CALCULATI PRINTED- VAR 2 989 L I VIHK . b 1989 CUSTOM E JOBNO. iriii*:i CERTIFICATION, DESIGN CRITERIA AND FOUNDATION REACTIONS ROOF DESIGN (SECONDARY FRAMING AND 'PANEL). WALL DESIGN (SECONDARY FRAMING AND PANEL) D.ENDWALL DESIGN (PRIMARY FRAMING) RIGID FRAME DESIGN LONGITUDINAL BRACING SPECIAL FRAMING DESIGN Member Mi U. I METAL BUILDING MANUFACTURERS ASSOCIATION CECOBUILDINGSDIVISION IS AN APPROVED FABRICATOR OF METAL BUILDINGS AND THEIR COMPONENTS. 'I.CB.O. REPORT NO. FA-277 L.A. CITY FABRICATOR LICENSE NO. 1183 CITY OF SEATTLE CERTIFIED PLANT ( - S .' -.. Ceco Buildings Division-.*•. -: The Ceco Corporation / A Ceco Industries Company A 12101 EAST BRANDT ROAD, LOCKEFORD, CALIFORNIA 95237 . PHONE (209) 727-5504 JOB NAME: ex'6QyTPVE fref(J1 CECO JOB NO: LOCATION: DATE: 3 LETTER OF CERTIFICATION. This is to certify that Ceco Buildings Division designs and manu- facturers this steel building with Ceco Building. Division standard practices which are based on pertinent procedures and recommendations of the following organizations and codes: AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "Specification for the Design, Fabrication and Erection of Structural . Steel for Buildings" -8th Edition. . AMERICAN IRON AND STEEL INSTITUTE: "Specification for the Design of Cold Formed Steel Structural Members". - 1980. INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS: "Uniform Building' Code" - 1985. METAL BUILDING MANUFACTURERS ASSOCIATION: "Metal Building Systems Manual" - 1981. 5 5 AMERICAN WELDING SOCIETY: "Structural Welding Code" - ' AWSD1.l - 84.. 5 5 5 Structural design design calculations and complete drawings are provided for this building and are reviewed by a professional Engineer. Ceco Buildings Division is approved -as •a fabricator of steel buildings and their components by the International Conference of Building Officials , Report No. FA-277. Approval is also granted as a Type 1 fabricator, License No. 1183, .by the Department of Building and Safety of the City of Los Angeles, and as a certified plant by the City of Seattle. Specifications for the materials used on this building are indicated • on Page one of the Ceco erection drawings and in the structural calculations. - S • • • S - • This certification does not apply tothe design of foundations or any materials not furnished by Ceco Buildings Division. S - S I IJE( D + L A.B.'s "I . f23)QI: 23.44.c /fie. \L.K ôeco 4 Cec & Buildings , DESIGNED BY L() CUSTOMER 5.T'e C.t(1'L'le._. 4f(..Vc-- ('et-,'*v DATE ?/ / 9_9 JOBN,Q.,, IdloC(/ S CHECKED BY TITLE.' DESCRIPTION & DESIGN CRITERIA PAGE_Al OF_______ Building Type F -J//ZF-( Roof Slope_____________________ Span 26 6______________________ Bay Spacing_______________________ Eave Height ____22' Building Code________________________ This building as furnished by Ceco Building Systems, was- designed using the criteria listed below. Capacity for' loads greater than these shown beloW is specifically neither intened nor implied. LOADING • Roof Live Load 2 PSF Roof Dead Load ____PSF Frame Live Load 12.PSF Collateral - PSF Wind Load _7_MPH Sprinkler PSF Total Design Dead Loa PSF (including frame dead load) Crane - Capacity— Max.WH LD - Mm. WH SPCG - Other - LOAD COMBINATIONS - Dead + Live (D+L) ' Dead + Wind Left (D+WL) Dead + W ind Right (D+WR) 5. t(1 REACTIONS 170— NOTE Anchor bolt size determined by shear and tension at steel line •., '. :..Bolt ;spacing will generally requirethe use of a bearing angle. Length of bolt and method of force transfer to foundation deter- mined by others TTT' - Buildings Division DESIGNED BY CUSTOMER -7- DATE _ 19. JOB NO. IOW CHECKED BY DESCRIPTION & DESIGN CRITERIA PAGE _A1 —,4OF BuIi-n,g Type Roof Slope -. Span _ Bay Spacing_______________________ _ _ _ _ _ Eave Height.,N.1, BuiIding.Code____________________ _ _ _ _ _ This building as furned by Ceco Buildig Systems as designed using the criteria listed belo'>..Capacity for loads ater than these shown below is specifically ther intene or implied. OADI L Lo Roof Live Load Roof Dead d .PSF Frame Live Load PSF Collateral PSF Wind Load MPH Sprinkler PSF Total Design e-d Load PSF 7includinc, rarne dead load) Crane -- Capacity Max.WH LD Mm. W PCG_________ Other LOAD COMBINATIONS Dead + Live (D+L) Dead + Wind Left (D+WL) - 3. Dead + Wind Right (D+WR) S USE (c& )Y'c A.B.'s D + I 4/ 7, Olt 3 1 0 + j JL2.zfto,K jcxf i q t i f Lc I I NOTE 1: Anchor bolt size determin e d b y s h e a r a n d t e n s i o n a t s t e e l l i n e . 1 Bolt spacing will generally requi r e t h e u s e o f a b e a r i n g a n g l e . Length of bolt and method of fo r c e t r a n s f e r t o f o u n d a t i o n d e t e r - mined by others. See Frame Run for detailed react i o n s J n f o r m a t i o n . V V Buildings •. . :. V Division V V V V •. V . .: • .: V DESIGNED BY CUSTOMER V V V "ATE V JOB NO. /9 bC-I / V CHECKED BY TITLE. DESCRIPTION & DESIGN CRITERIA V PAGE_OF V V Bui ng Type V V V V V Roof Slope Span -.... _.. Bay Spacing_____________________________ Eave Height-... V Building.Code ... This building as fur hed V by Ceco Buildin.g Syst s, was designed using 'the' criteria listed bel Capacity for ba greater than these V shown below is specificall either inten nor implied. V LO LOA V Roof Live Load __ Roof Dea LQ . PSF Frame Live Load __PSF Collateral PSF Wind Load _.- _MPH Sprinkler PSF Total DesignJ1d Load _V •V PSF '(inc1udi1.frame dead load) Crane Capacity Max.WH LO . Mm. WrLSPCG_________ V Other.—' V V V LOAD COMBINATIONS V V V 1. Dead •+ Live (D+L) V V V V V 2. •Dead + Wind Left (D+WL) V V . • , . . V .. • V V V • 3. Dead + Wind Right (D+WR) 4. V __ •• _VV .REACTIONS ..•'. _V us E': )fr$,A.B.'s C f&/'f' V V. , cs (/ v(-" . V .c V V I V D + _L b+/L) V " • V • ___ /,.s-_ . I. • ___ 2k 2.1Kt. V 14.2' • 7 97 V 7PIJ V V D + NOTES:' Anchor bolt size determined by shear 'and tension at steel line. V 3; Bolt spacing 'will generally require the u se Of, a bearing angle. V V '•, Length of bolt and method of force, transfer to foundation deter— :'.mined by others See Frame Run for detailed reactions information VVV_;V,V. ADIVlSTOHOF THE CECOCORP0RATIOr UIL,NUCI - 0 CECO . •.. orE 8/15 1984 PROJECT PROPERTIES AND LOAD TABLES CHECKED BY ___ JK __________ PROJECT NO SHADOWLINE PANEL fr37 KSI \DATE 8/15 . 84. TITLE S U R (\ ocr Pe, t,. . PAGE 42 OF -. PROPERTIES FOR ONE FOOT OF PANEL' •WIDTH OF COVERAGE CONDITION PANEL I-NA S-TOP F-TOP -BTh F-BTIi ALLOW. )iOT. OF BEHOING GAGE (1H.4) (IN.]) .(NSI) (111.3) (KSI) (KIP-IN.) TOP OF 26 0.0333 0.0474 -22.20 0,1120 9.40 1.0526 PANEL IN 24 0.0425 0.0606 -22.20 0.142? 9.42 1.3451 COMPRESSION 22 0.0506 0.0721 -22.20 0.1697 9.43 1.5996 BOTTOM OF 26 0.0272 0.0437 22.20 0.0721 -13.46 0.9703 FiThEL IN 24 0.0370 0.0573 22.20 0.1044 -12.11 1.2728 COMFKESSION 22 0.0460 0.0694 22.20 0.1365 -11.29 1.5415 ALLOWABLE UNIFORM LOADS (PSF) AND CORRESPONDING DEFLECTIONS (IN) SFAU GAGE SIMPLE SPAN TWO SPARS, THREE SPANS ALLOW DEEL: (FT) LOAD FEEL. LOAD DEEL. LOAD 1'EFL. 1/180 11240 3.33 26 63.3 0.18 58.3 0.0a 72.9 0.12 0.22 0.17 24 80.9 0.18 76.5 0.07 95.6 0.12 22 16.2 .0.18 92.7 0.07 115.8 0.12 4.00 26, 43.9 0.25 40.4 0.11 50.5 0.18 .0.27 0.20. '4 2 56.0 0.25 . 53.0 0.11• 66.3 0.17 66.6 0.25 64.2 0.11 80.3 0.17 4.50 26 34.7 0.32 31.9 0.14 39.9 0.23 0.30 0.22 24 44.3 0.32 41.9 0.14 52.4 0.22 22 52.7 0.32 50.7 0.13 83.4 0.21 5.00 26 28.1 0.39 25.9 0.17 32.3, 0.28 0.33 0.25 24 35.9 0.40 33.9 0.17 42.4 ..0.27 42.7 0.40 41.1 0.16 51.4 0.26 5.50 26 23.2 0.48 21.4 0.21 . 26.7 0.34 0.37 0.29 24 29.6 0.48 23.0 0.20 35.1 0.32 22 35.3 0.48 31.0 0.20 42.5 0.32 6.00 26 19.5 0.57 18.0 0.25 22.5 0.40 0.40 0.30 24 24.7 0.57 23.6 0.24 29.5 0.39 22 29.6 0.57 28.5 0.24 35.7 0.38 6.50 26 16.6 0.67 15.3 0.21 19.1 0.47 0.43 0.32 24 21.2 0.67 20.1 0.28 23.1 0.45 22 25.2 0.67 24.3 0.28 30.4 0.44 6.67 26 15.8 0.70 14.6 0:31 18.2 0.49 0.44 0.33 24 . 20.2 0.70 19.1 0.30 23.9 0.48 22 24.0 0.70 23.1 0.29 A. 0.47 7.00 26 14.3 0.77 13.2 0.34 16.5 0.55 0.47 0.35 Z. .18.3 0.77 17.3 0.33 21.6 0.53 22 21.8 0.77 21.0 0.32 26.2 0.51 2.42 26 12.8 0.87 11.8 0.38 14.7 0.61 0.49 0.37 24 16.3 0.87 15.4 0.37 19.3 0.59 22 19.4. 0.87 18.7 0.36 23.4 • 0.58 1 Section rroPeries c21cu1ted Per 1968 AISI srecificaltOn. 2. Allowable loads wai be increased f_•'• P it 1'. bs 1/3 if lo a d is due to vtnd. - - - 1_ - - - '--;-- - E± Buildings Division - . DESIGNED BY CUSTOMER Ct f7Lc 4vC1'e'f- Cftv DATE Z?/ .,/ 19_E9 JOB NO. 9 cc( ( CHECKED BY TITLE 'WIND LOAD APPLICATION PAGE _A4 OF________ TABLE 4.3 TABLE 4.1(a) CONSOLIDATED CONDITIONAL COEFFICIENTS FOR - VELOCITY PRESSURE. q, In pounds per square (oat FREQUENTLY USED BUILDINGS WITH ROOF ANGLES NOT MORE THAN 10 rool.I but. W1.4 V.4..IOr to 0(11.. p., 0..., (bo Ttco,. 4.11 FM... Rigid End ~C~ k. T :_ Si..p(. Bonn. And C,I,,,nn End F..'.. Bonn, (Are, not (coo U..n 100 .11 (93n,1 1.4 1.8 Column (A,na not l... th2OO or. (l8.6n.'( -1.1 41.0 1.3 *.8 Ci,u&Puclno End .pn.ndn.reZi. not 0,0,. .1,.. 'h .p..ot gin oo purl n, .ndinwn.r.p.no. An. not loon th.n 10019.3'.') .o..re Cirl.. ' -LI LO 1.3 .6 Root . Puelin. Fo Width Z .tong 0th... j E.. U.. 0n..$,nn' Puns r000tdthl .Iong edo. - -Ii - -Ii Other. -as -.95 W.Il P....). And fln.n.n Within?. dint..... C,ono cur,,., -1.33 L)7 -Li) +37 0th.,, • -1.17 (.17 -(.37 4.71 Rod ?en). And • Zn?. ire. ni .fb,'.r. -2.8 -3.3 Within Z dittonon Cr.,, .d. .t.00C -1.7 -2.1 010cr. J 1.3 - 17 La., tin. onrheng pin.).' And Their ro.t.n.r, - Zn?. in. .1 corner. I -2.7 -2.1 Within Z di.tno fromode. ot.e.rhtc 1 I 0.0... J 1.1 1.1 Longitudinal Wind Cn.nbin.d eu.lrnni.nt f. both .nd...11.' JL0 La An.)... B.IL. (00') of "Oct;*" Fo.nnd.olionn 101 o(,..ct)nn. 70 80 90 100 110 0- 15 10.3 13.4 17.0 21.0 25.4 • 16 10.5 13.7 17.3 21.4 . 25.9 17 10.7 13.9 17.6 21.8 26.3 ' 18 10.8 14.2 17.9 22.1 26.8 -S 19 11.0 14.4 . 18.2 22.5 27.2 20 11-A 14.6 18.5 22.8 27.6 22 11.5' 15.0 19.0 23.4 28.3 . 24 . 15.4 19.5 24.0 29.1 26 12.0 15.7 19.9 24.6 29.7 28 12.3 16.1 20.3 25.1 30.4 o 30 -- 12.5 16.4 20.7 25.6 31.0 35 13.1 17.1 21.7 26.8 32.4 40 13.6 17.8 22.5 27.8 . 33.6 Z 45 14.1 18.4 23.3 28.7 34.8 50 14.5 19.0 24.0 . 29.6 35.8 55 14.9 19.5 24.7 30.4 36.8 60 15.3 20.0 25.3 31.2 37.8 q - 0.00256 V' (H TO )WV where V - Fastest mile wind velocity in miles per hour determined from Figure 4.1. - Mean height of the roof or 15 feet whichever is greeter. The cave height may be substituted for the mean roof height H if the inclination of the roof is not more than 10'. A single value of q is used for the entire building. Q:I/,5PSF : I-- - z - 0,, Ceco Buildings . Division ' 0 DESIGNED BY CUSTOMER (d'_— Act-a4 DATE: __/ / i9 JOB NO. 1 0) oC.. f ' ' CHECKED BY TITLE 0 ROOF. DESIGN 0 PAGE _B OF________ PANEL DESIGN 0 • • ' ' ' '• :, See section A2 for description and design criteria Ga Max Span 'No. of Spans • • 0 .5O Ft. 0 5 • Maximum Stress Ratio =.'72. • PURLIN DESIGN (& S Maximum Horizontal Trib width =' 0 • • : Spans (ft) 2o 2.0' I 2O' 2Y I 2 ' o 5 Size gsp -8 Fsssj . S Lap L/R (ft)j 3//S '.s//.s- 1,5/3 Ceco Buildings Division • DESIGNED BY L) CUSTOMER (L ,4'Ua 4'J'CIP 4 DATE / 6,/ 19 _fi2 JOB NO. I9c,C.I( CHECKED BY TITLE WALL DESIGN • PAGE _C ( OF- DESIGN WIND LOAD = • '7 MPH • PANEL DESIGN See section A2 for description and design criteria Ga Max. Span No. of Spans Allow wind load (PSF) Ft. Actual wind load (PSF) GIRTS - - SIDEWALL GIRT DESIGN SIMPLE SPAN (FT) SIZE ELEVATION TRIB WIDTH(FT) MOMENT(K-FT) 1-• - 2- 3- 4- CONTINUOUS GIRTS AT(ELEv.):7" 1--i", I --(' Spans Ft. 2cD , 20 20' 1 20'I 20' Size ccc- cs-s es-s- c' Lap L/R Spans Size LapL/R Uniform Load.t=,0 i7. 'K/ft. ' AlloWable Load = o'.( K/ft ENDWALL. GIRT DESIGN SIMPLE SPAN (FT) SIZE , ELEVATION • TRIB WIDTH(FT) MOMENT(K-FT) S., 4- CONTINLIC)EIS (IRTSAT (ELEV.): CEO FRAME DESIGN PROGRM 02/07I89 START TIME 10HR 45M1N 44SEC PAGE FRAME NO. 1, BLDG. NO. 1, JOB 19041 . ,,ERAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV*I.J190 . 41 • . . &ZC- 04 FRAME EAVE ROOF ROOF BAY ROOF BAY SIDEWALL SIDEWALL WIDTH HEIGHT SLOPE SPACING LOAD BAY SPACING LOAD (FEET) (FEET) (IN/Fl) (FEET) FACTOR (FEET) FACTOR LEFT 133.0000 22.0000 . .5000 20.0000 1.0000 20.0000 1.0000 RIGHT 133.0000 22.0000 .5000 20.0000 . 1.0000 20.0000 1.0000 TOTAL 266.0000 . . . FRAME SPANS (LEFT TO RIGHT, IN FEET) 1 .2 3 . . 102.750 60.500 102.750 . SHEET TO STEEL LINE ACTUAL ACTUAL . COLUMN RAFTER GIRT DEPTH PURLIN DEPTH (IN.); (IN.) . (IN.) . (IN.) LEFT 8.5000 8.5000 8.5000 8.5000 RIGHT 8.5000 8.5000 8.5000 . 8.5000 BUILDING CODE USED BUILDING END USE CATEGORY ---------------- 1985 UBC I- NORMAL BUILDING, 300 PEOPLE OR LESS, NON-ESSENTIAL FACILITY .E. NOT A LOW HAZARD BLDG. ENTERED ROOF DEAD WEIGHT TOTAL DEAD ENTERED ROOF ENTERED ROOF DEAD LOAD FOR RAFTER . LOAD • COLLATERAL LIVE LOAD (PSF) (PSF) (PSF.) LOAD (PSF) (PSF) 2.6800 •. 1.4900 • 4.1700 .0000 12.0000 ENTERED GROUND SNOW ADJUSTED ROOF-GROUND UNIFORM ROOF GROUND SNOW IMPORTANCE GROUND SNOW SNOW LOAD SNOW LOAD LOAC (PSF) FACTOR • LOAD (PSF) FACTOR (PSF) .0000 1.0000 . .0000 .8000 .0000 ROOF LIVE LOAD . MINIMUM ROOF MINIMUM ROOF ROOF LIVE TRIBUTARY LOADED TRIBUTARY AREA LIVE LOAD.. LOAD USED AREA. CHECK REQUESTED . (50. FT.) (PSF) • (PSF) . . . -. YES 1210.00 . 12.0000 .12-0000 . LEFT ROOF LEFT ROF HORIZ. RIGHT. ROOF RIGHT ROOF HORIZ. SNOW LOAD : DIMENSION SNOW LOAD . . DIMENSION . (PSF) (FEET) • (PSF) (FEET) • 133.0000 .0000 • 133.0000 . _•..'. :.' ......... CECO FRAME DESIGNPROGRAM 02/07/59 START TIME 10HR 45M1N 44SEC PAGE 2 FRAME NO. 1, BLDG. NO. 1, JOB 19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV*i.J19041 BUILDING LOCATION BUILDING WIND APPLICATION CODE USED FROM HURRICANE COAST WIND EXPOSURE CATEGORY, 1985 UBC, MBMA ALTERNATE 100 MILES OR MORE C OPEN TERRAIN BUILDING WIND ELEVATIONS (IN FEET) TOTAL BUILDING TOTAL BUILDING LT. COLUMN RI. COLUMN ROOF HIGH ROOF MEAN WIDTH (FEET) LENGTH (FEET) BASE BASE POINT POINT 266.0000 100.0000 .0000 .0000 27.5417 24.7708 INTERIOR COLUMN BASE WIND ELEVATIONS (LEFT TO RIGHT, IN FEET) .coo .000 ENTERED WIND WIND VELOCITY ADJUSTED WIND WIND HEIGHT NO. OF VELOCITY (MPH) IMPORTANCE FACTOR VELOCITY (MPH) USED (FEET) WIt'D ZONES 70.0000 1.0000 70.0000, 22.0000 1 WIND ,, WIND VELOCITY WIND ZONE WIND ZONE ZONE PRESSURE-0 LOWER ELEVATION UPPER ELEVATION NO. . (PSF) (FEET) (FEET) 1 11.5000 .0000 27.5417 WIND ARRAY NO. 1 - 1981 MBMA ' , WIND FROM ANY DIRECTION (INTERIOR ZONE) LEFT WALL 50.00 Z OF WIDTH 50.00 -/.,OF WIDTH RIGHT WALL hORIZ. HORIZ. VERT. : VERT. HORIZ. HORIZ. COEFFICIENTS = , .250 -1.000 -1.000 -.650 -.650 -.550 WIND ARRAY NO. 2 - 1951 MBMA , LONGITUDINAL WIND ****$** LEFT WALL 50.00 7. OF WIDTH 50.00 7. OF WIDTH RIGHT WALL HORIZ. HORIZ. VERT. VERT. HORIZ. HORIZ. COEFFICIENTS = . -.800 .. -.800 -.800 -.800 -.800 -.800 * CONCENTRATED LOADS (x: IS FROM SHEET LINE OR INTERIOR COLUMN LINE) LONGI- HORIZ. VERT. TRANSVERSE , LOAD TUDINAL LOAD LOAD X Y VERTICAL HORIZON. . MOMENT LOCATION SPAN HORIZON. TYPE NO. (FT) (FT) (KIPS) (KIPS) (K-Fl) CODE NO. , (KIPS) CODE 1 2.84 22.00 . .000 .000 LC ' , 1 .000 EQ 2 2.84 22.00 .000 m.om .000 , ' RC 3 .000 EQ ------------------------------------------------------------------------------- ****. LOCATION CODES' FOR CONCENTRATED LOADS *# LC - LOAD IS LOCATED ON THE LEFT COLUMN OF THE SPAN NO. PRINTED RC -LOAD IS LOCATED ON THE RIGHT COLUMN OF THE SPAN NO. PRINTED RL - RAFTER LOAD IS LOCATED FROM THE. •LEFT SIDE OF THE SPAN NO. PRINTED RR - RAFTER LOAD IS LOCATED.FROM THE RIGHT SIDE OF THE SPAN NO. PRINTED TYPE DESCRIPTION OF 'THE CODE CONCENTRATED LOAD TYPE CODES EQ - EARTHQUAKE OR SEISMIC CONC. LOAD CECO FRAME DESIGN PR0GR1M 02/07/89 START TIME 'lOHR 45M1N 44SEC PAGE 3 FRAME NO. 19 BLDG. NO. 1, JOB 19041 '. , ,FRAME USED AT THE FOLLOWING 6 BLDG. LINES 56 LV*I.J19041 ------------------------------------------------------------------------------- LOAD COMBINATION :1 2 3 5 PROBABILITY FACTOR 1.0O0 1.00Ô 1.000 1.000 1.000 1/3 INCR. IN ALLOW. NO YES ' YES ' YES YES FRAME DEAD WGHT. 1.000 1.000 1.000 1.000 1.000 ' ROOF DEAD LOAD . 1.000 1.000 1.000 1.000 1.000 ROOF 'LIVE LOAD 1.000 .000 .000 .000 .000' CCLLATERAL LOAD .000 .000 .000 .000 .000 UNIFORM SNOW LO. .000 .000 .000 .000 .000 LT. ROOF SNOW LD .000 .000 " .000 .000 .000 RT. ROOF SNOW LO .000 ' .000 , .000 .000 . .00O WIND ARRAY NO. 1 .000 .000 .000 1.000 .000 WIND ARRAY NO. 2 .000 .000 .000 ' .000 ' 1.0CC CONCENTRATED LCAD NO. 1 EQ .000 1.000 -1.000 .000 .00O LEAD NO. 2 EC .000 1.000 -1.000 .000 .CCO ** WARNING= FOLLOWING LOAD COMBINATION(S) WERE NOT USED'.TO DESIGN THE FRAME. THEY WERE ONLY USED IN THEDESIGN OF THE BASE PLS. E. ANCHOR BOLTS. 5 COLUMN WEB' HIS. RAFTER WEB HTS. ' . PLATE PLATE BASE KNEE KNEE PEAK YIELD TENSILE '(IN.) (IN.) (IN.) (IN.) * STRESS STRESS LEFT . 10.0000 44.0000 4.0. 0000 18.0000 * (KSI) (KSI) RIGHT 10.0000 ' 44.0000 40.0000 18.0000 50.0000 65.0000 PINCH LEFT RAF. TO 30.000 IN. AT 24.271 FT. FROM SHEET LINE. PINCH LEFT RAF. TO 30.000 IN. AT'104.202 FT. FROM SHEET LINE. PINCH LEFT RAF. TO 18.000 IN. AT 114.172 FT. FROM SHEET LINE. PINCH .RIGHT RAF. TO 30.000 IN. AT 24.271 FT. FROM SHEET LINE. PINCH RIGHT RAF. TO 30.000 IN. AT 104.202 FT. FROM SHEET LINE. PINCH RIGHT RAF. TO 18.000' IN. AT 114.172 FT. FROM' SHEET LINE. CECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 45M1N 44SEC PAGE 4 FRAME NO. 1, BLDG. NO. 1, JOB .19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LVI.J19O41 LEFT SIDE PLATE SIZES AND WEB DIMENSIONS INNER FLG. . OUTER ,FLG. WEB WEB. PL . STARTING ENDING TAPER SGMl THICK WIDTH THICK WIDTH THICK LENGTH WEB PIT. WEB PIT. ANGLE (IN.) (IN.) (IN.) (IN.) (IN.) (FT • ) (IN.) (IN.) (DEG. CS 1. .2500,X 8.00. .250C X 8.00 .1875 10.0000 10.0000. 28.7461 8.6788 CS 2 . .3125 X 8.00 .250C X 8.00 .1875_ 11.4733 28.7461 440000 8.6788 KNEE CONNECTION PLATES RS 1 .3125 X. 6.00- .2500 X 6.00 .2500 10.0000 40.0000 35.0000 -2.3859 RS 2 .2500 X 6.00 .250G X 6.00 .1675 10.0000 35.0000 30.0000 . -2.3859 RS 3 .2500 X 6.00 .250C 'X 6.00 .1875 20.0000 30.0000 30.0000 .0000 RAFTER CONNECTION PLATES RS 4. .25CC X 6.00 .3750 X 6.00 .1875 20.0000 30.0000 30.0000 . .0000 RS 5 .2500 X 6.00 .3750 X 6.00 .1875 20.0000 30.0000 30.0000 .0000 RAFTER CONNECTION PLATES . RS 6 .2500 X 6.00 .250C X 6.00 .1875 10.0000 30.0000 .30.0000 .0000 RS 7 .25C0 X 6.00 .2500 X 6.00 .1875 8.5472 30.0000 30.0000 .0000 RS 7 .25CC )( 6.00 .2500 X 6.00 .1575 1.4526 30.0000 30.0000 .0000 RAFTER CONNECTION PLATES . RS .8 .2500 X 6.00. .2500 X 6.00 .1340 :10.0000 30.0000 16.0000 -5.7106 .RS 9 .3125 X 6.00 .2500 X 6.00 .1340 18.8755 18.0000 18.0000 .0000 PEAK CONNECTION PLATES *' TWO .5625 INCH DIA HOLES MAY BE PLACED IN ANY FLANGE OF THIS FRAME '* ** LEFT SIDE STRESS RATIOS **- MAX. ALLOWED STRESS RATro = 1.030 INNER FLANGE --- --- CUTER FLANGE --- WEB PLATE MAX. CK. COMB MAX. CK. COMB MAX. CK. COMB SGMl RATIO PT. NO. SIDE RATIO PT. NO. SIDE RATIO PT. NO. SIDE CS 1 1.001 11 1 RI. .740 11 1 LI. .556 11. 1 LT. CS 2 . .942 11 1 LT. .750 8 1 LI. . .772 11 1 RI. RS 1 .988 1 . 1 LI. . .887 1 . 1 LT. .477 . 1 1 RT. RS 2 .873 1 1 LI. .579 1 1 LI. .841 1 1 RI. RS 3 .906 11 4 LT. 1.002 11 1 RT. .610 1 1 RT. RS 4 .979 2 4 LI. .960 8 1 RI. .261 1 1 RT. RS 5 .957 3 . 4. LI.. .942 1 1 RI. . .431 11 1 LT. RS 6 . .502 11 1 LT, .622 1 1. RT. .607 11 1 LT. RS 7 .. .974 4 1 LT. . .625 11 1 LT. .752 11 1 LI. RS 7 .807 1 .1 LT. .626 1 1 LT. .484 1 1 LT. RS 8 1.016. 9 1 LT. .625 1 1 LT. . .794 1 1 LT. RS 9 .966 1 1 LT. .529 1 1 LT. .466 1 1 LI. INTERIOR COLUMN NO. 1, P6X10.78 . , 102.7500 FEET FROM LEFT SHEET LINE MAX. COMPR. RATIO = .725 MAX. TENSION RATIO = .123 CEO FRAME DESIGN PROGRA1I 02/07/89 START TIME 10HR 45M1N 44SEC PAGE S 5 FRAME NO. 1, BLDG. NO. '1, JOB 19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV*I.J19041 : LEFT SIDE PURLINS ARE LOCATED AT HORIZ. X'= (FEET FROM OUTSIDE SHEET LINE) .000 3.000 7.000* 12.000* 17.000* 22.000* 27.000 32.000* 37.000 42.000 47.000* 52.000 57.000* 62.000 67.000* 72.000 77.000 82.000* 87.00V 92.000 97.000* 102.000* 107.000* 112.000* 117.000 122.000* 127.000 132.000* LEFT SIDE GIRlS ARE LOCATED AT VERTICAL Y. = (FEET FROM BASE OF COLUMN) 7.333* 13.333* 19.333 22.000 INNER FLG. BRACES: *-STD., h-HVY., X-HVY. INADEQUATE, $-FLG. BRACED BY GIRT U-HA UNCH KNEE BRACE v Ec0 FRME DESIGN PROGRAFI 02/0 7 /89 START TIME 10HR 45M1N 44SEC PAGE 6 FRAME NO. 1, BLDG. NO. 19 JOB. 19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV$I.J19041 ANCHOR BOLTS AND BASE PLATE DESIGN FOR THE LEFT SIDE EXTERIOR COLUMN USE 2 - 1.250 IN. DIA. X 22 IN. LONG A307 ANCHOR BOLTS ON A GAGE OF 4.000 IN. THE BASE PLATE SIZE IS 8.0000 IN. WIDE X .3750 IN. THICK X.11.0000 IN. LONG CEO FR.ME DESIGN PROGRAM . 02/07/89 START TIME 1CHR 45M1N 44SEC PAGE 7 FRAME NO. 1, BLDG. NO. 11 JOB 19041 , FRAME USED AT THE FOLLOWING 6 'BLDG. LINES 5-6 LV*I.J19041 *** LEFT KNEE CONNECTION DESIGN CONNECTION PL. DESIGN FY 50.0 1<51. LOAD- PROBA- 1/3 . ' COLUMN ' RAFTER' ING ' COMB. BILI'TY INCREASE FRAME KNEE FORCES : CONNECTION FORCES NC. NO. FACTOR IN'ALLOW. SIDE MOMENT VERT. HORIZ. MOMENT VERT. HORIZ. (K-FT) (RIPS) (RIPS) (K-Fl) (KIPS) (KIPS) 1 1 1.000 NO ' :LEFT -304.6 -19.927 -18.350 -303.0 18.566 -18.350 2 2: 1.000 ' YES LEFT -36.0 -4.468 -2.332 -27.5 4.117 -4.732 3 '3 ' 1.000 YES LEFT -121.1 -5.810 -7.132 -128.8' 5.459 -4.732 4' 4 ' 1.000 YES LEFT 115.5 8.580 6.515 112.5 -7.963 6.333 5. 5 , 1.000 YES . LEFT' . .0 .000 ' .000 .0 .000 .000 6 1 1.000 NO RIGHT -304.6 -19.927 -18.350 -303.0 18.566 -'18.350 7 2' .1.000 YES RIGhT -121.1 -5.810 -7.132 -16.8 5.459 -4.732 .8 . 3 '.1.000 YES RIGHT -36.0 -4.468 -2.3.32 -27.5 4.117 -4.732 9 4 1.000 YES RIGHT 8b.0 4.615 . 6.250 88.7 -4.337. 6.765 10 5 1.000 YES RIGHT .0 .000 .000' .0 '.000 .000 USE A 8.0000 IN. WIDE X .2500 IN. THICK CAP PLATE. USE 3.7500 BY .5000 IN. DIAGONAL STIFFENER EACH' SIDE OF THE KNEE WEB. USE '8.000 IN. WIDE BY .5000 IN. THICK COLUMN CONNECTION PLATE USE 6.000 IN. WIDE BY .5000 IN. THICK RAFTER CONNECTION PLATE WITH 5 SETS OF .750 D'IA.' A325 BOLTS AT TOP AND 2 SETS OF .750 DIA. 4325 BOLTS AT BOTTOM AND 2 SETS OF .750 DIA. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.2500 IN., WITH 1'FLAT WASHER (S) PER BOLT. LEFT KNEE CONNECTION BOLT SPACINGS. AND THE NO. OF BOLTS IN EACH SET OF BOLTS NO. BOLTS 2 2 ' .,2 '2 , .2' '2 1 "2 . '2 '2 0 SPACING ' 1.250 3.000 '3.000 3.000 3.000. 3.000 12.000 11.869 4.000 1.375 SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE RAF. CONNECTION PLATE. THE GAGE BETWEEN BOLTS (IN A 'SET OF BOLTS) IS 3.000 INCHES. . THE LAST SPACE ON THE COLUMN CONNECTION PLATE IS 0.500 IN. LONGER. RAFTER CONN. PL. LENGTH = 45.4.9442 IN. COLUMN-CONN. PL. LENGTH = 45.99442 IN. CEO FRAME DESIGN PROGR41 02/07/89. START TIME .10HR 45M1N 44SEC PAGE 8 FRAME NO. Is BLDG. NO. Is JOB 19041 . , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV#I.J1901t1 . . ** PEAK RAFTER CONNECTION DESIGN **4 AT 133.00p FT. FROM THE LEFT SHEET LINE THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LOAD- PROBA- 1/3 . ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NC. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-FT) . (KIPS) (KIPS) . 1 1 1.000 NO. LEFT -12.7 .030 -18.350 2 . 2 1.000 YES LEFT -3.3 .517 -4.732 3. 3 1.000 YES LEFT -3.3 -.501 -4.732 4 4 1.000 YES LEFT 5.2 -.323 7.566 5 . 5 1.000 YES LEFT .0 .000 .000 6 1 . 1.000 NC RIGHT -12.7 .030 -18.350 7 2 1.000 YES - RIGHT -3.3 -.501 -4.732 8 3 1.000 YES . RIGHT . -3.3 .517 -4.732 9 4 1.000 YES RIGHT .. 5.2 .304 7.567- 10 . 5 . 1.000 YES RIGHT - .0 .000 .000 USE. 6.000 IN. WIDE BY .3750 IN. THICK LEFT CONNECTION PLATE USE 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF .750 014. A325 BOLTS AT TOP . . AND 2 SETS OF .750 DIA. 4325 BOLTS AT BOTTOM AND 1 SETS OF .750 DIA. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) ThE REQUIRED BOLT LENGTH 15 2.0000 IN., WITH 1 .FLAT. WASHER(S) PER BOLT CONNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - NO. BOLTS. 2 2 . 2 . 2r 0 . . . SPACING 1.250 . 3.000 3.000 11.829 3.000 1.250 . . . SPACINGS ARE FROM THE OUTER END TO THE INNEREND., OF THE CONNECTION PLATE. -, ThE GAGE BETWEEN BOLTS. IN A SET OF BOLTS) IS 3.000 INCHES. CONNECTION PL. LENGTH = 23.32861 IN . . w:• .... : ........... -.' ...... CECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 145MIN 44SEC PAGE 9 FRAME NO. . 1, BLDG. NO. 1, JOB 190-41 , FRAME USED AT THE FOLLOWING 6 BLDG.. LINES 5-6 LVI.J19041 . . . . *** RAFTER CONNECTION DESIGN ** AT 44.254 FT. FROM THE LEFT SHEET LINE THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LOAD-. PROBA- 1/3 ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NO. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-FT) (KIPS) .(KIPS) 'S 1 1 1.000 NO LEFT 141.2 4.873' -18.569 2 2 1.000 YES LEFT 60.3 .586 -4.761 3 .3 1.000 YES . LEFT 12.5 1.927 . -4.817 4 4 . 1.000 . YES LEFT -75.3 -1.823 6.798 5 51 1.000 YES LEFT .0 . .000 .1000 6 1 1.000 NO RIGHT 141.2 4.873 -18.569 7 .2 1.000 YES RIGHT 12.5 1.927 -4.817 8 3 1.000 YES RIGHT 60.3 .586 ' -4.761 . 9 . 4 1.000. YES RIGHT -17.8 -1.402 7.078 10 ' 5 1.000 YES RIGHT .. .0 . .000 .000 USE . 6.000 IN. WIDE BY 3750 IN. THICK LEFT CONNECTION PLATE . USE 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF .750 DIA. A325 BOLTS AT TOP AND 4 SETS OF .750 014. .4325 BOLTS AT BOTTOM AND 1 SETS OF .750 01.4. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) ThE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT. CCNNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN. EACH SET OF BOLTS - NC. BOLTS 2 2 .2 '2 2 (2 2 0 SPACING 1.250 3.000 12.000 8.875 3.000 3.900 3.000 .1.25,0 SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF' THE CONNECTION PLATE. THE GAGE BETWEEN BOLTS' (IN A SET OF BOLTS) IS 3.000 INCHES. S CCNNECTION PL. LENGTH = 35.375C0 IN. CEO FRME DESIGN PROGRAM 02/07/89 START TIME 10HR 45M1N 44SEC PAGE 10 FRAME NO. 1, BLDG. NO. 1, JOB 19041. ,, FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LVI.J19041 **' RAFTER CONNECTION DESIGN * AT 84.219 FT. FROM THE LEFT SHEET LINE THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LOAD- PROBA- 1/3 ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NO. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-FT) (KIPS) (KIPS) 1. 1 1.000 NO LEFT 76.8 -8.041 -18.031 2 2 1.000 YES LEFT 16.6 -2.744 v-4.622 3 3 1.000 YES LEFT 22.8 -1.403 -4.678 4 4 1.000 YES LEFT -31.1 4.047 6.937 5 5 1.000 YES LEFT .0 .000 .000 6 1 1.000 NO RIGHT 76.8 -8.041 -18.031 7 2 1.000 YES RIGHT 22.e -1.403 -4.676 8 3 1.000 YES RIGHT 16.8 -2.744 -4.622 9 4 1.000 YES RIGHT -21.1 1.248 7.217 10. . 5 1.000 YES RIGHT .0 .COO : .000 USE 6.000 IN. WIDE BY .3750 IN. THICK LEFT CONNECTION PLATE USE 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF .750 014. 4325 BOLTS AT TOP AND 2 SETS OF .750 DIA. 4325 BOLTS AT BOTTOM AND 2 SETS OF .750 DIA. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT.. CONNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET. OF BOLTS,- NO.. BOLTS . 2 2 2 2 2 2 0 SPACING 1.250 3.000 3.000 12.000 11.875 3.000 1.250 . ... SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. THE GAGE BETWEEN. BOLTS IN A SET OF BOLTS) IS 3.000 INCHES. CONNECTION PL. LENGTH 35.37500 IN. . . . . ECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 45M1N 44SEC PAGE 11 FRAME NO. 19 BLDG. NO. 19 JOB 19041 ,FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6. LV*j.J19041 ** RAFTER CONNECTION DESIGN ** AT 104.202 FT. FROM --------------------- THE LEFT SHEET LINE HE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI.' LOAD- PROBA- 1/3 ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NC. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-Fl) (KIPS) (KIPS) 1 1 1.000 NO LEFT -115.7 8.568 -16.723 2 2 1.000 YES , LEFT -44.5 2.718 -4.849 3 3 1.000 YES LEFT -15.2 . 1.701 -4.807 4 4 1.000 YES LEFT 62.8 -4.236 7.473 5 5 1.000 YES LEFT .0 .000 .000 6 1 1.000 NO RIGHT -115.7 8.568 -18.723 7 2 1.000 YES RIGHT -15.2 1.701 -4.807 '6 3 1.000 YES ' RIGHT -it 4.5 2.718 -4.849 9 4 1.000 YES RIGHT 11.3 -1.290 7.448 10 5 1.000 YES , RIGHT .0 .000 .000 USE 6.000 IN. WIDE BY .3750 IN'. THICK LEFT CONNECTION PLATE USE' 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 3 SETS OF .750 DIA. A325 BOLTS AT TOP AND 2 SETS OF .750 DIA. , 4325 BOLTS AT BOTTOM AND 1 SETS OF .750 DIA. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT. CCNNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - NO. BOLTS 2 . 2 ' 2 2 2 2 , 0 SPACING 1.250 '3.000 3.000 12.000 11.751 3.000 1.250 SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. - THE GAGE BETWEEN BOLTS IN A SET OF BOLTS) IS 3.000 INCHES. CCNNECTION PL. LENGTH' = ' 35.25125 IN. ' CECO FRAME DES IGN PROGRAM ' 02/07/89 START TIME 10HR 45M1N,44SEC PAGE 12 FRAME NO. 19 BLDG. NO. 1; JOB '19041 ': ' , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV*I.J19041 INTERIOR COL. BASE PLATE DESIGNS, CONCRETE F'C = 3.0 KSI AND BEARING = 1.05 K S I COL. BASE PLATE SIZE HOLE HOLE ' WELD ANCHOR BOLT SIZE A. BOLT NO. WIDTH THICK LENGTH SPACE GAGE SIZE OTY. DIAMETER LENGTH STEEL IN (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) IN. 1 8.000. .375C 14.000 10.00 .00 .1875 /44.7500 INTERIOR COLUMN CAP PLATE DESIGNS COL. CAP PLATE SIZE ' HOLE HOLE WELD CAP PLATE BOLTS BOLT STIFF. NO. WIDTH THICK LENGTH , SPACE GAGE SIZE ' OTY. DIAMETER TYPE THICKNESS (IN • ) (IN..) (IN .) (IN.) (IN • ) (IN • ) , (IN.') (IN • 1 8.000 •375C. 11.500 9.00 2.50 .1875 4 ' .5000 A325 .0000 NCTE - PROVIDE A FLAT WASHER WITH EACH A325 CAP PL BOLT. RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS LOCATED FROM COL., STIFFENER "THE CENTER NO. OF STIFF STIFF. STIFF. NO. ORIENTATION ' OF THE COL. STIFF. ' WIDTH THICK. , LENGTH ------- ------------- ----------- '. -------(IN.') IN. (IN.) 1 VERTICAL ' .0000 IN. 2' 2.7500 .2500 26.8750 PINCH WEB STIFFENERS (STIFFENERS ARE REQUIRED ON BOTH SIDES OF THE WEB.) STIFF. AT 'HORIZON. X STIFFENER ' STIFF. STIFF. STIFF. EACH STIFF., 'LOCATION OR AT VERT. Y' ORIENTATION ', WIDTH THICK. LENGTH WELDED ON (IN • ) (IN. ) (IN • ) LI. RAF. , X= 24.27 FT. P. TO O.FLG. 2.7500 .2500 ' 5.0000 1 SIDE LT.. RAF. , X= 104.20 FT. CONN. PLATES .0000 ' .0000 .0000 0 SIDES LT. RAF. X= 114.17 FT. P. TO O.FLG. 2.7500 .2500 5.0000 1-SIDE NOTE - P. TO O.FLG. 'MEANS PERPENDICULAR TO THE OUTER FLG., AT THE INNER FLG. CONN. PLATES MEANS STIFFENERS NOT REQUIRED BECAUSE OF CONNECTION PLATES. ....................................................................................................................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ECO.FRAME DESIGN PROGRA1 02/07/89 START TIME 10HR 451', IN 44SEC PAGE 13 FRAME NO. 1, BLDG. NO. 1, JOB 19041 ,FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 Lv*I..J19041. .. FRAME REACTIONS NO. OF SPANS = 3 FRAME WIDTH = 266.0000 FT. HORIZ. DISTANCE; TO PEAK = 133.0000FT. LEFT SLOPE = .5000 IN/FT RIGHT SLOPE = .5000 IN/FT LEFT EAVE HT.= 22.0000 FT. RIGHT EAVE HT.= 22.0000 FT. * * * . * .. * •..: .*. * * * * Si S2' S3 ---------------------------* . . LI 1 2 RT FRAME SPANS (FEET) - S 1= 1027500 S2= 60.5000 S3= 102.7500 FRAME IS USED AT THE FOLLOWING FRAME LINES 1-6 GENERAL REACTION NOTES - VERTICAL COLUMN REACTIONS (V) ARE POSITIVE IN THE UPWARD DIRECTION. TRANSVERSE HORIZONTAL COLUMN REACTIONS (H) ARE POSITIVE TO THE RIGHT ON ALL COLUtthS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE TO THE L E F T . LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR TO THE TRANSVERSE HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INWARD TO THE PAGE. .4. FIXED BASE MOMENTS (M) ARE POSITIVE IN THE COUNTER-CLOCKWISE DIRECTION ON ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE IN THE. CLOCKWISE DIRECTION. . . . . . . REACTIONS FOR A PARTICULAR LOAD COMBINATION MAY BE OBTAINED BY SUMMING-UP INDIVIDUAL LOAD REACTIONS THAT HAVE BEEN MULTIPLIED BY THEIR. LOAD FACTOR S AND THEN MULTIPLIED BY THE LOAD COMBINATION'S PROBABILITY FACTOR. FORCES ON THE FOUNDATIONS WILL ACT IN THE OPPOSITE DIRECTION TO THE DIRECTION OF THE COLUMN REACTIONS. . . . . . .:.,..: . ....... CECO FRAME DESIGN PR0GR0 02/07/89 START TIME 'lOHR 45 MIN 44SEC PAGE 14 FRAME NO. 1, BLDG. NO. 1, JOB 19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 5-6 LV*I.J19041 S " '• ': ' REACTIONS FOR COMBINED INDIVIDUAL LOADS V. =VERTICAL (KIPS) S '' H . = TRANSVERSE HORIZONTAL (KIPS) = LONGITUDINAL HORIZONTAL (KIPS) = FIXED BASE MOMENT (KIP-FT) FRAME ROOF ROOF WIND' WIND CONC. CONC. DEAD DEAD LIVE ARRAY ARRAY - LOAD LOAD WEIGHT LOAD LOAD NO. 1 NO. 2 NO. 1 NO. 2 LEFT COL. V.' 1.84 3.3.0 14.79 -13.72 -11.51 -.27 -.41 LEFT COL. H. 1.69 3.Q4 13.62 -12.29 -8.80 -1.07 -1.33 RIGHT CDL, V. 1.84 3.30 14.79 -9.75 -11.51 .41 .27 RIGHT C OIL . H. 1.69 3.04 13.6 -8.69 -8.80 .- 1.33 1.07 I. C. NO. 1 V. 2.38 3.83 17.13 -17.18 -12.97 .52 .66 I.C. NO. 2 V. 2.38 3.83 17.13 -9.82 '-12.97 -.66 -.52 - CECO FRAME DESIGN PROGRAM' 02/07/89 START TIME 10HR 45M1N 44SEC PAGE 15 FRAME NO. 19, BLDG. NO. 1, JOB 19041 , FRAME USED AT THE FOLLOWING 6 BLDG. LINES 56 LV*I.J19041 REACTIONS FOR LOAD COMBINATIONS V. = VERTICAL (KIPS) H. TRANSVERSE HORIZONTAL (KIPS) = LONGITUDINAL HORIZONTAL (KIPS) = FIXED BASE MOMENT (KIP-FT) LOAD COMB. NO., 1 , 2 3 4 5 LEFT COL. V. 19.93 ' 4.47 5.81 -8.58 -6.37 : 'LEFT COL. H. 18.35 2.33 7.13 -7.56 -4.07 RIGHT COL. V. 19.93 5.81 4.47 -4.62 -6.37,, RIGHT COL. H. 18.35 7.13 2.33 -3.96 -4.07 I.C. NO. 1 V. 23.33 7.36 5.02 -10.98 -6.76 ' I.C. NO.,' 2 V. 23.33 5.02 7.36 3.62 6.76 EO FRAME DESIGN PROGRA1 02/07/89 START TIME 10HR 45M1N 44SEC PAGE 16 FRAME NO. 19 BLDG. NO. 1, JOB 19041 , FRAME USED AT THE FOLLOWING, 6 BLDG. LINES 5-6 LV*1.J19041 FRAME LOAD COMBINATIONS * MEANS A 1/3 INCREASE IN ALLOWABLE LOAD PROB =============== STRESSES IS PERMITTED IN THIS COMB. COMB. ABILITY NO. FACTOR -----INDIVIDUAL LOADS AND INDIVIDUAL LOAD FACTORS .1 1.0000 (FDW +RDL +RLL) 2* 1.0000 (FDW +RDL +EQ) 3* 1.0000 (FDW +RDL -EQ) = 4 1.0000 (FDW +RDL +WL1) 5* 1.0000 (FDW +RDL +WL2) ABBREVIATED NAMES FOR FRAME LOADS FDW - FRAME DEAD WEIGHT RDL - ROOF DEAD LOAD COL - COLLATERAL LOAD RLL - ROOF LIVE LOAD USL - UNIFORM SNOW LOAD LSL - LEFT ROOF SNOW LOAD RSL - RIGHT ROOF SNOW LCAD LBL - LEFT BULK LOAD RBL - RIGHT BULK LOAD WL1 THRU WL10 - WIND LOAD NO. 1 THRU 10 E - EARTHQUAKE LOAD CL1 THRU CL100 - CONCENTRATED LOAD NO. 1 THRU 100 IL - THERMAL LOAD ADW - AUXILIARY DEAD WEIGHT ADL - AUXILIARY DEAD LOAD ALl THRU AL9 - AUXILIARY LIVE LOADING 1 THRU 9 MOW - MEZZANINE DEAD WEIGHT MDL - MEZZANINE DEAD LOAD ML - MEZZANINE LIVE LOAD SP - SPECIALLUAD NOTE - THE FOLLOWING LOAD COMBINATION(S) WERE NOT USED TO DESIGN THE FRAME. THEY WERE ONLY USED IN THE DESIGN OF THE BASE PLATES AND ANCHOR BOLTS. 5 •,•- V - c ,4' * •' - - .. ... Co FRAM.E DESIGN 'H '.. " PROGRAM C2/231'39 START TIME 'OBHR 51MIN 12SEC PAGE RAME NO. 1,' BLDG. NO. 1, J33 19041A , FRAME USED AT THE FOLLOWING LDG. LINES 1-3 . LV*I.J1904'lA . .' FRAME E A V E ROOF ROOF BA.Y ROOF BAY SIDEWALL SIDEWALL WIDTH HEIGHT SLOPE ' , SPACING LOAD BAY SPACING LOAD (FEET) (FEET) (IN/FT)' '(FEET). FACTOR ' (FEET) FACTOR FT 133.0300 22.0000 .5303 20.0000 1.0000 ' 20.0000 1.0000 G H T 133.0300 .22.0000 .5003 20.0000 1.0000 23.001,0 1.0000 TAL 26.0000 . . . AME SPANS (LEFT TO 'RIGHT, IN. FEET) 1 . 2 3 72.500 60.300 60.503 72.50. ' . SHEET TO STEEL LINE ' ' hCTUL ACTUAL 'COLUN ' RAFTER GIRT DEPTH PURLIN DEPTH . FT .3.5003 . 3.5003 .3.5000 ' .50O3 3.5000 .5G03 .500c B.5000 ILDING CODE USED JILDIMG END USE CATEGORY S5 USC. '. ' I - NORNALBUILDING , 300 PEOPLE OR LESS, .NON-ESSETIAL FACILITY'S NOT A LOW HAZARD BLDG. TERED ROOF DEAD WEIGHT TOTAL DEAD ENTERED ROOF E?T'ERED ROOF DEAD LOAD FOR RAFTER LOAD 'COLLATERAL LIVE LOAD (PSF) (PSF) (PSF) LOAD (PSF) , (PSF). 2.3003 .9030. . 3.7033 .0000 12.0303 ' ENTERED GOUNi) S's0W ADJUSTED ROOF-GCUND UNIFORM ROOF ROUND SNO IPORTANCE GROUND SNOW SNOW LOAD SNOW LOAD LOAD (PSF) FACTOR LOAD (PSF) FACTOR . (PSF) .0000 1.0000 .0000 .3000 .0000 ROOF 'LIVE LOAD MINIMUM ROOF MINI M UM, ROOF ' ROOF LIVE TRISUTY LOADED . TRI2UTARY AREA LIVE LOAD . LOAD USED EA CHECK REQUESTED (SQ. FT.) (PSF) O S F,) YES ' . . 1210.00 12.0000 ' , 12.0000 LEFT ROOF LEFT ROOF HORIZ. RIGHT ROOF' RIGHT ROOF HORIZ. SNCW LOAD . . DIMENSION , SNOW LOAD • DIMENSION (PSF) . ' ' • (FEET) (PSF) ' (FEET) .0000 ' 133.0000 • .0000 ' ' 133.0000 ' CO- FRAME DESIGN PR3GRA1 02120/39 '. START TIME 0.3HR 51MIN 1 2 S E C PAGE . 3 RAME NO. 1, BLDG. NO. 1, J02 19041A .. , FRAME USED. AT THE FOLLOWING LDG. LINES 1-3 ., . LV*I.J19041A ,' Y P E DESCRIPTION OF THE :ODE CONCENTRATED LOAD TYPE CODES . . . . . . - EARTHQUAKE OR SEISMIC CONC • LOAD . )AD COMJINATION 1 2 . 3 . 4 . 5 S 0ABILITY FACTOR 1 .003 1 .303 . 1.000 1 .000 1 .003 '3 INCR. IN ALL0'.J. NO YES . . YES YES . YES L1 'E DEAD WGHT. 1.300 1.000 1.000 1.000 '1.000 0F DA D LOAD 1.303 1.000 1.333 1.003 1.300 )OF. LIVE LOAD .1.000 .000 . .003 .000 .000 );LLATERL LOAD .003 .0:33 .00C oflO .000 IFCR SNOW LO. .303 .UOJ .003 .003 .000 . ROOF SNOW L .003 .000 .000 .000 .003 -. ROOF SNC4 LO. .003 .003 .000 .000 .003 RTHQUAKE LOAD .003 1.000 -1.003 .000 .000 :ND ARRAY NO. 1 . .033. .000 .000 .1.000 .000 N0 ARRAY NO. 2 .030 .000 .030 .300 1.003 . . . N C E N T RATE D• )AD NO. 1 E .00) 1 .000 -1.003 .000 .000 AD NO. 2 EQ .000 1.000 -1.000 .000 .030 r' WARNING= FOLLOWING LOAD COMBINATION(S) WERE NOT USED TO DESIGN THE FRAME. THEY WERE ONLY USED IN THE DESIGN OF THE BASE PLS. ANCHOR EOLTS. 5.' --------------------------------------------------------------------------------- COLUMN WEB HTS. RAFTER wEB HTS. * PLATE PLATE I EASE KNEE KNEE PEAK * : YIELD TENSILE (IN.) (IN.) ('IN.) (IN.) * STRESS STRESS'. FT 8.0000 32.0000 26.3000 20.0000 * '. (KSI) (KSI) GHT 8.0000 32.0000 26.0000 .20.0003 * 50.0000 65.0000 'NCH LEFT RAE. TO 20.000 IN. AT 19.306 Fl; FROM SHEET LINE. NCH LEFT RAF. TO 20.000 IN. AT 59.271 FT. FROM SHEET LINE. NCH LEFT RAF. TO 26.003 IN. AT 75.267 FT. FROM SHEET LINE. NCH LEFT RAF. TO 20.330 IN. AT 85.248 FT., FROM SHEET LINE. NCH RIGHT RAE. TO 20.000 i N. . AT 19.335, FT.' 'FROM SHEET LINE. NCH RIGHT RAE. TO 23.033 IN. AT 59.271 FT. FROM SHEET LINE. NC'H RIGHT RAF. TO 26.030 IN. AT 75.267 FT. 'FROM SHEET LINE.. ' S NCH RIGHT RAE. TO 20.030 IN. AT' 85.248 FT., FROM SHEET LINE. CO'FRAEDESIGN PROGRAM 02/20/30. START TIME OSHR 51MI' 1 2 S E C PAGE 4 RAME NO. 1, SLOG. NO. 1, JO.3 19041A , FRAME USED AT THE FOLLOWING 4 LOG. LINES 1-3 .LV*I.J.19041A *** LEFT SIDE PLATE SIZES ANO WEB DIMENSIONS ****** INNER FLG. OUTER FLG. WE NT THICK WIDTH THICK WITH THICK N. (IN.) (IN.) IN 1 .1375 x t .001 .2500 x 6.03 .1340 2 5,10 x 6.00 .1375 x .5 00 .1343 KNEE CONNECTION PLATES 1 .2530 x 5.00 .1875 x 5.00 .175 2 .1.375 X 5.30 .1575 x 5.30 .1340 3 .1375 x 5.00 .1375 x 5.00 .1340 RAFTER CONNECTION PLATES 4 .175 X 5.00 .1875 x 5.00 .1340 5 .1875 x 5.30 .173 x 5.03 .1340 6. .2500 X 5.03 .1375 x 5.00 .1340 -- RAFTER CONNECTION PLATES 7 .3750 x 5.00 .2503 x 5.03 .1375 7 .3750 x 5.00 .2533 x 5.00 .175 8 .3750 x 5.30 .1675 x 5.00 .1340 9 .1875 x 5.00 .1875 x 5.00 .1340 RAFTER CONNECTION PLATES 10. .1875 x 5.00 .1375 x 5.03 .1340 11 .1375 x 5.30 .1375 x 5.00 .1343 12 .2.500 x 5.00 .2500 x 5.00 .1340 PEAK CONNECTION PLATES WES PL. STARTING ENDING TAPER LEN'TH WEB HT. WEB HT. ANGLE (FT.) (IN.) (IN.) (DEG.) 10.0000 E.0000_ 20.4590, 5.9275 11.4317 20.4593 32.0000 5.9275 - ;z.0000 26030 23:0000 -1.7399 .O3O3 23.'0000 2C.OiOO -1.7B99 13.0300 23.0300 20.0000 .0000 20.0300 23.0030 20.3000 .0000 10.00.30 20.0300 20.0330 .0000 a. .03J0 . 23.0030 23.0000 .1.7399 5.2319 23.0000 2.9620 1.7399 2.761 24.20 2.0000 1.7399. 10.0000 26.0300 20.0030 -2.3624 10.0300 20.0000 20.0000 .0000 20.0000 20.3000 20.0000 .0000 7.277 .20-0000 20.0300 .0000 10.0000 20.0000 20.0030 .0000 .5625 INCH 01.4. HOLES MAY BE PLACED IN ANY .FL A NGE OF THIS FRA'E *** LEFT SIDE STRESS RATIOS ****** AY. ALLOWED STRESS RATIO . 1.030 INNER FLANGE --- --- OUTER FLANGE --- WES PLATE MAX. CK. COME MAX. CK. COMB . MAX. CK. CO2 iiT RATIO PT. NO. SIDE RATIO PT. NO. SIDE RATIO PT. NO. SIDE 1 1.019 11 '1 RI. .55S 11 1 . LT. .415 11 1 RT. 2 .921 11 1 FT. .70. 11 1 . RI. .547 11 1 LT. 5 1 . . .935 1 . 1 RI. .903 1 1 RT. .440 1 1 RT. 2 1.002 2 3 LT. . .555 1 3 . . LT. .852 1 1 RT. 3 .753 1 3 LT. .8.33 11 . 1 RT. . .532 1 1 PT. S 4 .838 5 1 PT. 1.001 5 1 RT. .391 11 .1 LT. 5 5 597 11 1 LT. .629 1 1 RI. . .699 .11 1 LT. 5 6 .989 11 1 LI.. .962 11 1 LI. . .969 11 :1 LT. 5 7 '3 11 1 . LT. 1.013 11 1 LT. . .428 11 1 LT. 5 7 .942 1 1 iT. 1.308 1 1 LT. .537 1 1 LT. TERIOR COLUMN NO. 1 P6,10 8 72.5000 FEET FROM LEFT SHEET LINE !AX • COPR RATIO 4- ---- MAX TENSION RATIO = 122 CO. .FRAE DESIGN PROGRAM-' 02/20/89 START TItlE OSHR 51MIN 12SEC PAGE 5 RAE NO. 1, BLDG. NO. 1, 'JOB 19041 A , FRAME USED AT THE FOLLOWING 4 LDG. LINES 1-3' LV*I X110 TERIOR COLUMN NC. 2, p' , 133.0000 FEET FROM LEFT SHEET LINE lAX. COPR. RATIO MX. TENSION RZTIO = .065 : .EFT SIDE HORIZ. PURLIN SPACIN G S (FEET), F OM LEFT SHEET L I N AT 3 .1 AT 4 25 AT 5 .EFT SIDE PURLINS ARE LCCTEDAT.HORIZ. X F E'E-T--F ROM OUTSID.E—SHE"E.T, LINE) .000 3.J.O. 7.J3.* 1.,12.O0* 17.000 ..00O* 27.000 .0 lo-*-' 7.O00 42 CC*' 47.3J 5'33* 57 OOC o'OJC A7 000*72rJ0* 77.003* 2 030* 87 On-)9 QQ3*' C7 033 102.O3C*1C7 030 112 000_- 17.003* çi22 127.0 0 J *'1'3"2d71 0 , .EFT SIDE GIRTS APE LCCA TED AT VERTICAL V z . (FEET FR0:' 3ASE OF COLUMN) 7333* 13.333* 1.333 22.032 ER F,LG. BRACES: -STD . , H -hVY. , X-HVY . INADEQUATE, ¶ - FLC. BRACED 9Y GIRT U-HAUNCH KNEE BRACE ' 0 0 d.1i,• 9z. g ECOFRAE DESIGN PROGRAM - 02/20/89 START TIME OSHR 51MIN 12SEC PAGE 6 FRAME NO. 1, SLOG. NO. - 1, JOB 19041A ., , FRAME USED AT THE. FOLLOWING 4 3LDG. LINES 1-3 LV*I.J19041A . . . ANCHOR BOLTS AND BASE PLATE DESIGN FOR THE LEFT. SIDE EXTERIOR. COLUMN = ? V = = = = = = = = = = = = = = = = = = = = = = = = = = = SE 2 - -?SIN. . ANCHOR BOLTS ON A GAGE OF 4.000 IN. RE BASE PLATE SIZE IS E.00OO IN. WIDE X .3750 IN. THICK X 9.0030 IN. LONG . C FRAME DESIGN PROGRA 02/20/39 START TIMEOBHR 511IN 12SEC PAGE 7 :RA-ME NO. 1, BLDG. NO. 1, JOB 19041A .,FRAME USED AT THE FOLLOWING 4 3LDG. LINES 1-3 LV*I .J19041A * LEFT KNEE CONNECTION DESIGN ** CONNECTION PL. DESIGN FY = 50.0KSI )AD- PROBA- 1/3 :. COLUMN - RAFTER G CONB. BILITY INCREASE FRAME KNEE FORCES CONNECTION FORCES ). NJ. FACTOR IN ALLO. SIDEMOMENT VERT. HOIZ. MOMENT VERT. HORIZ. (K-FT) (KIPS) (KIPS) (K - Fl) (KIPS) (KIPS) 1 1 1.003 NO LEFT -116.4 -11.743 -6.650 -110.2 10.721 -6.650 2 2 1.000 NO LEFT 29.1 -1.545 1.433 37.2 1.304 -1.567 1.000 NO LEFT -4.O 3.99O -4.557 -39.2 3.749 -1.567 4 4 1.003 YES LEFT 55.3 5.72 2.25 55.3 -5.274 2.699 5 5 1.000 YES LEFT .0 .000 .000 .0 .000 .000 S 1 1.000 NO RIGHT -116. -11.763 -6.653 _11 11.2 10.721 -6.650 7 2 1.00.3 NO RIGHT -34.0 -3.990 -4.567 -39.2 .3.769. -1.567 :3 3 1.0JG NO SIGHT 29.1 -1.545 1.433 37.2 1.304 -1.567 4 1.033 YES• RI3HT 26. 2.930 2.767 -26.6 -2.634 3.134 101 5 1.330 YES SIGHT .0 .300 .00O .0 .013 .000 E A 6.0000 IN. 10 X .1375 IN. THICK CAP PLATE. ;E 2.7500 s .3750 IN. DIAGONAL STIFFENER EACH SIDE OF THE KNEE WEB. 3E.-6.003IN. WIDE 5Y .3753 IN.THICK COLUMN CONNECTION PLATE E 6.000 IN. WIDE BY .3750 IN. THICK RAFTER. CONNECTION PLATE I T H 5 SETS OF .750 DIA. A 3 2 5 BOLTS AT TOP D 2 SETS OF .750 DIA. A 3 2 5 BOLTS AT BOTTOM 1 SETS OF .750 DIA. .4325 SPACER OL.TS (BETWEEN TOP AND BOTTOM SETS) HE RE-UIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT w,ASHE(S) PER BOLT. LEFT KNEE CONNECTION 30L1 SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - 0. BOLTS 2 2 2 2 2' .2 : 2 0 PACING 1.250 3.000 3.030 3.0O0 3.000 3.000 10.223 3.500 1.375. PACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE RAF. CONNECTION PLATE. HE GAGE BETWEEN BOLTS (IN A SET OF ROLlS) IS 3.000 INCHES. HE LAST SPACE ON THE COLU1N CONNECTION PLATE IS 0.500 IN. LONGER. AFTER CONN. PL. LENGTH = 31.34764 IN. COLUMN CONN. PL . LENGTH = 31.34764 IN. CO FRAME DESIGN PROGR.AM 02/20I89 START TIME 03HR 51M1N 12SEC PAGE S RAE NO. 1: BLDG. NO. 1, J02 19041A , FRAME USED AT THE FOLLOWING 4 LDG. LINES 1-3 Lv*I.J.lco4lA * PEAK RAFTER CONNECTION DESIGN ** AT 133.000 FT. FROM THE LEFT SHEET LINE E CONNECTICN PLATE DESIGJ YIELD STRESS, FY IS 50.0 KSI. AD- PRCBA- 1/3 G C013. BILITY INCE.SE FRAME CONNECTION DESIGN FORCES NO. F A CTOR IN ALL3;. SIDE MOMENT SHEAR AXIAL (K-FT) (KIPS) (KIPS) 1 1 1.000 NO LEFT -77.9 -3.133 -6.650 2 1.000 NO LEFT -13. 4 1.564 -1.567 3 3 1.O0 NO LEFT -1.4 -2.269 -1.56? 4 4 .1.000 YES LEFT 2.9 3.33 3.941 5 5 1.90C YES LEFT .0 .000 .000 6 1 1.000 NO 'R IGHT -77.9 -3.133 -6.650 7 2 - 1.030 NO R IT -1.4 -2.269 -1.567 3 5 1.003 NO RIGHT -1.4 -1.564 -1.567 9 4 1.000 YES RIGHT 2-.9 2.O 3.c41 13 5 1.000 YES RI-GHT .0 .000 .000 ;E 6.303 IN. wIDE BY .5300 I4. THICK LEFT CONNECTION PLATE ;E --6.003 IN. WIDE, BY .5030 IN. THICK RIGHT CONNECTION PLATE .:'TH 2 SETS OF .750 DIA. A325 BOLTS AT TOP ID 2 SETS OF .750 DI.A. 4.325 BOLTS AT BOTTOM 0 D 1 SETS CF .753 O1A. A3?5 S.ACE OLTS (BETWEEN TOP AND BOTTOM SETS) E REQUIRED EOLT LENGTH IS 2.2500 IN., ITH 1 FLAT WASHER(S) PER BOLT. )TE - NONE OF THE CLTS .RE LOCATED 8ELO THE INNER FLANGE. )NNECTION EOLT SPACINGS .AjD THE NC. OF eOLTS IN EACH SET OF BOLTS - ). 9OLTS 2 2 2 2 2 0 ?ACING 1.250 3.000 3.000 10.76E 3.030 1.750 :•DACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. E GAGE BETWEEN BOLTS (IN A SET OF ROLTS) IS 3.003 INCHES.. - DNNECTION ?L. LENGTH 22.76779 IN. . . 0 0 • 0• - 0 - 0.,.-,-.- 0• ECO FRAY!E DESIGN PROGRAM 02/20/39 START TIME OHR S1MIN 12SEC PAGE 9 RAME NO. 1, BLDG. NO. 1, J03 19341 A , FRAME USED AT THE FOLLOWING 4 LDG. LINES 1-3 LV*I.J19041A r* RAFIERCONNECTION DESIGN *** AT 29.27 FT. FROM THE LEFT SHEET LINE IE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. AD- PRO3A- 1/3 6 COMB. 3ILITY INCREASE FRAME CONNECTION DESIGN FORCES I. NO. FACTOR IN .ALLO'.J. SlOE MOMENT SHEAR AXIAL• (K-Fl) (KIPS) (KIPS) 1 1 1.000 NO ' LEFT 52.9 2.235 -6.751 2 2 1.000 NO LEFT 47•9 -.683 -1.540 3 3 1.0OC NO LEFT -11?.3 1.763 -1.642 4 1.000 YES LEFT -24.' -1.093 ?.996 5 5 1.000 .YES LEFT .0 .003 .000 6 1 1.000 NC RIGHT, 52.9 2.2.5 -6.751 7 2 1.000 NO RIGHT -19.0 1.760 -1.642 3 1.002 NO RIOHT 3.9 -.63 -1.540 4 1.000 YES RIGHT -13.7 -.535 3.323 3 5 1.000 YES RIGHT .0 .300 .000 E 6.000 IN. WIDE BY .3750 IN. THICK LEFT CONNECTION. PLATE E .:,6.O30 IN. WIDE BY .3750 IN. THICK RIGHT. CONNECTION PLATE :TH 2 SETS OF .750 DIA. 3325 80-LTS AT TO? JO :2 SETS OF .750 DIA. A 3 2 5 BOLTS AT BOTTOM D 1 SETS OF .750 DIA. A 3 2 5 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) E REQUIRED BOLT LENGTH IS 2.0000 IN.,'WITH 1 FLAT WASHER(S) PER BOLT. )NNECTIO BOLT SPACINGS AND THE NO. OF DOLTS IN EACH SET OF BOLTS ). BOLTS 2 2 2 2 0 ACING 1.259. '3.000 12.000 4.625 3.300 1.250 ,ACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. It GAGE BETWEEN 3OLTS (IN' A 'SET OF BOLTS) IS 3.000 INCHES. )NNECTION PL. LENGTH =, 25.12530 i.- , CO'FRAi'i•E DESIGN PROGRAM 02/20/89 START. -TIME 03HR 51M1N 12SEC PAGE 10 RAE NO. 1, BLDG. NO. 1, JOB 19041A .., FRAME USED AT THE FOLLOWING 4 LDG. LINES 1-3 LV*I.J19041A -* RAFTER CONNECTION DESIGN *** AT 67.269 FT. FROM THE LEFT SHEET LINE E CONNECTION PLATE DESIGN YIELD STRESS, F? IS 50.0 KS I. 'AD- .PROBA- 1/3 IG CO. 2ILITY INCREASE FRAME CONNECTION DESIGN FORCES . NO. FACTOR IN ALLO!. SIDE MO1ENT SHEAR AXIAL (K - Fl) (KIPS) (KIPS) 1 1 1.030 NO. LEFT -36.6 -9.626 -6.254 2 2 1.CUC NC LEFT -35.3 -3.493 -1.423 3 3 1.000 NO LEFT -5.5 -1.343 -1.525 4 4 1 . 10 0 Y ES LEFT 45.5 4.335 3.113 5 5 1.000 YES LEFT .0 .300 .000 6 1 1.000 .- NO RIGHT -36.6 -;625 -6.254 7 2 1.000 NO RIGHT -5.5 -1.01+3 -1.525 3 3 1.3CC N O RIGHT -35.3 -3.4Q3 -1.42.3 9 - 4 1.000 YES RIGHT 13.1 2.2? 3.440 0 5- 1.030 YES RIGHT .0 .030 .0-30 E 6.000 IN, WIDE BY .3750 IN. THIC.K LEFT-CONNECTION PLATE ;E .-6.000 IN. WIDE py -.3750 IN. THICK RIGHT CONNECTION. PLATE [TH 4 SETS CF .753 DIA. A325 aCLTS AT TO D .2 SETS OF .750DIA. 4325 BOLTS AT BOTTOM D -1 SETS OF .75;ODIA. A325 SPACER OOLTS (BETWEEN TOP. AND SOTTONI SETS) EREQJIRED 0LT LENGTH A.S 2.0030 IN., WITH 1 FLAT WASHER(S) PER BOLT. )NNECTICN BOLT SPACINGS AND THE J'O. OF BCLTS IN EACH SET OF BOLTS ). BOLTS - 2 - 2 2 -- 2 - 2 2 2 - 0 PACING 1.250 3.000 3.000 3.000 3,000 10.875 3.000 1.250 ACINGS ARE FROM THE OUTER END TO THE INNER END, OF -THE CONNECTION PLATE. E GAGE BETWEEN BOLTS (IN •A SET OF BOLTS) IS 3.000 INCrES., NNEC-TIONPL. LENGT-.H = 28.3751 N'. - CO' FRANE DESIGN PROGRAM' G2/201B9 START TIME 03 HR 51IN12SEC PAGE 11 RAE NO. 1, BLDG. NO. 1, JOB 19361A - , FRAME USED AT THE FOLLOWING 4 LOG. LINES 1-3 LV*I.J1041A - -. - 0 * RAFTER CONNECTION DESIGN*** AT 95.24-0 FT. FROM THE LEFT SHEET LINE iE CONNECTION PLATE DESIGN YIELD STRESS, Fl IS..50.O KSI. )AD- PROBA- 1/3 0 G COMB. -SILITY INCREASE FRAME -CONNECTION DESIGN FORCES 3. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL - (K-Fl) (KIPS) (KIPS) .1 1 1.000 NO LEFT - 16.7 3.433 -6.799 - 2 2 1.000 NO . LEFT - 9.4 :1.161 -1.617 - 3 3 1.000 NO LEFT 17.2 .457. -1.533 4 - 4 1.033 YES LEFT -10.5 -1.901 3.662 -- 5 . 5 - 1.030 YES LEFT .0 .000 .000 - 6 1 1.000 NO RIGHT 167 - 3.433 -6.799 7 2 1.030 NO RIGHT 17..2 .457 -1.53 . - 3 1.030 NO RIGHT -9.4 1.161 -1.617 S 9 4 1.000 YES RIGHT -1.9 -.606 3.735 - 10 5 - - 1.030 YES RIGHT .0 .000 .000 . 0 E 6.000 IN. WIDE BY .3750 IN. THICK LEFT CONNECTION PLATE - - E --6.0 ti, 0 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE [TN 2 SETS OF .750 DIA. A 3 2 5 BOLTS AT TOP q D .2 SETS OF .750 DIA. A 3 2 5 SOLTS AT 90TTCM - -1- SETS OF .750 DIA. 325 SPACER BOLTS (BETWEEN TOP AND 20TT3 SETS) -E- REOUIRED BOLT LENGTH, IS 2.0300 IN., WITH -1 FL4T WASHER(S) PER BOLT. ONNECTION BOLT SPACINGS AND THE NO. :F BOLTS IN EACH SET OF BOLTS - 0. BOLTS 2- - 2 2 2 2 - 0 -. - PACING 1.250 3.003 12.000 4.625 3.000 1.250 ACINGS ARE FROM THEOUTEREND TO THE INNER END, OF T 14 E CONNECTION PLATE. - 5•5 S 1E GAGE BETWEEN BOLTS (IN A SET OF BOLTS) IS 3.000 INCHES. - JNNECTION PL. LENGTH 25.12530 I Ni . - - - CO' FRAME DESIGN FROG 02/20/39 START TIME 08HR 51 MIN 12SEC PAGE 12 RAE NO. 1, BLDG. NO. 1, JOB 19041A , FRA'1E USED PT THE FOLLOWING 4 - LDG. LINES 13 LV*I.J19041.A 7 H TERIO COL. BASE PLATE OESISNS, CONRETE F 3.0 K S I AND BEARING = 1.05 K S I L. BASE PLATE SIZE HOLE HOLE WELD ANCHOR BOLT SIZE A. BOLT 0. WIDTH THICK LENGTH SPACE GAGE SIZE QTY. DIAMETER LENGTH STEEL (IN • ) (IN.) (IN.) (IN.) (IN.) (IN.) 4 (IN.) (IN - ) 1 3.000' .3750 14.000 10.00 .00 .1875 1 .7500 2 8.000 .3750 14.000 10.00 .00 .1375 /4 .7500 TERIOR COLUMN CAP PLATE DESIGNS L. CAP PLATE SIZE HCLE HOLE WELD CAP PLATE BOLTS BOLT STIFF. O. WIDTH THICK LENGTH SPACE GAGE SIZE OTY. DIA'.ETER TYPE THICKNESS - (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) ' .(IN.) IN 1 3.030 .3750 11.503 9.00 2.50 .1375 .4 .5000 .A325 .0000 .0O0 .3750 11.500 9.00 2.50.'.175 4 .5000 .A325 .0000 TE - PROVIDE A FLAT WASHEP.. WITH EACH 4325 CA PL ?-CLT FTER W E 3 S. TIFFENERS OVER INTERIOR COLUMNS LOCATED FR '3' L.HSTIFFENER THE CENTER NO. OF STIFF. STIFF. STIFF. 0. ORIENTATION OF THE COL. STIFF. WIDTH THICK. LENGTH (IN.) (IN.) (IN.) 1 VERTICAL ' .0000 IN. 2 2.2500 .2500 21.750 2 NO STIFFENER . .00.00 IN. .0 .0000 .0000 .0000 NCH WEE STIFFENERS (STIFFENERS ARE REQUIRED ON BOTH SIDES OF THE WEB.) IFF. AT HORIZON. X STIFFENER STIFF. STIFF. STIFF. EACH STIFF. CATION OR AT VERT. Y ORIENTATION WIDTH THICK. LENGTH WELDED ON - ----------- - - - - - - - - - - - - - - - - - ' -----(IN.) (IN.) (IN.) . RAF. X= 19.31 FT. P. TO O.FLG. 2.2500 .2500 5.0000 1 SIDE . RAF. X' 59.27 FT. F. TO O.FLG. 2.2503 .2500 : 5.0000 1 SIDE . RAF. x 75.27 FT. P. TO O.FLG. 2.2503 .2500 5.0000 1 SIDE . RAF. X= 35.25 FT. P. TO O.FLG. 2.2500 .2500 5.0000 1 SIDE TE - . TO O.FLG; MEANS PERPENDICULAR TO THE.OUTER F G., AT THE INNE9 FLG. Sc E!Z-4 ECO FRkME DESIGN PROGRAM 02/06/89 START TIME 16HR '53M1N 14SEC PAGE 12_.4 FAME NO. 1, BLDG. NO. 19 JOB 19041A , FRAME USED AT THE FOLLOWING 4 BLDG. LINES 1-3 LV*I.J19041A INTERIOR COL. BASE PLATE DESIGNS, CONCRETE F'C = 3.0 1(51 AND BEARING= 1.05 KSI CiL. BASE PLATE SIZE HOLE HOLE WELD ANCHOR BOLT SIZE A. BOLT NO. WIDTH THICK LENGTH SPACE GAGE SIZE 'OTY. DIAMETER LENGTH STEEL i (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) 1 8.000 .375C 14.000 10.00 .00 .1875 / .7500 \ 8.000 •.375C 14.000 10.00 .00 .1875 a"1 .7500 INTERIOR COLUMN CAP PLATE DESIGNS COL. CAP PLATE SIZE HOLE HOLE WELD CAP PLATE BOLTS BCLT STIFF. ç-. WIDTH THICK LENGTH SPACE GAGE SIZE CTY. DIAMETER TYPE THICKNESS (IN • ) (IN.) (IN.) (IN.) IN • ) (IN.) (IN.) (IN. 1 8.000 .3750 11.500 9.00 ' 2.50 .1875 4 .5000 A325 .0000 2 8.000 .3750 11.500 9.00 1 2.50 .1875 4 .5000 A325 .0000 NOTE - PROVIDE A FLAT WASHER WITH EACH A325 CAP PL. BOLT. RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS LOCATED FROM COL. STIFFENER THE CENTER NO. OF STIFF. STIFF. STIFF. NO. ORIENTATION OF THE COL. STIFF. ' WIDTH THICK. LENGTH (IN.) (IN • ) (IN • 1 VERTICAL .0000 IN. 2 2.7500 .2500 19.8750 2 NO STIFFENER .0000 IN. 0 .0000 0000 .0000 PINCH WEB STIFFENERS (STIFFENERS ARE REQUIRED ON BOTH SIDES OF THE WEB.) STIFF. AT HORIZON. X ' STIFFENER STIFF. STIFF. STIFF. EACH STIFF. LOCATION OR AT.VERT. Y ORIENTATION WIDTH THICK. LENGTH WELDED ON (IN • ) (IN .) (IN • ) LT. RAF. X= 19.30 FT. P. TO O.FLG. 2.2500 .2500 5.0000 1 SIDE. LT. RAF. . X= 59.27 FT. P. TO O.FLG. 2.2500 .2500 5.0000 1 SIDE LT.' RAF. X= 75.26 FT. P. TO O.FLG ' 2.7500 .2500 5.0000 1 SIDE LT. RAF. X= 85.24 FT. P. TO O.FLG. 2.7500 .2500 5.0000 1 SIDE NOTE - P. TO O.FLG. MEANS PERPENDICULAR TO THE OUTER FLG., AT THE INNER FLG. CFRAE DESIGN PROGRAM. 02/20/89 START TIME 03H 51MIN 12SEC PAGE .13 .RAME NO. 1, BLDG. NC. '1, J0.19041A , FRAME USED AT THE FOLLOWING 4 LDG. LINES 1-3 LV*I.J19041A . . . .AME REACTIONS NO. OF SPANS = . 4 . FRAME WIDTH =266.0000 FT. . HORIZ. DISTANCE TO PEAK = 133.0000 FT. LEFT SLOPE = .5000 IN/FT : RIGHT SLOPE = .5000 IN/FT FT EAVE HT. 22.0000 FT. RIGHT E.AVE HT. = 22.0000 FT. * ******************* . * 0 * * 0* * * 0* * * - * 0* •. . - . * Si * 32 * 53 * S4 -- - - - - - - - - - -- - - - - - - -* -----------------* ---------- --- ---------------------------* .1 2 •. 3. .. .- RT .AME SPANS (FEET) S 1= 72.5000 S 2= o0 .S000 S 3= 60.5000 - S 4= 72.5000 r415 FRAME IS USED AT THE FOLL0-ING FRAME LINES 1-4 ------------------------------------------------------------------------------ ENER.AL REACTION NOTES - .. VERTICAL COLUMN REACTIONS (V) ARE POSITIVE IN THE UPWARD DIRECTION. TRANSVERSE HORIZONTAL COLUMN REACTIONS (H) ARE POSITIVE TP THE RIGHT ON ALL COLU:INS, EXCEPT FOR THE SIGHT EXTERIOR COLUMN WHICH IS POSITIVE IC THE LEFT. LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR. TO THE. TRANSVERSE HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INWARD TO THE PAGE. FIXED BASE MOMENTS ('1) ARE POSITIVE IN THE COUNTER-CLOCKWISE DIRECTION ON ALL COLUMNS, EXCEPT FOR THE. RIGHT EXTERIOR COLUMN WHICH IS POSITIVE IN THE CLOCKWISE DIRECTION. . . . REACTIONS FOR A PARTICULAR LOAD C01BINATION MAYBE OBTAINED BY SUMMING -UP INDIVIDUAL LOAD REACTIONS THAT HAVE BEEN MULTIPLIED B Y THEIR LOAD FACTORS AND THEN MULTIPLIED BY THE LOAD COMBINATIONS PROBABILITY JACTOR. . FORCES ON THE FOUNDATIONS WILL ACT IN THE OPPOSITE DIRECTION TO THE DIRECTION OF THE COLu:IN REACTIONS. Co FRAME DESIGN PROGRAM 02/20/.9 START TIME 03WR 51MIN 12S EC PAGE 14 RAME NO. 1, BLDG. NO. 1, JOB 19041A , FRAME USED 'AT THE FOLLOWING 4 LDG. LINES 1-3 LV*I.J10L1A ACTIONS FOR CO3INEO INDIVIDUAL LOADS V VERTICAL i - i. (<IS) = TRANSVERSE HORIZONTAL (KIPS) L. = LONGITUDINAL HORIZONTAL (KIPS) Me FIXED BASE MOMENT (KIP-FT) FRAME ROOF ROOF EARTH WIND WIND DEAD DEAD LIVE Q UKE ARRAY ARRAY WEIGHT LOAD LOAD LOAD NO. 1 NO. 2 FOW RLL c Al LW LEFT CCL V 67 2 S Q. -1 -3.55 -7.'j3 LEFT COL. H. .38 1.19 5.03 ' -3.00 -5.50 -2.1 I G H T CCL. V. ' .67 2.09' , .93 1.22 -5.73 -7.03 I3H1 CCL. -4. .33 1 19 5.05 03 -1 CQ -2 c. NO. 1 V. 149 1.57 -16.27 -12.76 C NO. 2 'i 1.21 2.91 12.4 00 -9.79 -9.37 C NO 3 V. 1 49 3,90 16.7J -1 57 -10 17 -12 7 CO- FRAME DESIGN PROGRAM 02/23/39 STARTTI.ME 03HR 51 MIN 12SEC PAGE 15 AE:NO• 1, ELDG. NO. 1, J03 19041A FRAME USED AT THE FOLLOWING 4 LOG. LINES 1-3 Lv*I.J1cO41A ACTIONS FOR LOAD CCMP4ATIONS V. = VERTICAL (KIPS) ==-- H. = TRANSVERSE HORIZONTAL (KIPS) L. LONGITUDINAL HORIZONTAL (KIPS) = FIXED BASE MOMENT (KIP-FT) 'AD CO-M-5. NO. 1 2 3 4 5 LEFTCCLV. 11.74 1.55 3.99 -5.73 -.25 LEFT CCL. -4. 6.65 -1.43 4.57 -3.93 -.59 I G H T CCL. V. 11.74 3.99 1.55 -2.93 26 IHT COL. H. 6.55 .57 -1.43 -.33 -.59 C. NO. 1 V. 2 .Oc 5.90 3.E2. -1O..?.S -7.37 C. 110. 2 V. 16.60 4.12 1..12 -.67 -5.25 C. NO., 3 V. 22.Oc 3..2 6.96. -4.7 -7.37 :0' FRAME DESIGN PROGRAM 02I20I9 START TIME 0 84R 5IMIN lZSEC PAGE 16 .AME NO. 1, BLDG. NO. 1, JOB 19041A , FRAME USED AT THE FOLLOWING 4 DG. LINES 1-3 LV*I.J19041A FRAME LOAD COMBINATIONS MEANS A 1/3 INCREASE IN ALLOWABLE D PROE =========-=== STRESSES IS PERMITTED IN ,THIS CO3. ABILITY NO. FACTOR -----INDIVIDUAL LOADS AN 0 INDIVIDUAL LOAD FACTORS --,------------- 1 1.0000 (FDW +RDL. +RLL) 2* 1.0300 (FDW +R DL +E) 3* 1.0300 (FD +RDL - EQ) 4* 1.0000 (FDW + R D L +WL1) 5* 1.0000 (FOW + R D L +WL2) .BREVIATED NAIES FOR FRAME LOADS FOW - FRAME DEAD WEIGHT R D L - ROOF DEAD LOAD COL - COLLATERAL LOAD RLL - ROOF LIVE LCAD USL - UNIFORM SNOW LOAD L S L - LEFT ROOF SNOW LOA D RSL -. RIGHT ROOF SNOW LOAD LBL - LEFT BULK LOAD RBL - RIGHT BULK LOAD .1 THRU WL2D -. WIND LOAD NO. 1 THRU 20 E - EARTHQUAKE LOAD .1 THRU CL100 - CONCENTRATED LOAD NO. 1, THRU 130 TL - THERMAL LOAD AW - AUXILIARY DEAD WEIGHT A D L - AUXILIARY DEAD LOAD .1 THRU AL9 - AUXILIARY LIVE LOA OING 1 ThRU 9 ('lOW - MEZZANINE DEAD WEIGHT MDL .- 'MEZZANINE DEAD LOAD ML - MEZZANINE LIVE LOAD SP - SPECIAL LOAD :1 THRU 0130 - DISTRIBUTED LOAD NO. I THRU 30 )TE F OLLCWING LOAD, C0M2INATION(S) WERE NOT USED TO DESIGN THE FRAME. THEY WERE ONLY USED IN THE 5ESISN OF THE BASE PLATES AND ANCHOR BOLTS. 5 4/y CECO FRAME DESIGN PROGRA1 02/07/89 STARJ'ME 10HR 03MIN 15SEC TIFRAME PAGE FRAME NO. 1, BLDG. NC. 1, JOB 190418 USED AT THE FOLLOWING 4 BLDG. LINE 4 LV*I.J190416 . . . . .' FRAME EAVE ROOF ROOF BAY ROOF BAY SIDEWALL SIDEWALL WIDTH HEIGHT SLOPE SPACING LOAD BAY SPACING LOAD (FEET) (FEET) (IN/FT) (FEET) FACTOR (FEET) FACTOR LEFT 133.0000 .22.0000 .5000 •. 20.0000 -1 1.0000 20.0000 1.0000 RIGHT 133.0000 2.0000 .5000 '20.0000 1.0000 20.0000 1.0000 TCTAL 266.0000. . FRAME SPANS (LEFT TO RIGHT, IN FEET) 1 2. 3 87.750 90.500 87.750 SHEET TO STEEL LINE ACTUAL ACTUAL COLUMN RAFTER GIRT DEPTH PURLIN DEPTH (IN.) (IN.) (IN.) (IN.) LEFT 8.5000 8.5000 8.5000 8.5000 . . RIGHT 6.5000 6.5000 8.5000 8.5000 BUILDING CODE USED BUILDING END USE CATEGORY. 1q85 UBC . I - NORMAL BUILDING, 300 PEOPLE OR LESS, NON-ESSENTIAL FACILITY £ NOT A LOW HAZARD BLDG. ENTERED RCOF DEAD WEIGHT TOTAL DEAD ENTERED ROOF ENTERED ROOF DEAD LOAD FOR RAFTER '' . ' LOAD COLLATERAL LIVE LOAD (PSF) ' (PSF) (PSF) LOAD (PSF) . , (PSF) 2.8000 1.3400. 4.1400 .0000 12.0000 ENTERED GROUND SNOW ADJUSTED ROOF-GROUND UNIFORM ROOF GROUND SNOW IMPORTANCE GROUND SNOW . SNOW LOAD SNOW LOAD LOAD (PSF) FACTOR LOAD (PSF) . FACTOR (PSF) .0000, . 1.00.00' , .0000 .6000 ROOF LIVE LOAD , MINIMUM ROOF MINIMUM ROOF , , ROOF LIVE TRIBUTARY 'LOADED TRIBUTARY AREA ' LIVE LOAD LOAD USED AREA' 'CHECK REQUESTED (SO. FT.) . ' ' (PSF). (PSF) ,. YES 1755.00 . ' 12.0000 12.0000 LEFT ROOF LEFT ROOF HORIZ. RIGHT ROOF RIGHT ROOF HORIZ. SNOw LOAD ' DIMENSION SNOW LOAD '' DIMENSION , (PSF) '(FEET) ' (PSF) (FEET) .0000 .. . 133.0000 '.0000 , 133.0000 '.. ' CECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15.SEC PAGE 2 FRAME NO. 1 9 BLDG. NO. 1 9 JOB 19041B , FRAME USED AT THE FOLLOWING 4 BLDG. LINE 's LVI.J190416 BUILDING LOCATION BUILDING WIND APPLICATION CODE USED FROM HURRICANE COAST. WIND EXPOSURE CATEGORY 1985 UBC, MBMA ALTERNATE 100 MILES OR MORE. C— OPEN TERRAIN **** BUILDING WIND ELEVATIONS (IN FEET) *** TOTAL BUILDING TOTAL BUILDING LT. COLUMN RT. COLUMN ROOF HIGH ROOF MEAN WIDTH (FEET) LENGTH (FEET) BASE BASE POINT POINT 266.0000 60.0000 .0000 .0000 27.5417 24.7708 INTERIOR COLUMN BASE WIND ELEVATIONS (LEFT TO RIGHT, IN FEET) 1 2 .000 .000 ENTERED WIND WIND VELOCITY ADJUSTED WINO WIND HEIGHT NO. OF VELOCITY (MPH) IMPORTANCE FACTOR VELOCITY(MPH) USEO:(FEET) WIND ZONES 70.0000 1.0000 70.0000 22.0000 1 WIND WINO VELOCITY WIND ZONE WIND ZONE ZCNE PRESSURE-0 LOWER ELEVATION UPPER ELEVATION NO. (PSF) (FEET) (FEET) 1. 11.5000 .0000 27.5417 ------------------------------------------------------------------------------- WIND. ARRAY NO. 1 -. 1981 MBMA , WIND FROM ANY DIRECTION (INTERIOR ZONE) *** LEFT WALL 50.00 7. OF WIDTH 50.00 7. OF WIDTH RIGHT WALL HORIZ. HORIZ. VERT. VERT. HORIZ. FOR IZ. COEFFICIENTS = .250 —1.000 —1.000 —.650 —.650 —.550 WIND ARRAY NO. 2 - 1981 MEMA , LONGITUDINAL WIND ********$* LEFT WALL 50.00 7. OF WIDTH 50.00 7. OF WIDTH RIGHT WALL HORIZ. HORIZ. VERT. VERT. HORIZ. HORIZ. COEFFICIENTS = —.800 —.800 --.800 —.800 —.800 —.800 ------------------------------------------------------------------------------- ** CONCENTRATED LOADS $** (X IS FROM SHEET LINE OR INTERIOR COLUMN LINE) LONG I— HORIZ. VERT. TRANSVERSE LOAD TUDINAL LOAD LOAD X Y VERTICAL HORIZON. MOMENT LOCATION SPAN HORIZON. TYPE NO. (FT) (Fl) (KIPS) (KIPS) (K—FT) CODE NO. (KIPS) CODE 1 2.38 22.00 .0.00 .000 . -LC. 1 .000 EQ 2 2.38 22.00 .000 .000 RC 3 .000 EQ ------------------------------------------------------------------------------- *** LOCATION CODES FOR CONCENTRATED LOADS ,. LC - LOAD IS LOCATED ON THE LEFT COLUMN OF THE SPANNO. PRINTED RC - LOAD IS LOCATED ON THE RIGHT COLUMN OF THE SPAN NO. PRINTED RL - RAFTER LOAD IS LOCATED FROM THE LEFT SIDE OF THE SPAN NO., PRINTED RR - RAFTER LOAD IS LOCATED FROM THE RIGHT SIDE OF THE SPAN NO. PRINTED ------------------------------------------------------------------------------- TYPE DESCRIPTION OF THE . . . . CODE CONCENTRATED LOAD TYPE CODES . . . EQ - EARTHQUAKE OR SEISMIC CONC. LOAD . . . . . . . CCO FAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15SEC PAGE 3 FRAME NO. 19 BLDG. NO. 1, JOB 190418 , FRAME USED AT THE FOLLOWING 4 BLDG. LINE 4 LVI.J19041B . LOAD COMBINATION 1 . 2 ' " 3 4 5 PROBABILITY FACTOR 1.000 1.000 1.000 1.000 1.000 . 1/3 INCR. IN ALLOW. NO . YES YES. YES YES. FRAME DEAD WGHT. 1.000 1.000 .1.000 1.000 1.000 RCOF DEAD LOAD 1.000 1.000 1.000 1.000 ' 1.000 RCOF LIVE LOAD .1.000 .000 .000 .000 ' .000 COLLATERAL LOAD .000 .000 .000 .000 . .000 UNIFORM SNCW LD. .000 .000 .000 .000 .000 LT. ROOF SNOW LD .000 .000 .000 .000 .000 RI. ROOF SNOW LO .000 ' .000 .000 .0CC WIND ARRAY NO. 1 .000 .000 .000 ' 1.000 .000 WIND ARRAY NO. 2 .000 ' .000 .000 .000 ' 1.000 . '. CCNCENTRATED S LOAD NO. 1 EQ . . .000 1.000 -1.000 .000 .000 LEAD NO. ' 2 EQ .000 1.000 -1.000 , .000' .000 * WARNING= FOLLOWING LOAD COMBINATION(S) WERE N .CT USED IC DESIGN THE FRMIE. THEY WERE ONLY USED IN THE DESIGN OF THE BASE PLS. £ ANCHOR BOLTS. 5 ' -------------------------------------------------------------------------------- COLUMN WEB HIS. RAFTER WEB HIS. * ,. PLATE PLATE BASE KNEE , KNEE PEAK * YIELD TENSILE (IN.) (IN.) (IN.) (IN.) * STRESS STRESS' LEFT '10.0000 36.0000 30.0000 30.0000 * ' (KSI) (KS I) RIGHT 10.0000 36.0000 30.0000 30.0000 * 50.0000 65.0000 PINCH LEFT RAF. TO 24.000 IN. AT 19.532 FT. FROM SHEET LINE. PINCH LEFT RAF. TO 24.000 IN. AT 6.975 FT. FROM SHEET LINE. PINCH LEFT RAF. TO 36.000 IN. AT 8.8.978 FT. FROM SHEET LINE. PINCH LEFT RAF. TO 30.000 IN. AT 106.951 FT. FROM SHEET LINE. PINCH RIGHT 'RAF. TO 24.000 IN. AT 19.632 FT. FROM SHEET LINE. PINCH RIGHT RAF. TO 24.000 IN. AT '68.975 FT..FROM SHEET LINE. ' PINCH RIGHT RAF. TO 36.000 IN. AT 88.978 FT. FROM SHEET LINE. PINCH RIGHT RAE. TO . 30.000 IN'. AT 108.951 FT. FROM ShEET LINE.' ' CECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15SEC PAGE 4 FRAME NO. 1 1 BLDG. NO. 1, JOB 19041B ' , FRAME USED AT THE FOLLOWING 4 BLDG. LINE 4 LV*I.J19041B **** LEFT SIDE PLATE SIZES AND WEB DIMENSIONS *2*** INNER FLG. OUTER FLG. WEB WEB PL. STARTING ENDING TAPER SGMT THICK WIDTH THICK WIDTH THICK LENGTH WEB Hi. WEB HI. ANGLE (IN.) (IN.) (IN.) IN. (IN.) (FT.) (IN.) (IN.) (DEC.) CS 1 .25CC X 6.00 .2500 X 6.00 .1340 10.0000 . 10.0000 23.7251 6.5249 CS 2 .2500 X 6.00 .2500 X 6.00 .1875, 11.4456 23.7251 36.00CC 6.5249 KNEE CONNECTION PLATES RS 1 .3750 X 5.00 .2500 X 5.00 .1675 8.0000 30.0000 27.0000 -1.7899 RS 2 .2500 X 5.00 .2500 X 5.00 .1875 8.0000 27.0000 2.0000 -1.7599 RS 3 .25CC X 5.00 .2500 X 5.00 .1340 16.0000 24.0000 24.0000 .0000 RAFTER CONNECTION PLATES RS 4 .2500 X 5.00 .2500 X 5.00 .1340 20.0000 24.0000 24.0000 ,.0000 RS 5 .25C0 X 5.00 .2500 X 5.00 .1340 .13 .3858 2.4.0000 24.0000 .0000 RAFTER CONNECTION PLATES . RS 6 .2500 X 6.00 .2500 X 6.CO .1875 10.0000 24.0000 . 30.0000 2.8624 RS 7 .2500 X 6.00 .2500 X 6.00 .2500 8.7717 30.0000 35. 26 30 2.8624 RS 7 .2500 X 6.00 .25CC X 6.00 . .2500 1.2283 35.2630 36.0000 .2.8624 RS 8 .3125 X 6.00 .2500 X 6.00 .1875 10.0000 36.0000 33.0000 -1.4321 RAFTER CONNECTION PLATES RS -9 .2500 X 6.00 .2500 X 6.00 .1875 10.0000 33.0000 30.0000 -1.4321 RS10 .2500 X 6.00 .2500 X 6.00 .1875 16.0000 30.0000 , 30.0000 .0000 R511 .2500 X 6.00 .2500 X 6.00 .1875 8.1222 30.0000 30.0000 .0000 PEAK CONNECTION PLATES ** TWO .5625 INCH DIA. HOLES MAY BE PLACED IN ANY FLANGE OF THIS FRAME * ***** LEFT SIDE STRESS RATIOS MAX. ALLOWED STRESS RATIO = 1.030 INNER FLANGE ---. --- OUTER FLANGE --- WEB.PLATE MAX. CK. COMB MAX. . CK. COMB ' MAX. CK. COMB SGMT RATIO . PT. NO. SIDE RATIO PT. NO. SIDE RATIO PT. NO. SIDE CS 1 .933 ' 11 1 RI. .647 11" 1 . LT. , .672 11 11 ' , LI..' CS 2 .920 11 ' 1 RT. .650 .11 1 LT. .382 11 '. 1 LT. RS 1 .877 1 1 LT. .674 1 1 Li. . .601 '1 1 , , RT. RS 2 .910 2 1 LT. .446 1 1' LT. .457 1 1 RT. RS 3 .668 11 1 RI. .898 11 1 , RT. .874 1 1 RT. RS 4 .e19 10 4 LT. .9.71 4 1 RT. . .490 11 1 . LT. RS 5 .725 1 4 LT. .702 1 1 RT. .996 11 1 LI., RS 6 .889 9 1. LT. .659 11 1 . LT. .547.,11 ' , .1 RI.' RS 7 .955 11 1 LI. .891 11 1 LI'. .332 11 1 LI. RS 7 .955 1 1 Li. .879 1 1 ' LI. .435 1 1 Li. RS 8 .977 1 1 ' Li. .882 1 1 LI. .818 1 1 LI. RS 9 .760 1 1 Li. .452 1 1 Li. .597 .1 1 LI. RS1O .314'' 11 1 ' Ri. .424 11 1 ' Ri. .398 1 ' 1 LT. RS11 .356 10 , 1 LT. .462 9 1 LT. .120 1 ' 1 LI. INTERIOR COLUMN NO. 1, P6X10.78 L_7500 FEET FROM LEFT SHEET LINE MAX. COMPR. RATIO' = ' .837 ' MAX. TENSION RATIO = ' , ' .142 . ' ECO FRAME DESIGN PROGRAM 02/07/89 START.TIME 10HR 03MIN 15SEC PAGE 5 FRAME NO. 1, BLDG. NO. 1, JOB •19041B FRAME USED AITHE FOLLOWING 4 BLDG. LINE 4 LV*I.J19041B - S LEFT SIDE PURLINS ARE LOCATED -AT HOIZ. X = (FEET F R O'M OUTSIDE SHEET LINE) .000 3.000 7.000* 12.000* 17.000 22 COO* 27.000 32.00O* 37.000 42.000* 47.000 52.000* 57.000 62.000 67. 000-r 72.000 77.000* 82.000* 87.000* 92.000* 97.000* 102.000 107.000* 112.000 117.000* 122.000 127.000 132.000* S S LEFT SIDE GIRlS ARE LOCATED AT VERTICAL Y = (FEET FROM BASE OF COLUMN) S 7,333* 13.333* 19.333 22.000 5 5 5 5 INNER FLG. BRACES: *—STD., H—HVY., XHVY. INADEQUATE, $—FLG. BRACED BY GIRT U—HAUNCH KNEE BRACE S S ee CCO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN '15SEC PAGE 6 FRAME NO. .1, BLDG.' NO. 1, 'JOB 19041B ,:FRAME, USED AT THE FOLLOWING 4 BLDG. LINE 4 LV*I.J19041B 'ANCHOR BOLTS AND BASE PLATE DESIGN FOR,TFE , LEFT SIDE EXTERIOR COLUMN = = = = = = = = = -====== = = = USE ' .?-5 IN. DIA. ' 'ANCHOR BOLTS ON A GAGE OF's.00O IN. T—.E SPACING BETWEEN SETS OF ANCHOR BOLTS 'IS 3.500 IN. ' THE BASE PLATE SIZE IS 8.0000 IN. WIDE X .3750 IN. THICK X 11.0000 IN. LONG bEco FRAME DESIGN PROGRA'M 02/07/89 STARTTIME 10HR. 03MIN 15SEC PAGE 7 FRAME NO. 1, BLDG. NO. 1, JOB 19041B , FRAME USED AT THE FOLLOWING 4 BLDG. LINE.4 .LV*I.J19O41B ** LEFT KNEE CONNECTION DESIGN ' CONNECTION PL. DESIGN FY= 50.0 K S I LOAD- PROBA- 1/3 COLUMN : RAFTER INC COMB. BILITY INCREASE FRAME KNEE FORCES CONNECTION FORCES NO. NO. FACTOR IN ALLOW. SIDE MOMENT VERT. HORIZ..MOt1ENT VERT. HORIZ. (K-FT) (KIPS) (KIPS) (K-FT) (KIPS) (KIPS) 1 1 1.000 NO LEFT -164.1 -14.150 -9.473 -157.6 12.996 -9.473 2 2 1.000 YES LEFT 2.4 72.712 -.030 10.0 2.416 -2.430 3 3 1.000 YS LEFT -86.6 -4.547 -4.830 -90.9 4.251 -2.430 4 4 1.000 YES LEFT 70.6 6.348 3.5t4 66.8 -5.821 3.403 5 5 1.000 YES LEFT .0 .000 .000 .0 .000 .000 6 1 1.000 NO RIGHT -164.1 -14.150 -9.473 -157.6 12.996 -9.473 7 2 1.000 YES RIGHT -86.6 -4.547. 1 4.830 -90.9 4.251 -2.430 8 3 1.000 YES RIGHT 2.4 -2.712 -.030 10.0 2.416 -2.430 9 4 1.000 YES RIGHT 35.9 3.096 3.428 39.0 -2.857 3.837 10 5 1.000 YtS RIGhT .0 .000 .000 .0 .000 .000 USE A 6.0000 IN. WIDE X .2500 IN. THICK CAP PLATE. USE 2.7500 BY .5000 IN. DIAGONAL STIFFENER EACH SIDE OF THE KNEE WEB. USE 1.000 IN. WIDE BY .5000 IN. THICK COLUMN CONNECTION PLATE USE 6.000 IN. WIDE BY .5000 IN. THICK RAFTER CONNECTION PLATE WITH 3 SETS OF .750 DIA. A 3 2 5 BOLTS AT TOP . AND 2 SETS OF .750 014. A325 BOLTS AT BOTTOM AND 1 SETS OF .750 CIA. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.250C IN., WITH 1 FLAT WASHER(S) PER BOLT. LEFT KNEE CONNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - NO.' BOLTS 2 2 2 . 2 2 2 0 SPACING 1.250 3.000 3.000 12.000 11.418 3.500 1.375 SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE'RAF. CONNECTION PLATE. TI-E GAGE BETWEEN BOLTS (IN A SET CF. BOLTS) IS . 3.000 INCHES. THE LAST SPACE ON THE COLUMN CONNECTION PLATE IS 0.500 IN. LONGER. . . RAFTER CONN, PL. LENGTH. = 35.54252 IN. COLUMN CONN. PL. LENGTH = 36.04292 IN. ............................................................................. CECO FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15SEC PAGE 8 FRAME NO. 1, BLDG. NO. 1, JOB 19041B , FRAME USED AT THE FOLLOWING 4 BLDG. LINE 4 LVI.J19041B S *** PEAK RAFTER CONNECTION DESIGN * At 133.000 FT . -FROM THE LEFT SHEET LINE THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LCAD- PROBA- 1/3 ItG COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NO. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-FT) (KIPS) (KIPS) 1 1 1.000 NO LEFT 71.1 .043 -9.473 2 2 1000 YES LEFT 18.2 .601 -2.430 3 .000 3. 1. YES LEFT 18.3 -.579 -2.430 4 4 1.000 YES LEFT -22.4 .209 4.642 5 5 1.000 YES . LEFT .0 . .000 . .000 6 1 1.000 NO RIGHT 71.1 .043 -9.473 7 2 1.000 YES RIGhT 18.3 -.579 -2.430 8 3 1.000 YES . RIGHT 18.2 .601 -2.430 9 4 1.000 YES RIGHT -22.4 -.238 4.642 10 5 1.000 YES RIGHT .0 .000 .000 USE €.000 IN. WIDE BY .375C IN. THICK LEFT CONNECTION PLATE USE . 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF .750 DIA. A 3 2 5 BOLTS AT TOP . 5 AND 2 SETS OF .750 DIA. A325 BOLTS AT BOTTOM AND 2 SETS OF .750 DIA. A325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT. CONNECTION BOLT SPACINGS AND THE NO. OF BOLTS. IN EACH SET OF. BOLTS NO. BOLTS 2 2 2 2 •.. 2 . 2 0 . SPACING . 1.250 3.000 3.000-12.000 11.776 3.000 .1.250 SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. THE GAGE BETWEEN BOLTS IN A SET OF BOLTS) IS 3.000 INCHES. . S CCNNECTION PL. LENGTH = 35.27646 IN. CEtO FRME DESIGN PROGRAM 02/07/89 START.. TIME 10HR •O3MIN 15SEC PAGE 9 .FRAME NO. 1, BLDG. NO. 1, JOB 190418 .,: FRAME USED AT THE FOLLOWING 4 BLDG. LINE 4 . LV*I.J190416 . . ., . •. .. .• . *** RAFTER CONNECTION DESIGN ** AT 35.618 FT. FROM THE LEFT SHEET LINE THE CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KS!. LOAD- PROBA- 1/3 ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NO. NC. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-Fl) (KIPS) (KIPS) 1 1 1.000 NO LEFT 77.1 2.279 -9.576 2 2 1.000 YES LEFT 40.9 -.332 '-2.418 3 3 1.000 YES LEFT -1.4 .1.501 -2.495 4 4 1.000 YES LEFT -38.6 -.960 3.752 5 5 1.000 YES LEFT .0 .000 .000 6 1 .1.000 NO RIGHT 77.1 2.279 -9.576 7 .2 1.000 YES RIGHT -1.4 1.501. -2.495 8 3 1.000 YES RIGHT 40.9 -.332 -2.418 9 4 1.000 YES RIGHT -12.2 -.556 4.063 10 5 • 1.000 YES RIGHT .0 .000 .000 USE 6.000 IN. WIDE BY .3750 IN. THICK • LEFT CONNECTION PLATE USE 6.000. IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE • • WITH 2 SETS OF .750 DIA. A325 BOLTS AT TOP AND 3 SETS OF .750 DIA. A 3 2 5 BOLTS AT BOTTOM • .. . . AND 1 SETS OF .750 DIA. A325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) • T-E REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT. CONNECTIONBOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - ---------------- NO. BOLTS 2 . 2 2 .2 2. 2, • 0 .. SPACING 1.250 3.000 12.000 5.750 3.000 3.000 1.250 • . : SPACINGS ARE FROM THE OUTER END TO THE INNER END, OF THE CONNECTION PLATE. Tt-E GAGE BETWEEN BOLTS (IN A SET OF BOLTS) IS 3000 INCHES. . CONNECTION PL. LENGTH = 29.25000 IN. . • . .. . . .... ': •:''':';'- --.':'..... . • : • CE'CO FAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15SEC PAGE 10 FRAME NO. 19 BLDG. NO. 1, JOB 19041B , FRAME USED AT THE FOLLOWING 4 BLDG. LINE 4 LV*I.J190418 *** RAFTER CONNECTION DESIGN * AT 68.975 FT. FROM THE LEFT ShEET LINE Tt-E CONNECTION PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LOAD- PROBA- 1/3 INC COMB. B I L I T Y INCREASE FRAME CONNECTION DESIGN FORCES NC. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL • (K-FT) (KIPS) (KIPS) 1 1 1.000 NO LEFT -27.2 -8.479 -9.128 2 2 1.000 YES LEFT -16.4 -3.092 -2.303 3 3 1.000 YES LEFT 2.5 -1.258 -2.380 4 4 1.000 YES LEFT 11.2 3.960 3.867 5 5 1.000 YES LEFT .0 .000 .000 6 1 1.000 NO RIGHT -27.2 -8.47, -9.128 7 2 1.000 YES RIGHT 2.5 -1.258 -2.360 8 3 1.000 YES RIGHT -16.4 -3.092 -2.303 9 4 1.000 YES RIGHT 6.3 1.676 4.178 10 : 5 1.000 YES RIGHT .0 .000 .000 USE 6.000 IN. WIDE BY .3750 IN. THICK LEFT CONNECTION PLATE, USE 6.000 IN. WIDE BY .3750 IN. THICK RIGHT CONNECTION PLATE WITH 2 SETS OF .750 014. 4325 BOLTS AT TOP AND 2 SETS OF .750 014. 4325 BOLTS AT BOTTOM • AND 1 SETS OF .750 014. 4325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) THE REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT CONNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF-BOLTS.- NO. BOLTS 2 2 2 2 2 0 SPACING 1.250 3.000' 12.000 8.750.. 3.001 .L.250 • • • SPACINGS ARE FROM THE OUTER END T.-i INNER END, OF THE CONNECTION PLATE. THE GAGE BETWEEN BOLTS TN A SET CF BOLTS) IS 3.000 INCHES. CCNNECTIN PL. LFNGT;t = 29.25031 IN. - - - CECO FPAME DESIGN PROGRM 02/07/e9 START TIME 10HR 03MIN 15SEC PAGE 11 FRAME' NO. '11 BLDG. NO. ', 1, 'JOB 190413 , FRAME USED AT THE FOLLOWING £ BLDG. LINE 4 LV*I.J190s1B ' *4* RAFTER CONNECTION DESIGN ** AT 98.965 FT. FROM THE LEFT SHEET LINE T1E CONNECTION. PLATE DESIGN YIELD STRESS, FY IS 50.0 KSI. LCAD- PROBA- ' 1/3 ING COMB. BILITY INCREASE FRAME CONNECTION DESIGN FORCES NO. NO. FACTOR IN ALLOW. SIDE MOMENT SHEAR AXIAL (K-Fl) '(K,IPS) (KIPS). 1 1 1.000 NO - LEFT -101.2 10.611 -9.924 2 2 1.000 YES LEFT -46.0 3.311 v-2.570 3 3 1.000 YES LEFT' ' -5.9 2.133 -2.521 4 4 1.000 YES LEFT 48.9 -4.610 4.512 5 ' 5 1.000 YES LEFT '00 .000 .000 6 .1 1.000 NO RIGHT '-101.2 10.611 -9.924 7 ,2 1.000 YES RIGHT -5.9 ' , 2.133 -2.521 ' 8 3 1.000 'YES RIGHT -46.0 3.311 -2.570 9 ' 4 1.000 YES RIGHT , 17.5 -2.318 4.531 10 5 1.000 YES , RIGHT .0 , .000 .000' USE 6.000 IN. WIDE, BY , .3750 IN. THICK LEFT CONNECTION PLATE , USE 6.000 IN. WIDE BY .375C IN. THICK RIGHT CONNECTION PLATE WITH 3 SETS OF .750 DIA. A325 BOLTS AT TOP AND 2 SETS OF .750 DIA. A325 BOLTS 'AT BOTTOM AND 2 SETS OF .750 DIA. A325 SPACER BOLTS (BETWEEN TOP AND BOTTOM SETS) TH E REQUIRED BOLT LENGTH IS 2.0000 IN., WITH 1 FLAT WASHER(S) PER BOLT.. CCNNECTION BOLT SPACINGS AND THE NO. OF BOLTS IN EACH SET OF BOLTS - 'NO., BOLTS 2- 2. ' .2 ' ',2 •2 2 ' 0 SPACING 1.250 3.000 -3.000 3.000 12.000 11.813 3.0,00 1.250 SPACINGS' ARE FROM THE OUTER END TO, THE INNER END, OF THE CONNECTION PLATE. THE GAGE BETWEEN BOLTS (fl'J A SET OF BOLTS) IS 3.000 INCHES.- CONNECTION PL. LENGTH = 38.31260 IN. -' ' CEtO FR'AME DESIGN PROGRA1 02/07/89 START TIME 'lOHR 03MIN 15SEC PAGE 12 FRAME NO. 19 BLDG. NO. 19 JOB 19041B , FRAME USED AT-THE FOLLOWING 4 BLDG. LINE ' LV'I.J19O41B INTERIOR COL. BASE PLATE DESIGNS, CONCRETE F'C = 3.0 KSI AND BEARING = 1.05 K S I CCL. BASE' PLATE SIZE HOLE HOLE WELD ANCHOR BOLT SIZE A. BOLT NO. WIDTH THICK LENGTH SPACE, GAGE SIZE QTY. D1METER LENGTH STEEL (IN..) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) (IN.) .1.. 8.000 .5COC , 14.000 10.00 .00 .1875 ' ' .7500 INTERIOR COLUMN CAP PLATE DESIGNS COL. 'CAP PLATE SIZE HOLE HOLE WELD CAP PLATE BOLTS BOLT STIFF. NO. WIDTH THICK LENGTH SPACE GAGE SIZE CIV. DIAMETER TYPE THICKNESS (IN.) (IN.) (IN.) (IN.,) (IN.) (IN.) , (IN.) , (IN.) 1 8.000 .3750 - 11.500 9.00 2.50 .1875 --4 .5000 A 3 2 5 .0000 NOTE,'- PROVIDE AFLAT WASHER WITH EACH A325 CAP PL. BOLT. RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS LOCATED FROM COL. STIFFENER THE CENTER NO. OF STIFF. , STIFF. STIFF. NO. ORIENTATION OF THE COL. STIFF. WIDTH THICK. LENGTH ----- ------------ ----------- -------, (IN • ) (IN IN . ) ' (IN • 1 VERTICAL 0000 IN. 2 2.7500 .2500 32.1250 PINCH WEB STIFFENERS ' (STIFFENERS ARE REQUIRED ON BOTH SIDES OF THE WEB.) STIFF. AT HORIZON. X STIFFENER STIFF. STIFF. STIFF EACH STIFF. LOCATION OR AT VERT. Y ORIENTATION WIDTH THICK. LENGTH WELDED ON (IN • ) (IN • ) , (IN • ) LI. RAF. X= 19.63 FT. P. TO O.FLG. 2.2500 . .2500 5.0000 1 SIDE LI. RAF. X= 68.97 FT. CONN. PLATES .0000 , .0000 .0000 0 SIDES LI. RAF. , X= 88.98 FT. P. TO O.FLG. 2.7500 .2500 , 5.0000 1 SIDE LT. RAF. X= 108.95 FT. P. TO O.FLG. 2.7500 ' .2500, 5.0000 , 1, SIDE NOTE - p. TO O.FLG. MEANS PERPENDICULAR TO THE OUTER FLG., AT THE INNER FLG. CONN, PLATES MEANS S-TIFFENERS NOT REQUIRED BECAUSE OF CONNECTION PLATES. CCO FRAME DESIGN PROGR AM 02/07/89 START TIME 10HR03MIN15SEC 'PAGE 13 FRAME NO. ' It BLDG. NO. 1, JOB 190418 ,, FRAME USED AT THE FOLLOWING 4 BLDG. LINE .4 LVI.J19O1B FRAME REACTIONS " NO. OF SPANS = '•• 3, FRAME WIDTH= 266.0000 FT. HORIZ. DISTANCE TO PEAK =133.0000 FT. LEFT SLOPE = .5000 IN/FT ' ' ' RIGHT SLOPE = .5000 IN/FT LEFT EAVE HT.= 22.0000 FT.' ' , ' RIGHT EAVE HT.= 22.0000 FT. * * * * * ' v * Si * 'S2 53 * ----------------------------------------------------*----•---------------------* .0 ' ' . . LI' ' , , ' ' ' 1 , ' .,. 2 ' ' '' ' , RI FRAME SPANS .(FEET)'- S'1= 87.7500 S ,2= 90.5000 , S 3= 87.7500 THIS FRAME IS USED AT THE FOLLOWING FRAME LINES 1-4 ' GENERAL REACTION NOTES VERTICAL COLUMN REACTIONS .(V) ARE POSITIVE IN THE UPWARD DIRECTION. TRANSVERSE HORIZONTAL COLUMN REACTIONS '(H) ARE POSITIVE TO THE RIGHT ON ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN WHICH IS POSITIVE TO THE LEFT.'' LONGITUDINAL HORIZONTAL REACTIONS (L) ARE PERPENDICULAR TO THE TRANSVERSE HORIZONTAL REACTIONS, AND THE POSITIVE DIRECTION IS INwARDTO THE PAGE. FIXED BASE MOMENTS (M) ARE POSITIVE IN THE COUNTER-CLOCKWISE DIRECTION ON' -' ALL COLUMNS, EXCEPT FOR THE RIGHT EXTERIOR COLUMN, WHICH IS POSITIVE IN THE CLOCKWISE DIRECTION. REACTIONS FOR A PARTICULAR LOAD COMBINATION MAY BE OBTAINED BY SUMMING-UP INDIVIDUAL LOAD -REACTIONS THAT HAVE BEEN MULTIPLIED BY THEIR LOAD FACTORS AND THEN MULTIPLIED BY THE LOAD COMBINATION'S PROBABILITY FACTOR. FORCES ON THE FOUNDATIONS WILL ACT IN THE OPPOSITE DIRECTION TO THE DIRECTION OF THE COLUMN REACTIONS. /1 C FRAME DESIGN PROGRAM 02/07/89 START TIME 10HR 03MIN 15SEC PAGE 16 FRAME NO. 1, BLDG. NO. 1 9 JOB 190416 , FRAME USED AT. THE FOLLOWING 4, BLDG. LINE 4 LV-I.J190416 FRAME LOAD COMBINATIONS. * MEANS A1/3 INCREASE IN. ALLOWABLE LOAD PROB— STRESSES IS PERMITTED IN THIS COMB. COMB. ABILITY . . . NO. FACTOR -----INDIVIDUAL LOADS AND INDIVIDUAL LOAD FACTORS ----------- 1 1.0000 1.0000 (FDW +RDL +RLL) 2* 1.0000 (FDW +RDL +EQ) 3* 1.0000 (FOW +RDL —EQ) 4* 1.0000 (FCW +RDL +WL1) 1.0000 (FDW +RDL +WLZ) ABBREVIATED NAMES ------------------------- FOR FRAME LOADS FDW - FRAME. DEAD WEIGHT .. RDL - ROOF DEAD LOAD COL - COLLATERAL LOAD .. . . RLL - ROOF LIVE LOAD USL— . UNIFORM SNOW LOAD LSL .- LEFT ROOF SNOW LOAD .. RSL -. RIGHT ROOF SNOW LOAD LBL - LEFT BULK LOAD . RBL - RIGHT BULK LOAD W L 1 THRU WL10 - WIND LOAD NO. 1 THRU 10 : E - EARTHQUAKE LOAD CL1THRU CL100 - CONCENTRATED LOAD NO. 1 THRU 100 IL - THERMAL LOAD ADW - AUXILIARY DEAD WEIGHT . ADL - AUXILIARY DEAD LOAD ALl THRU AL9 - AUXILIARY LIVE LOADING 1 THRU c . MOW - MEZZANINE DEAD WEIGHT MDL - MEZZANINE DEAD LOAD ML - MEZZANINE LIVE LOAD SF. - SPECIAL LOAD .NOTE - THE FOLLOWING LOAD COMBINATION(S) WERE NCT USED TO DESIGN THE FRAME. THEY WERE ONLY USED IN THE DESIGN OF THE BASE PLATES AND ANCHOR BOLTS. 5 . . . AXIAL . AXIAL BAY FT. FORCE(KIPS) SIZE CAP. (KIPS) 2o' (L3L • 1c43k Aiv' /-3 . .' !i. TVE STRUT DESIGN - - Ceco I Buildings - Division DESIGNED BY CUSTOMER .(e6/CP DATE 199 JOB NO. I010d(( CHECKED BY TITLE LONGITUDINAL BRACING PAGE OF_______ The wind load is accumulated from the ridge down t o t h e s i d e w a l l therefore the maximum X-brace load will be at . t h e s i d e w a l l . . PSF ..... . . .. 'Load tothesidewall is 22, Kips. grace Bays. ROOF BRACING DATA..... NOTE Bracecou.citss.tart from ridge to eave I FRONT thü - TENSION ACTUAL TENSION RACE # TEN.(KIPS BRACE SIZE. CP.(KIPSJ BRACE # TEN.(KIPS) BRACE SIZE CAP.(KIPS)L 4.cZ' Y2t r, 7S7- I }c!,,ZK (SYI - I. I WALL BRACING DATA •. . . Base reaction vertical = ± /.°J. KIPS I Base reaction horizontal = KIPS NOTE: Brace counts start from eave to base LEFT . .. RIGHT BRACE # ACTUAL TEN.(KIPS) BRACE SIZE TENSION CAP. (KIPS) BRACE # PCPJPL TEN.1(KIPS) BRACE SIZE TENSION CAP.(KIPS) ( Vk . ./ .••. NOTE'All capacities have been increased by 1/ 3 r d f o r w i n d o r s e i s m i c / —: - •. •;-.•-:- •-•-' - - - • I. J_'-_• r :-' -: : - :-• -. Ceco I Buildings Division - DESIGNED BY / t) I-'• CUSTOMER - 47kDATE / JOB NO. -( 1 - CHECKED BY TITLE 4).V±I"7C,L - PAGE OF os) E3 (2) CJ / t /k( I I' - •.. -, -, - / -,, .. -. , ,., - - - - - .- . --------, -----.- - GEOCON . INCORPORATED Geotechnical Engineers and .. - Engineering Geologists APR 141989 File No. D-4156-W02 April 13, 1989 5.7. Mission West Properties 12555 High Bluff Drive, Suite 120 San Diego, California 92130 S Attention: Mr. Howard Anderson Subject: MISSION WEST LEASEHOLD . . . . S. PALOMAR AIRPORT CARLSBAD, CALIFORNIA. . . FOUNDATION AND GRADING PLAN REVIEW . Gentlemen: In accordance with your authorization, our firm has reviewed the project foundation and grading plans. We have also reviewed our report of July 28, 1988 entitled "Geotechnical Investigation For: Mission West Leasehold, Carlsbad, California". . 0 The following plans were reviewed by our firm: "Mission West Aircraft Center" Sheets Si and 'S2, dated March 3, 1989 prepared by Nowak- Meulmes ter and Associates. "Site Plans For:. Lease Parcel 88-0036-A at Palomar Airport" dated October 31, 1988, prepared by Rick Engineering Company. . . \ A review of the above referenced plans indicates they are in substantial conformance with our report of July 28, 1988. The foundation plans indicate two No 5 steel reinforcing bars will be placed in the continuous footings in lieu of the four No. 4 bars recommended in our report. The steel wire mesh within the slab will also be extended to the edge of the footings. Discussions with the project structural engineer indicate the two steel reinforcing designs are comparable; hence, it is our opinion the two No. 5 bars may be substituted for the four No. 4 steel bars. recommended in our report. . 6960 Flanders Drive San Diego, CA 92121.2974 619 558-6900 FAX 619 558-6159 - • I 1 GEOTECHNICAL INVESTIGATION FOR .1 • ' MISSION WEST LEASEHOLD PALOMAR AIRPORT • CARLSBAD, CALIFORNIA IF t.J S . • • I FOR I J • MISSION WEST PROPERTIES S SAN DIEGO, CALIFORNIA t j S. BY • GEOCON INCORPORATED SAN DIEGO, CALIFORNIA • JULY, 1988 • A • 55 5 55• . S \ 2 S. S . GEOCON INCORPORATED Geotechnical Engineers and Engineering Geologists I]. -•. 1 File No. D-4156-WO1 .J July 28, 1988 H -. 0• - Mission West Properties 12555 High Bluff Drive, Suite 120 . Diego, California 92130-2040 . Attention: Mr. Howard Anderson Li Subject: MISSION WEST LEASEHOLD . . PALOMAR AIRPORT - - - CARLSBAD, CALIFORNIA . j . GEOTECHNICAL INVESTIGATION - Gentlemen: .. . - . J We are pleased to submit the accompanying report which presents the results of our geotechnical investigation for the subject project. [ ] The attached report presents the findings of our study and our conclusions and recommendations pertaining to site development, as well as the results - of, ourfield exploration and laboratory .tests. Based on the results of I ] our study., it is our opinion that the site can be developed as proposed provided the recommendations of this report are followed. - If you have questions concerning this report or if we may be of further J. . service, please contact the undersigned at your convenience. i Very truly yours, • • - - - -, - GEOCON INCORPORATED . . .. • S LiWaJj,.; Wes le Spang . Au Sadr - RCE 38789 - S Staff Engineer • . AS:WS.:wm • • - • S •• F ] (6) addressee Ii - - • S -- - .-- - :- •.' S. - - S S • S• • 9530 Dowdy Drive S 5 0 San Diego. CA 92126-4335 . S 619 -x • . - • S • • • S • S - S TABLE OF-CONTENTS GEOTECHNICAL INVESTIGATION S Page Purpose and Scope of Study ...............1 Project Description. .............................2 Soil and Geologic Conditions ...... ... .': ........3 Previously Placed Fill ........................4 Torrey Sandstone' .................................4 Geologic Hazards .................... . ... 5 Groundwater ...................................5 Liquefaction Potential ...........................6 CONCLUSIONS AND RECOMMENDATIONS General .................................7 Grading .......................................7 Foundations ................................. Concrete Slabs-on-Grade .....................10 Lateral Loads ......... ... ..................' 11 Pavement Design Recommendations..................... 11 Drainage .................................13 Plan Review..............................., 13 LIMITATIONS' AND UNIFORMITY OF CONDITIONS Figure 1, Vicinity Plan Figure 2, Site Plan ' S Figure 3, Pavement Section Configuration APPENDIX A ' , ' S •' ' S 5 S FIELD INVESTIGATION Figures A-1 - A-8,-Logs of Test Borings. APPENDIX B LABORATORY TESTING S Table I, Summary of Laboratory Compaction Test Results 'Table II, Summary of Direct Shear Test Results Table III, Summary of Laboratory Expansion Index Test Results,. S 'Table IV, Summary of Sand Equivalent Test Results .- S Figures B-1 and B-2,' Consolidation Curves S ' Figure B-3, Gradation Curve S S S Figures B-4 and B-5, R-Value Test Results S APPENDIX C S , S S RECOMMENDED GRADING SPECIFICATIONS I File No. D-4156-WO1 July 28, 1988 CEOTECHNICAL INVESTIGATION Purpose and Scope of Study This report presents the results of our geotechnical investigation for the proposed development within Palomar Airport in Carlsbad. California (see Vicinity Map, Figure 1). The purpose of the investigation was to evaluate the surface and subsurface soil and geologic conditions at the site and, based on the conditions encountered, to provide recommendations pertaining to the geotechnical engineering aspects of developing the property as presently proposed. The scope of our investigation included a review of the following documents: "Palomar Airport-Former McDonald Douglas Leasehold, W.O.. UH421," dated February 10, 1987 prepared by County of San Diego Department of Public Works. Site plan entitled "McClellan-Palomar Airport Lease Parcel" dated February 16, 1988 prepared by Departme!nt of General Services, Facility and Real Property Division, County of San Diego. The field investigation consisted of a site reconnaissance and the excavation of two large-diameter exploratory borings and ten small- diameter borings. Two test pits were also excavated. The approximate. • • locations of the exploratory borings and test pits are shown on the Site Plan, Figure 2. Laboratory tests were performed on selected soil samples obtained at various depths in the exploratory excavations t evaluate pertinent geotechnical properties. Details of the field exploration and -1- File No. D-4156-WO1 July 28, 1988 laboratory tests are presented in Appendices A and B; respectively. The conclusions and 'recommendations contained herein' are based on an analysis of the 'data obtained in the various phases of the investigation'.and, experience with similar soil and geologic conditions. Project Description The project site encompasses the former McDonald Douglas .leasehold 'property within Palomar Airport in Carlsbad, California. The parcel covers approximately 8 acres and contains a 20,000 square-foot hangar and 12,000 s'quare-.foot office building within the northern portion of the property. The remaining area of the property is covered with asphalt and portland cement concrete paving. The portland cement concrete appears to be in satisfactory condition; no major cracking or distress was observed within the concrete pavement. However, the asphalt pavement is in poor condition as evidenced by a high level of alligator cracking. ' The southern property margin is underlain by fill soils placed during previous grading operations associated with' the construction of Palomar Airport. The fill soils encountered within the exploratory borings extended to a maximum depth of approximately 10, feet in the southwest corner of the site (Boring No. 11). It appears that the site has poor drainage and does not properly drain surface water. There is evidence of'ponding water at the surface and within subgrade soils' which is contributing to the distressed -2- r1. 1 File No. D-4156-WO1 July 28, 1988 pavement condition. A review of County of San Diego records indicates the • presence of a previous landfill just east of the subject property. ri Property development will consist of improving the site to receive aircraft ranging in weight from 12,500 to 70,000 pounds. It is understood V] the 12,500 pound aircraft will be single gear planes while the heavier, planes will be duel gear aircraft. Construction of a two-story office 3] . building and hangar within the, southeast corner of the site is also • proposed. The office building will be concrete tilt-up. Grading is • anticipated to be minimal.. with the exception of pavement reconstruction 1 operations and remedial grading within the proposed building and hangar area. fl 0: The locations and descriptions contained herein are based on our site IEJ . reconnaissance and the site plan provided f or our use. If project details vary significantly from those described herein, Geocon Incorporated should be notified:, for review and possible revision of the conclusions and recommendations that.follow. Soil and Geologic Conditions S . Two general 'soil conditions were encountered within the site: previously placed fill soils and formational'soils of the Torrey Sandstone Formation. r I Each of the, soil types encountered are discussed below: LI 3 . 0 0 File No. D-4156-WO1 July 28, 1988 I - - ] Previously Placed Fill. Previously placed fill,-oils cover the- southern margi 11 n of the site. The maximum, depth of fill encountered was 15 feet in Boring No. 1 which is located 'outside the s7outheast property •. I I -_-•• margin. The maximum depth of fill soils encountered within the property I I limits was 10 feet in Boring No. 11. Typically, the fill soils varied [] from loose to moderately dense; wetto saturated, dark.bro, tan, fine clayey sand alternaing with soft to firm, saturated, dark, greenish brown ..•' sandy silty clay. In general, the .near surface fill soils were Very-soft and saturated. A layer 6f approximately 3 to 4 feet b f very coarse crushed saturated gravel was encountered in the sbutheast corner of the . site. Water was observed underneath the pavement. The results ofthe laboratory tests andvisua1 observations during the fielthinvestigati-oñ indicate the fill soils are not suitable to receive sensitive settlement -. improvements. We recommend the fill soil,beneath. the proposed building * - and hangar be removed and replaced with granular fril soil as discussed hereinafter. 1] Torrey Sandstone. The Tertiary-age Torrey Sandstone underlies the - • of the site and is present beneath the fill soils in-the southern. .majority - - .• - J margin of the property. This formation is characterized by dense to very 'dense, moist to wet, light tan, fine to medium, 'sily.s and. and stiff to; . .:.. . .hard, moist greenish tan, silty to sandy -clay.* The Torrey Sandstone - -•--• .* . •- - *. 'I. . ' .*' -. •.*- 'l S - . . - - . I ri I File No. D-41567WO1 July 28, 1988 ] Formation -typically provides satisfactory foundation support characteristics. Geologic Hazards No faults or ancient landslides are known to exist at the site or in the ] immediate vicinity, and none were encountered during the course of our investigation. ] * The nearest known active faults are the Elsinore and San Jacinto ,Faults and 'respectively, which lie approximately 24 miles 52 miles, to the . - northeast. The potentially active Rose Canyon Fault lies' approximately 4 miles to the west in the Pacific Ocean (Map No 1 California Division of. ,Mines and'deology). It is our opinion that the site could be subjected to -. moderate to severe ground shaking, in the event of a major earthquake along I I any of the above mentioned faults, however , the site is not considered to possess any greater , seismic risk than that of the surrounding -' developments; I] 4 Groundwater J Near - . • surface water seepage was encountered in the majority of the borings within the southern portion of the property.,It is anticipated that the installation of proper drainage systems will elp to reduce the pesence l of water within subgrade soils Trench drains may be required during t . 5.. I - • * 71 'File No. D-4156-W01 . . . . . July 28, 1988 ' -construction operations to facilitate the excavation of saturated subgrade soils, particularly within the^ gravel located in the southeast property corner. ' Liquefaction Potential ] - In view of the relatively dense nature of the formational soils and the lack of-'a near-surface goundwater 'table, it is our opinion that J liquefaction -does not present a significant geologic- hazard ,to proposed site development'. . . . I] / I I 1 -6- - ) File No. D-4156-WOl July 28, 1988 . • . CONCLUSIONS AND RECOMMENDATIONS ] General It is our opinion that the site is suitable for the proposed development provided that the recommendations of this report are carefully followed. ] The results of our field investigation and review of'the County of San Diego pavement evaluation report dated February 10, 1987 indicates the • existing. asphalt pavement section ranges in thickness from 2 to 5 inches for the asphalt concrete and 3 to 12 inches for the Class II Base. The portland cement concrete pavement varied in thickness from 4 to 10 inches ] . with basevarying from 2 to 20 inches. Grading . ' , 0 0 • All grading should be performed in accordance with the "Recommended Grading Specifications' contained in Appendix C. ' Where' the ] recommendations of this . section conflict with Appendix C; the • recommendations of this section take precedence. All earthwork should be 0 observed by, and, all, compacted fill tested by, representatives of our firm. • 0 •• 0 • • 0 • 0 00 0 ' 0 • ,, . 0 '' 0 ' •, File No. D-4156-W01 July 28, 1988 1 . It is our, recommendation that previously placed fill soils within the southern margin of the property in the area of th proposed building and :1 hangar be removed in their entirety. The area of removal should extend 5 feet beyond the footprint of the proposed structures. The depth of removal is anticipated to range from approximately 4 to 7 feet below the existing ground surface. The bottom of the excavation should be scarified, moisture conditioned and recompacted to 90 perëent relative compaction. The excavation bottom should be observed by representatives of Geocon Incorporated to verify that firm formational ground has been exposed. The excavated fill soils are anticipatd to be soft and saturated and should be exported offsite. Granular soil having a maximum expansion index of 50 and no more than 25 percent passing the number 200 I'] sieve' should be placed and compacted within the excavation' until finish grade is attained. The granular soil should be compacted, to a minimum -. of 90 relat'ive compaction percent. 5. To reduce the potential for differential settlement, it is recommended that structures not be placed on formational/fill soil, transition lines. The portion of any building area underlain by formational soil.should be I] undercut at least 3, feet. below the lowest foundation level.. The undercut material should be properly moisture conditioned and compacted to at least 90 percent relative compaction If highly expansive formational materials [1 4 H File No. D-4156-WO1 • ' July 28, 1988 ,are encountered near finish grade they: should be replaced with granular soil as. defined above. . . ri H'' ' •.. . All 'existing undérground.lines to be abandoned should be removed, and the resulting depressions backfilled with properly compacted granular fill soil. Foundations The project is suitable for the use of continuous strip' footings, ,isolated . spread footings or, appropriate combinations thereof if the 'preceding grading recommendations are followed. Continuous strip footings should be at least 12 inches wide and should extend at least '18 inches below lowest adjacent pad grade, into dense formational soil or properly compacted fill soils. Isolated.spread footings should be at least ,2 feet square and extend' at least 24 inches below'lowest adjacent pad' grade into ' dense formational soil or, prOperly'compacte'd fill. '' ' ' 8. We recommend minimum steel reinforcement consist of four No. 4 steel : 'reinforcing bars'placed horizontally in the footings, two,near the top and • ' ' • ' ' • . .: • , two near the bottom. ' . ' •' 1 [1 '• " :,' " . '' ' '• 9 I ' " ' • ' • . ' • • ' I] File No. D-4156-W01 July 28, 1988 ILJ H [ ] The recommended reinforcement presented above is based on soil characteristics only and is not intended to be in lieu, of reinforcement L I necessary to satisfy structural loading. [ I The recommended allowable bearing capacity for foundations designed -] as recommended above is 2,000 psf. The above bearing capacity may be increased an additional 600 psf for each additional foot of depth and an ] additional 400 psf for each additional foot of width, to a maximum allowable bearing capacity of 3,500 psf. The values presented above are for dead plus live loads and may be increased by one-third when : 1 considering.transient loads due to wind or seismic forces. All footing excavations should be observed by a representative of Ceocon Incorporated prior to placingreinforcing steel or concrete. 1] 'Concrete Slabs-on-Grade S Interior concrete slabs-on-grade should be at least 4 inches thick ] and should. be underlain by 4 inches of clean sand.' . Where moisture sensitive floor coverings are planned, a visqueen moisture barrier should e placed within the middle of the sandblanket. At least 2inchesof the and blanket should overlie the visqueen to allow for proper concrete curing. _10- H I H [:1 File No. D-4156-W01 July 28, 1988 - Li F] Minimal slab reinforcement should consist of No. 3 steel bars placed at 24 inches center to center or 6x6-6/6 welded wire mesh. Crack control joints should be placed no more than 20 feet on center to reduce the incidence of shrinkage cracking. [1 1 Lateral Loads Lateral loads may be resisted by •a passive pressure equivalent to L 1 that generated by a fluid weighing 300 pcf for foundations in dense formational soils or compacted fill soils. A coefficient of friction of 0.35 may be used for resistance to sliding along the concrete/soil interface. - -. 'Pavement Design Recommendation The property will be subjected to aircraft loads varying in gross weight from 12,500 to 70,000 pounds. The following pavement sections are lased on the results of R-Value tests of subgrade soils and the design procedures presented in the Department of Transportation, Federal Aviation [,] Administration publication "Airport Pavement Design and Evaluation Recommended asphalt concrete pavement and portland cement concrete pavement sections are presented below: [1 p ll File No; D-4l56W0l .. . S July 28, 1988 . Li S. S S S - . . Aircraft AC Class II Base Subbase . S Gross Weight(lbs) Thickness(in) Thickness(in) Thickness(in) V.S L 12,500 . . 3 5 5- 6 . -25,000 . 4 8 . -: 6 S S 40,000 4 9 70,000 5 . S .o - 10 [1 The subbase material should consist of granular. soil having a minimum R- Value of 20. The existing asphalt pavement may be utilized for subbase if I placed through a grinder and test results indicate an R-Value of at least 20 1 : . Aircraft PCC Class II Gross W617-ht (lb) Thickness (in) Base Thickness (in) ur: 71 S . 12,500 . 5 . -S . • 25,000.6 •• 5 4 S 40,0.00 - 8 6 70,0O0 - 11 - - .6 [1 e above P. C. C. pavethent recommendations, assume a minimum concrete S S ompressiye strength of 3,000 psi and minimum flexural strength of 500 psi. The results of the above analysis indicate the existing P.C.C. [5] . pavementsection can accommodate a 12,500 pound aircraft. Larger aircraft S will require concrete pavement overlays.. S • H As previously discussed, the existing sübgrade soils - are soft and - •. L -saturated '. Hence, we recommend a:filter,fabric such as Mirafi 500X (or equiva1ent) be placed over the exposed subgrade soils in order to provide l2 Al 77-1 File No. D-415-WO1 July 28, 1988 additional pavement support and prevent infiltration of the subgrade soils into the overlying subbase/Class II materials. A cross-section of the I • recommended pavement section configuration is shown on Figure 3. Drainage . • ] 16. Adequate site drainage is critical to future performance of the project. Under no circumstances should water be allowed to pond adjacent I to footings or within pavement areas. The site should be fine-graded such that irrigation excess and storm runoff drain away from structures and into swales or other controlled drainage devices. Roof downdrains, if 1 used, should discharge onto splashblocks and the runoff should be directed into controlled drainages structures. - • Plan Review • :17. Geocon Incorporated should review grading and foundatin plans for !the project prior to final design submittal. Additional engineering Analysis, comments or recommendations can be provided at that time if S) required. S S FE F] EL] S • • H S [IS H 'S • S •• -13 H ' File No. D-4156-WO1 July 28, 1988 LIMITATIONS AND UNIFORMITY OF CONDITIONS ) The recommendations of this retort 'pertain only to the site investigated and are based, upon the assumption that the' soil conditions do not deviate from those disclosed in the investigation. If any variations • or undesirable conditions are encountered during 'construction, or if the proposed construction will 'differ from that anticipated herein, Geocon, ] Incorporated should be notified so that supplemental recommendations can be given. This • report is issued with the understanding that it is the responsibility of the owner, or of his representative,, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and'incorpórated into 'the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. iL The findings of this report are valid as of the present date. However, changes in the conditions of a property can' occur , with the passage' of time, whether they be due' to natural processes or the works of mart on this or adjacent properties.. In addition, changes in applicable or, appropriate standards may occur, whether they result 'from 1gis1ation or • the broadening of knowledge. Accordingly, the findings of this report may , be invalidated wholly or partially by changes • outside our control. ] , Therefore, this report is subject to review and should not be relied upon after a period of three years. ' • • ' • Hi' •H , • H • ":' ' - Fj1L . D-4156-1-.101 .iuiv 2S, 1988 .5 - • 5. .•' 5 I p / 4 I NOSCALE - - VICINITY MAP MISSION WEST LEASEHOLD 5. • - l , PALOMAR AIRPORT . •• . • - • CARLSBAD, CALIFOPIA - ! -•-=''-- ;:'- ---. 5 . S ---- - Figure '1 t • . - .5 ,.. S • . 5 • 5' 5, 5 •••..•,, • 5, .5 5, 5, . •-" - - _•.5- •• .-.S • • • S .. • 5 5. • S _5 •.•• S :. -- -•. S .: • • I . . S I $ 4 - I Elm - _ B-6 B7 TI LN 8 LEGEND 4 B-I2 BIO'J -. • .APPROX LOCATION OF TEST PIT Qcf .._..'APPROX. LOCATION OFTESTBORING QCIf__' FILL Tt TORREY SANDSTONE EXISTING 4 BUILDING TI B-2 L CT ISBN, __ Qlf efP TO RUNWAY -SITE PLAN lei Ou C ON D4GINEEP.SANDGEOLOGLSTS-CONSULTANTS IN THE APPLIED EARTH SCIENCES 3- 91 DOWDY DRIVE • SAN DIEGO CALIFORNIA 92126 PHONE (619),695-2980 FILE NO. D4I56WOI : FIG. 2 DATE 7-28- 1988 3- - • ;- - Lj - - - -'. Tile No. D-4156-vOl jui\ 28, 1988 .fi --1 - - - I - : - -- .. MEN i —i : o ':- ôo:- - •- U 0 CLASS K BASE E J SUBBASE 4RAF SOOX FABRtC 4 , ,-OREQwvALENr SUBGRADE • - - NO SCALE F - CLASS K BASE MIRAFI 500X FABRrC MW -------------"- SUBGRADE [] NO SCALE 0- 0 - • PAVEMENT SECTION CONFIGUPATION -• t MISSION WEST, LEASEHOLD ' .;. ' PALOMAR AIRPORT- 0 IL Ck'LSBAD, CALIFORNIA - - L' -o - Figure 3 - S -. - 0 • -. - 5_._ L $ - •• -, -, 1 - - . - I * * _'.2r¼ .4 "-44' 4 - 4. - 4- 4 4j , 4 ¶)' - - . - ,- ,' .4 , 4... , ç" 4 _- ...,' 4'. 4.1 44. -4. '__. ",,'. 4 . . - -..: •,. . - . . . - '-'4 .., '.''4.4 4- - 4.- 4,,..., '-4 -- 44 .4. 4. ,. - ." .' L"'- - - '4 .- '.1 , _.,.. ,. 4. . '4-. -. .--..' '. ". -" 14 - , ..".- -: •'.. '4-'. -J. • F .4 4. 4 '- .- - '444, '5 4' - • 'e' .,-. 4 .. ,vo ..4 " '--4 4,., . .4 4... 4 ". 4 ...,5 4•'. .4.'- '• '''- r' .. '"'-, " .4 4. - I 4.4 - -4 *4 I 4- ' I .444.'. '-3, -. F s-.' I 4 4 -. .: '.- .,'. . ,.' .'..-,' ..4,.,4'.'.,_4. .4-' '.4. 4 .. .4...'4 . '4'. , '.444 4,_4.f 4 •'_ 4, f. 'S .4 t' (.4 4' -. IS r - - -' - -.. .. - -, '4 .4 '4 4' -. ' -4- 5 S'- " 4, 1.1 '4? ,_ ,-., , .'.': -'... -. 4' - - - 4- - 4 4' , 4. .4. -S - ,,j _.4'4 44.4; '-4 ' ' 44 "44 -S . - - - '-.,& '44-1 4 4.' '4. 4. - .7 - -.4, 1 - - ,, - .4 - C ,, .,,, '-4, ".4 ,5* .444% " - " '-: APPENDI*,. ,,2 , I'-'.4'' 4 .4 - - - .4 4- - < "-4' .4 - 44 4' - "- - ' .4.4 '4 'S 4 - .' 1 - .4 8.. .4 .'. ., '4' .4 '4' - 4' 4., 4. - - '4' '4 4' .4 4.. 44',' 4,' - lw , 01. " 0' - /4 4' '4'.,, - 4.. ' 4- - ' '.4. '4 .. 't fl -, 4' .Z . 4' ,,_ - 4, 4. -' .4 1 - 7 4 4 ,, 1' I. - 4 44 ,-'4 44 - - 4, 4' " 4" F 4, s '4 .4 - 4' 4.4 '4 '.l". 4 44,-S -, IS t. " ,,_ '4 ' . -' .4 .4 .4- ' ._4.I 4- '4 " 7, .4 8, ,_ S j - - - 4. - .4. "4 9 1 - - 4 '4 4 44.4 __7_ .'.',,'_ 4 , •4-_'._/C ,'4..4' ,. .''..'.•.4 '' .'., '...,444-, 'S'. 4'_4._.' ,4., 4' ,_'.-',•,, .., '4 4. 1. '4 '-'-4 p .'- .4 4. $4- 4- $ 4 ' - 4. '4 ' '' - 4, - - _/ -.4 4. - 4. '4 '-'.4 4,44.4 4' 8. - - " 4 '_4 '4 '. "1 - "4.4 - "4 4' 4.' 4' 4'' " - .4 "' 4' '4 4. - '4 4-' ".. "• - " " ' "." 4" '4' " 44 -4 4,... _.4 4' 4-4' 4..'.,, 1_ ," '4'. 4 .7 4. •4. P.4 _ -.4-- 4'._ •'.'.,, 1,4 .4.4 - 44.4 '.4 ' '4- ---4. ' ,,, . 4- - -"- ' ' '4' '- 8. - .4. - 4.4 , ,, •,4'.'.,,4,,,f, 4''.._.44'.' 44'4' "4,, 4'1'4',,,4'4'', '..'..,'s. .4' :.-.-.', '.,,','- .,. - .... -, _ .. 4 4.4., 4.4 9 45 _4' ',4" '4 .4•,_ .'". - 4',.,"(_4'' 7, _''-- ' -''4 1. : 4c''":7 4.4 -.3 Ti I -.4 .... '.- - .3-.,, - 4, '4 4' _ .4 * .. 4' .4.,,,' -' ,, ",, ' " -' -, - 4.4 '4 4. 4, " - -4' ,, ' 44 '4' ._ '.4. •'•. .4', , ,4'._444. ,,44_ ' .-..,?. ' .'.'., ' 4' .' 4 '4. . 4 4 "4'.'. .._-...,_- t ,,4 & '44,.? -' . ,'., •..'.4_t4.',4 4.' 4'-. 4', 4 '4- '4, - - 4- - 4, 4 8.4'.'. 4' . ' ' "i' 4.4 4. .4 '4' 4' '4 .5 4' ,, I ,' .," "4 - 4- "Z .1 _ '. -,, - '4 ' -*.''*-;.,-Z' '.4.4 4' 44 ",,". ' "4. ." .:'' - '8. 4'.,, 4' 444. 4,- '4 i,- "'4 -' - " c . .44 4'.-,. - "i .4-" .4 .4 - ' .i4.-' - '. - '. - - e. 5' 1 4 - - .4) •'._ .4'. r '4 -'.4 - - - . '--. .- 1; - . ', 4' -.4 .4 j' - 5" ,_" -. - '4 'l , 1. - 4- '4 '4 :. 4' '- r_ '. 4' - 4- 4' .4'- - '1.,-' .. :' - - - 4. -4' '4 4, -'4-,. .4 4 8" C - - '- ' -.4 - t - ' " ..r- - ''4 .-' -4. 5' .4 7,'t .4. .4 .4 , .4 '4'.'" 4 , '4.- '5 r ' " - 4- " " -4' ' -- .:,': . . .. . .;f - .' - .'.. ;' 4 ' - .- ' .7 ,. File No. D74156-01 ' - July 28,. 1988 . U , - APPENDIX A FIELD INVESTIGATION The field investigation was performed on June 13 through June 27, 1988 and consisted of .a visual, site reconnaissance and the excavation of two exploratory large-diameter borings, ten small-diameter borings and the excavation of two test pits by coring the concrete-slab in two locations. The approximate locations of, the excavations are shown on the Site Plan, Figure.2. loll The 'large-diameter borings were advanced to a maximum depth of 27 feet below existing grade using an Earth Drill (E 100)truck-mounted drill rig LI '• . equipped with a 30-inch-diameter bucket. The small-diameter borings were advanced to maximum depths of 17 feet below existing grade using a B-5. Mobile drill, rig utilizing a 6-inch diameter' flight "auger. . Relatively U ' . undisturbed.:samples were obtained from the borings by driving a 3-inch O.D. split-tube sampler 12 inches into the undisturbed soil 'mass with a Kelly Bar.weighingapproximate1y 4 ,000 pounds. ' Standard Penetration Tests (SPT) were performed during excavation of 1] , small-diameter borings and the 'results -are shown on the boring logs., The '• • soils encountered in the boring were visually examined and logged. Logs of the borings are presented on Figures A-1 through A-8. 'The logs depict • the soil and geologic conditions encountered and the depth at which . • . samples were obtaiied. 1] LU.: O. D-4156-1401 ..i. 2S, 1988 * '- • - h • BORLG 1. 9 61388 ELEVATION DATE DRILLED ' ' 3 W. EQUIPMENT :E_.100 Bucket Rig MATERIAL DESCRIPTION - CL Asphalt 3", 3" Base FILL 2 )'lI Soft, sauated, dark tan, fine Silty , B-i L-SC \ Sandy CLAY BULK -ANPL] il / BI-2 Firm, wet, grayish green, Sandy Silty CLAY PUSI 104.7 20.2 6 : with little gravels alternating with J. . . loose to medium dense, moist to wet, • dark tan to gray, Clayey fine SAND :s 10 B1-3 I Ill - .-' - - PUSH 104.0 21.7 . 12 - Soft to firm, wet, black to - • . -:: brownish green- Sandy Ct5AY with abundant' organic particles/roots 14 Bi-4 \ f contact subhorizontal 8 121.0 12.0 - 16 J:j 3M TORREY SANDSTONE -. --H Dense, moist, very light tan to white, fine 18 I I I Silty SANDSTONE 9 ..° HI :: - BORING TERMINATED AT 22.0 FEET - f •Fiure A-i; Log of'Test Boring 1 kT] [J.....$TAUOARD PDlO TEST 1- DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS -• • S - .GMPLE - CHUNK SAIPLE ._ WATER TABLE OR SEEPAGE NCTE THE LOGOFSUBSURFACECO ITlO •ON APPLIES ONLYATThE SPECIFIC BORING ORTPENCH LOATIONAND - - T • ATT.E DATE INDICATED ITISNoTw4;A DTO I1TATVOFSUBSURFACECONOTONSAT OTHER LOATtONS AND TIMES - •• . S - - *5- •S S S • • -. . . S • - - •: - -. - S. . • S :.-Ve So. D-4156-WO1 S, 1988 0 U) 0 cc BORING L z ow * Z ELEVATION DATE DRILLED----6/13/SS 0 E-100 Bucket Rig zwm Lux 5z 20 U • EQUIPMENT • MATERIAL DESCRIPTION 9 - = Asphalt 3" (alligator cracks) CL - \ Base 4" (saturated) •. CL!. \ FILL SM-SC saturated, brown, Sandy CLAY.- \oft, B21 .. Firm, wet to moist, greenish brown, fine PUSH 98.9 24.6 6 Sandy Silty CLAY alternating with medium 0 - dense, dark tan to brown,.Clayey Silty - ____ — SAND with little gravel and particles 8 of •greenc1aystone — CL Firm, wet, medium brown, slightly Sandy 13 B2-2 CLAY 2 101.8 21.9 ML • \_ contact subhorizontal •. 12. - '• TORREY SANDSTONE \ Medium dense, to wet, light green, Clayey - 14 -:1:: \ sILTSToNE,;finely bedded ironstaining- \ at bedding joint s 'becomes dense, moist to damp, SandyClayey -I SILTSTONE - : • BORING TERMINATED AT 17.0 FEET - * I&1 •.*-. - I Figure A-2, Log of Test Boring 2 - • 0, rt1 I SAMPLE SYMBOLS D_SAMPIJNG UNSUCCESSFUL _STANDARD PENETRATION TEST • _DRIVE SAMPLE (UNDISTURBED) - DISTURBED OR BAG SAMPLE .._ CHUNK SAMPLE • . - WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLVATTHE SPECIFIC BORING OR TRENCH LOCATION AND ?- 1 ATTI DATE INDICATED ITS NOT WARRANTEDTO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS ATOTNER LOCATIONS AND TIMES ile No. D-4156-WO1 uiy 28, 1988 o , 8 < BORING 3 . . zw out Lu - 0 L6 ELEVATION DATE DRILLED 6123/88 - 2 - . - B-51 . .zo~ EQUIPMENT twm wO >° • cr MATERIAL DESCRIPTION 0 II Asphalt 3 :•. . - Base 7" 2 :1....ML FILL (trench backfill) . .. Medium dense, wet, yellowish tan, Sandy - / Clayey SILT B3-1 SIC 63 6 TORREY.SA1m STONE - . ::•,'. Dense to very dense, moist, white to light - 8 tan, fine Clayey SAND SM Becomes orangish tan, fine Silty SAND 10 with little clay - \ '12 - - . BORING TERMINATED AT 10.0 FEET - BORING 4 -ó A -' sp1-.a1 - \ Base5" CL . TONE TORREY SANDSTONE 134-1 'Firm , wet, orangish tan, Sandy CLAY ,ULK SAMPLE 7:: SM-CL . 34-2 F / Dense, moist to wet, white, Clayey SAND 42 .01 Alternatiting stiff, moist, light green, -. . . Silty CLAYand light tan, very fine, to fine Silty SAND with some clay, heavy iron staining along the joints - BORING TERMINATED AT 10.0 FEET . ... - - , . Fi -urc \-3, Log of Test Borings 3 and 4 SAMPLE SYMBOLS 0 SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST - DRIVE SAMPLE (UNDISTURBED) _DISTURBED OR BAG SAMPLE IQ —CHUNK SAMPLE _ WATER TABLE ORSEEPAGE tjF ACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR T R E N C H L O C A T I O N A N D IN! D1 E i;D IT SNOT WARRANT EOTOBE REPRESENTATIVE OFSUBSUR FACE CONDITIO N S A T O T H E R L O C A T I O N S A N D T I M E S El File D-4156—WOi Ju1x2S, 1988 - - SAMPLE NO. 61-2 i. 2 -ii z 0 4 0 Z 0 0 I— z 6 0 cc i U 8 .9 10 0.1 0.5 1.0 50 10.0 - APPLIED PRESSURE (ksf) - j. INITIAL DRY DENSITY 100.0 (pcf) [ INITIAL WATER CONTENT 25.9 W. f7 [31 . • CONSOLIDATION CURVE . MISSION WEST LEASEHOLD PALONAR AIRPORT c CARLSBAD, CALIFORNIA - Figure B—i • 50.0 100.0 r INITIAL SATURATION 100.0 (%) SAMPLE SATURATED AT 0.5 (ksf) .0 • 2 0 Lu 4. • I 4 . 1 .4 , '*. .4 .4 . I ,—WATER ADDED . 4 *.,... I.., 1I IILIE —:c -- i-Li- Rt 11111 '-I I I 'Ill I iii:T I III 1I 4*.. I INITIAL DRY DENSITY 98.9 (pcf) INITIAL WATER CONTENT 24.6 (%) INITIAL SATURATION 100.0 (%) SAMPLE SATURATED AT 0.5 (kf) .c No D-4156-WO1 : S 1988 SAMPLE NO. B2-I 4 • . - - . • • -- 4 '• . . - • . ;, , ; - * 4 * 3i- ''I • - '., . - * _.&- . .- . . - . '. CON SOLID A1]ONCURVE - •: -4 MISSION WEST LEASEHOLD 4 . PALOMAR AIRPORT 'I 4. .4* I CARLSBAD, CALIFORNIA .4 1 • *•_y_** :-'... I. nt.4 a - Ii 4 . .4- . .4.-- * • ___ ____* * C) I—. q. U.S. STANDARD SIEVE SIZE ___ INN ___ll -4 a — IlIlIUlU MINE ___ ____ ____uuuiuim linommilmillom ____ ____ ni ____ ____ ouniiii_IonuiIuoh1uuI•____ h1i111ISWhuh1MI_1111111._rflhII I1iu.._iuiuiia ME ____ IIiuIlaNwuuIhIoumIaI____ un Ulh uuawuia unuiumiirnInu•mi_inn irnui uiiiminIiuizu_lull... Imis ____ __ _ _ _ - uiiii_iOIIliRI_loInh.iI'la uuuuuma m ihIUa_liii... ____ a. mil uhullllul_.ii.iiiia_IIuIiU IIIINIR___ niuiiiiiiiiiiii_niiiiiu uuuuiim•_uuuuiuniiun - iuuiuiiwiii oiirnuuai. uinuiu ____iiiiuia :!uuul____ iuuiuiirni NINON i inuiiiui inuiiiu .1iuoumuaam. IIIIIIUMIIIIIUIUJ. iouONEiu . IllhllilU lNUIlil1!UIU MEN ]HOME uuui unu INN a 1111011 ONE uuiui 'uuuuiuiioiiui uiimiui inumimoiiuua muiui llloommililloommli-lilllami, 1111L1 ____irnrnuii NEW uiiiui uuimii___ iuuuii uiiuuiva- Hull..____ ...j1uuuuuuiwiuui ____u1uuuiuu uuiiumu ____uuirnuuiu inuua•.____ ivaiai i uurnuiu____Inuiiii ____ ____uuiii llillm=lIll•lRHlillUN uillIlliUF uiuiuiuu---iuiiiuii 1111111. anal .x.I.l [.1a 4e1:I:14. 1I.JlW 4•JI1 JII F.(.7iIi t1'1I'L JII SAMPLE NO. DEPTH ' CLASSIFICATION NAT. WC ' LL ' PL P1 1 1 4-2 2 CL èllowish brown Sandy ilty_CLAY 7-2 5 CL _livebrown,__SandyCL GRADATION CURVE - 41 I r 7940 Arjons Drive, Suite & San Qiego,'CA 92126 (619)69330:..rifm RESISTANCE "R" VALUE CA TEST 301 Report ' 1- 1 , Date File No. 4/S7 — yJ / ' R.V.# 27 Client thE )COkJ ' Project Designation O.AJA , •5A //-,2 Sample Identification 2- _______________ A 'B 'C D Compactor Pressure, psi • 40 0 Moisture @ Compaction, % ' • 2 . - Density, pcf q7,7 'R-Value 4 - Exudation Pressure, psi 0 0 Stabilometer Thickness, ft. - ),7 • Expansion Pressure' Thickness, ft. , 0 • • - Traffic Index (Assumed) 0 Sand Equivalent 1 ' R-Value - Exudation Pressure 4 4 RValue-Expansion Pressure ........... 0 • 0 0 • R-Value (At Equilibrium) L - - 0 • - 0 (619) 695-3730 RESISTANCE "R" VALUE, CA TEST 301 ReooLOI Date 7-/3 - File No. 41 - 'o/ (5') R.v. # Client S Proiect Designation lt~LAE1-/O Samole Identification A B C D Comoactor Pressure, psi 75 Moisture @ Compaction, % .4- Density, pcf P-Value Exudation Pressure, psi . 4Q Stabilometer Thickness, ft Expansion Pressure Thickness, ft. Traffic Index (Assumed) Sand Equivalent 3 R-Value - Exudation Pressure L , 9-Value - Expansion Pressure P-Value (At Equilibrium) <Z - AMERICAN ENGINEERING LABORATORIES, INC. Reviewed by: 2-GE OCON, INC. Figure B-5 ".' a ' .:H, • •. -. ..: •. v .. .4... '8 •. . .. . . . . . I 4.,.: ,.: . •. , ,.,,. •.• . .'• . . -. - •.'._•'• - - ..... , - •. - -: . - . -. • -; -'. 'C,' .,Cy,1.:•.'..,.. ., ' - . .'.. . - . - . . - ..' --T.'•:. • . 4. 4. .4. £ ••._• . ..--..-t..-' ,. --. .. • * - .' .- ,. - -:-- . " ''H. - 4 - - I - . .: ::-.'.-- £ £'', . i.., .• 4. S ,, ' :' ., •--. : ;- ;- - - .., • - _•_•_•4.••'.___ • C. * ... :- -.. - ',,.. . •* 4. ... r - •i -: - .44;' ,_ *'• r 7. 4.- '4 -. '8 - - 454•• :, ,:,_'.'%'*"4- .'.:...:. ...-:. •.'. -' •. ..'.4''•'( 4. _'(.__.':'.._-. .. .. ..-'!'1.-..'4- r ." - 4 •' '4 .4. .j 4._c __r -'-- - - 8. r --.. .._. g -1 I 2 .4' ' ' !' .__1 - - ,• S 4... APPENDIX 14 Ij 1 ,j.4è4'58 4. "' . - I$. 4 - t'4.AI • 44, #4.4) 4• .4 CC .4. •_4.4**5., 4. , - , .. '-, ,4 _,, ,,. -. .4. . • _l - - '? .;;44,. . •'-. r,. & - t S I ". • ('-4 / -?- -- " , f 2 c -: . - t•,. .4 - '- ' e' - I -- - .- - . .;-"• ,.:.., . ' i-- -'c. -" - •' - - , _ ,, .. • '.--. 'w z- - ,, I. I t '4' - - --'4 . - - ": . '4. .,- .--.. 4-- • - ...-• ............'. . .-,, •.. . -- .. f4• - 4 - , - , '*, _.4 ' '4 "4 - .4 -C' ',. ( - '•' - ..., 4 .4. ---.4 "4 '---''4'44 '';.-...:._._-;- ,.-'c4 _._,44 • ZZ'';'s'.L-'--.,~-'-s.---4.'4'4.1 j- :.-- - -- •' ' •--- t_' • - - -4 - ..-. .j$', " .....,,:.-..C'"..t,:- r - ', • " , .' - - - 4. - ''S•'f' •'.- . '- - 4.4' . .4' . 4.. ... .,_.4 ., . "- - '- ... - - -. '4-_. - ' '•---.'- •'-- - -'4..--.-- - • • - ••,.. .:.:-,';':'. .• ;:-,, ,.4Z'T'y - . -I ,,. t: -, _•? &:,-' , - -' •' .•' '• ._ 4 L 4'8.. ' ,• '4 Z" 4. 8 - . '44. • -. - - e . , 4-" ' .4 \ $1 - - •i '4 • C " - •- - 4 - - 4 f 4 - 4., -.- A i •,_ .45 4. - . - ..' uz er nL - 4. '4 • .4 ,_,L•,, •-. 54.4 '4' '.. '4. 8 -.4. . 4 •• _ .4 • 4 4 '4 '4_s- .,/. • _'-'c:. - .. '8 . - - -'-4.-, '" ''4 , ',-.'4' ..r.. .' -........_s."r.--- •'-. - - C - 4- - - - !_. •;4_, - - 8-. - .-. . •: -: -.- - .• . • .-- -.-- : - - -'-' . •-...# . .. .-.. - -. -. * I -T File No. D-4156-WO1 July 28, 1988 RECOMMENDED GRADING SPECIFICATIONS 1. General These. specifications have been prepared for grading of the Mission West Leasehold, Palomar Airport, Carlsbad, located in San Diego California They shall be used in conjunction with the Geotechnical Investigation report dated , July 28, 1988 prepared by Geocon Incorporated. . . . 1.2 The contractor shall be responsible for placing, spreading, watering and compacting the fill in strict conformance with these specifications. All excavation and fill placement should be done under the observation of the Soil Engineer. The Soil Engineer should be consulted if the contractor or owner wishes to deviate from these specifications 1.3 The grading should consist of clearing grubbing, and removing from the site all material the Soil Engineer designates as "unsuitable"; preparing areas to be filled; properly placing and compacting fill ' materials; and all other work necessary to conform with the lines, grades, and slopes shown on the approved plans 2 Preparation of Areas to be Graded 2.1 All 'trees and shrubs not to be used for landscaping, structures, weeds, and rubbish should be removed from the site prior to commencing any excavating or filling operations 2.2 All buried structures (such as tanks leach lines, and pipes) not designated to remain on the site should be removed and the resulting depressions should be properly backfilled and compacted prior to any grading or filling operations 2.3 All water wells should be treated in accordance with the requirements of the San Diego County Health Department. The owner shall verify the requirements. 2.4 All vegetation and soil designated as "unsuitable" by the Soil Engineer should be removed under his observation The exposed surface should then be plowed or, scarified to a depth of at least 12' inches until the surface is free from ruts, hummocks, ' or other uneven features that would prevent uniform compaction by the equipment used FA 2.5 Where the slope ratio of the original ground is steeper than 6.0 horizontal to 1.0 vertical, or where recommended by the Soil Engi- neer, the bank should be benched in accordance with the following illustration. NOTES I (1) "B" should be 2 feet the wider than com- FINISH GRADE paction equipment, A_ORIGINAL GO."D and should be a minimum of 10 feet //'N wid e. SLCPETO BE FINISHED S LCPE SUCH THAT SMUGHING OR SURFACE The outside of the bottom key should be SLIDING DOES NOT CCCUR REMOVE AS NOTE 2) below the topsoil or B slopewash and at RECC.IENDED BY 'KEY 5 least 3 feet into -SO I L ENGINEER (NOTE I dense formational ma- terials. Ij 2.6 After the areas have been plowed or scarified, the surface should be disced or bladed until they are free from large clods; brought to the proper moisture content by adding water or aerating; and compacted as specified in Section 4 of these specifications. 3. Materials Suitable for Use in Compacted Fill 3.1 Material that is perishable, spongy, contains organic matter, or is otherwise unsuitable should not be used in compacted fill. Material used for compacted fill should consist of at least, 40 percent fines smaller than 3/4-inch diameter. 3.2 The Soil Engineer should decide what materials, either imported to the site or excavated from On-site cut areas, are suitable for use in compacted fills; the Soil Engineer should approve any import material before it is delivered to the site. During grading, the contractor may encounter soil types other than those analyzed for the soil investigation. The Soil Engineer should be consulted to evaluate the suitability of such soils. 3.3 Any material containing rocks or hard lumps greater than 6 inches in diameter should be placed in accordance with Section 6 of these specifications. 3.4 The Soil Engineer should perform laboratory tests on representative samples of material to be used in compacted fill. Such tests should be performed to evaluate the maximum dry density and moisture content of the samples. The tests Should be performed in accordance with accepted test methods of the American Society of Testing and Materials (AST1). I ,. .. .• "' i'. 4 14 4 Placing, Spreading, and Compacting Fill Material ' 8' '4.1,-. Unless -otherwise specified, fill material should be.compacted while •. at 'a moisture content near..th dptimum moistur&content and: to, a relative compaction of-.atle'ast 90 percent as deterrniiied by accepted ASTM test methods 4.2 Fill materials shoild be placed in layers that, when compacted;1 have a relative-compaction ihconformance with the project specifications.' Each' layer shoi1d be spread eieñly •and mixed' thoroughly to provide uniformity of materials in each layer . ,4 .3 When the moisture content of the ,fill material.' is less than that I .' "• •. recommended by the Soil Engineer, water should be 'added until the moisture content is as'recommendd. When the moisture content of.-the :. . 'fill material is more than that recommended by the SoiIEnginee, the fill material should be aerated by blading,'mixing', or-other methods until the moisture content is as recommended. .t4 t. I -. .. ,'_ •,b, - '• 4.4 After each layer is placed, mixed, and spread evenly,, it should be - - ' 'thoroughlyompacted to the recommended rninimumrelative compaction. V I " /4 • p : •) 445 The fill should be compacted by sheepsfoot rollers, multiple—wheel pheumatic—tired rollers, or other types of compacting rollers that are capable of compacting the fill at the recommended moisture content Each layer should be rolled continuously over its entire .— . ., ..,area, until the recommended :minimum relative 4éompactidn is achieved'- 4 . •• - throughout the fill 8 - • • ..&• - -I ,. .. . '' r - j -. 4.6 The fill operation should be continued in layers, as specifidabd, ' 'until the fill has been brought to the finished siopes'and"grades shown on the approved plans pp 4 - •': , 1 P. ' \ .-47 "Fill slopes should be compacted by shepsfoot rolles,''by track ' — walking. with a dozer, or by other suitable equipment Compaction operations should continue until the slopes are properly compacted (that is,,in—place density tests indicate a relative compaction of at ' least 90 percent at a horizontal distance, of 2 feet from.. the .slope'- face). : - ' -.• .- 4, ' " .. •. k-',. .,, , . . - ' , ,r ' ,f c 5. Observation of Grading Operations - .5.1 ,-,,,The Soil Engineer should make field observations and perform field and lábcratory tests diiring the filling and compaction'operations; so that he can express his opinion..whether or ?not.the grading has been performed in substantial compliance with project recommendations 4 .d M 4 5:2', The Soil Engineer should perform in—place density tests in accordance - . - with accepted ASTM test methods ;"such density tests should be :mad . in - f the coraactedrtaterials below the. disturbed'surface. When results of r tests taken within any layer indicate a relative compaction below that recommended, that, layer or portion , thereof should be reworkd until the recommended relative compaction is obtained 8 8.'• Vp- S. . - • .. •••. -•, -. V. 4 •'• I' 'r. • • •.•P ' • • - 4 • .8. .c . ,. . . • -- . . - . - .....- I P ••4, •. $ .. V ' • • '• ' 'I - p . ' ' - .'• • •• •V V • • ••c'.., • •, ' - V . - - p•.,-. ,., - -• -' ,...'•*.p•, ' - $• p . .- • I t, ,. .•Ii. - V 14 - 6. Oversize Rock Placement 6.1 "Oversize" rock is defined as material that is greater than 6 inches and 'less than 4 feet in maximum dimension. Material over 4 feet in maximum dimension should not be used in fills. 6.2 "Soilfill" is defined as material containing no rock fragments over 6 inches in maximum dimension, and containing,at least 40 percent (by weight) soil sizes passing a 3/4-inch sieve. Such "soilfill" should be compacted in accordance with specifications f'or structural fill. 6.3 "Rockfill" is defined as material containing less than 40 percent (by weight) soil sizes passing a 3/4-inch sieve. Such "rockfill" can be placed. in areas designated by the Soil Engineer and approved by the City' Engineer. Ll 6.4 The Soil Engineer should continuously observe placement of oversize rock. 6.5 Oversize rock should be placed in accordance with the following illustration. ZCUE B WIhRO4 DETAIL (Plan Vie.) CEA4 SA?4O FtOCCEO -' FILL IDlES AF.Ol.PO SOIL CGVER 41 MIN ;/K.2). ."C) ___C/ MIII LEGEND ZONE A: Compacted "soilfill." In public right-of-way areas and easements, ZONE A should be at least 10 feet thick and should extend at least 3 feet below proposed utility line depth. ZONE B:. 'Rocks 2 to 4 feet in dimension placed in windrows in compacted "soilfill." ZONE B 'disposal not per- mitted for slopes steeper 'than 2 horizontal to 1 vertical. ZONE C:. Rocks 6 inches to 2 feet in dimension, uniformly distributed in Compacted soilfill * - i; . i.Le No. D-4156-1401 :. July 28;1988 d BORING 5 - ELEVATION DATEDRILLED 6123/88 D En a - ' B-jl -MO ,- z 0 EQUIPMENT - MATERIAL DESCRIPTION 0 Asphalt 3" CL Base (Class II) 7" CM. : 2 TORREY SANDSTONE -: Firm to wet, light tan, Silty CLAY with - I little SAND 50 101.8 21.9 - 6- I BecOmes very stiff to hard, moist, grayish green, Silty CLAY t'o CLAY / . 8 SC-SM Alternating with very-light gray, fine Silt Clayey SAND BORING TERMINATED AT 10.0 FEET 12 - --. BORING ,6 0. Asphalt 3" - - \ Base 9" - 67. 0P:• :' - • :-Qo.b FILL 4 Medium-dense, saturated, very coarse GRAVEL (up to 3" dia.) - - 6 'Soft, saturated, black Sandy CLAY • '. •- - -'. '1 - •-• - BORING TERMINATED AT 5.0 FEET (cavig)'. - - • - -- ' & •.. Figure-A-4, Log of Test _Borings 5 and 6 I SAMPLE SYMBOLS • 0_ SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST DRIVE SAMPLE (UNDISTURBED * Z DISTURBED OR BAG SAMPLE - CHUNK SAMPLE .' ..... WATER TABLE OR SEEPAGE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING OR TRENCH LOCATION AND DATE INDICATED. IT SNOT WARRANTEDTOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS'ANDTIMES. :1 File No. D-4156-W01 July 23, 1983 4 C BORING 7 zUj wif 6/'3/88 ________________ ELEVATION DATE DRILLED woo - B-51 z 0 EQUIPMENT MATERIAL DESCRIPTION As phalt 3" CL 2 i37-1 - -- FILL 19 95 23.0 - CL Soft, saturated, Sandy Gravelly CLAY • TT Firm, wet, brownish green, Sandy Silty - B7-2 l. i... IL-SC CLAY \ 25 - .-• -.: \ cobble B7-3 Alternating medium dense wet, dark tan, 27 102.9 22.1 - 8 fine Clayey SAND with greenish brown, Sandy CLAY -_10 :•- - • B7-4 18 - 12 B7-5 24 1 1nog 7fl I TORREY SANDSTONE • -. 14 Very dense, moist, white to light gray B7-6 - _____ J fine, Silty SANDSTONE, iron staining along 64 I SM Joints 16 - - - • BORING TERMINATED AT 16.0 FEET 18 - - BORING 8 Asphalt 3" -- • ::.--: _____ Base 12" '•9: - 2 . GP FILL Medium dense, saturated, coarse GRAVEL, 7jC_ \ToPsoIL - - Soft, saturated, black Sandy CLAY - - -. BORING TERMINATED AT 8.0 FEET (caving) Figure A-5, Log of Test Borings 7 and 8 F 01 0_ SAMPLINGUNSUCCESSFUL STANDARD PENETRATION TEST - DRIVE SAMPLE (UNDISTURBED) SA;--?LE SYMBOLS - DISTURBED OR BAG SAMPLE CHUNK SAMPLE • _.. WATER TABLE OR SEEPAGE - E THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHESPECIF(CBORING OR TRENCH LOCATION AND 0A INDICAED IT IS NOT WARRANTED TOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS ,TOTHER LOCAT(ONSANDTIMES . 4 .4.- File No. D-4156-W01 - July 2S, 1988 >4 cc U, BORING 9 -. . • -. . z 6/23/88: ELEVATION - DATE DRILLED t i E - - U) -. i EQUIPMENT i'-"Cr w9 >°- 0 8 MATERIAL DESCRIPTION 0 Asphalt 2.5", - I j = B9-1 Base 5" 14 88 33.0 CH FILL - Soft to firm, wet to saturated ' -black • - 4 - — _____ to dark gray, slightly Sandy CLAY - - B9-2 M. - . 50/ - 114. 13.4 si 711 - 6 -: TORREY SANDSTONE - • - - Dense to very dense, white, fine to medium Silty .SAND, iron staining along the joints -- 1. • ...•IIII. : . 4 :11:1.: • —10 ___ 4 1 BORING TERMINATED AT 10.0 FEET ;. -12 • • .4. . 4 - -, BORING 10 0affilmom Asphalt.4" . Base 9" 0.0 2 GP FILL - - Medium dense, saturated, very coarse .•'---•-------- - VEL / CL-CH Soft to firm,--satiirated; dark gray 6 to brown, Sandy ,CLAY - - ..,/,i:.. - 4 • . -.:: SC-SM . 4 - - _____ _____ _____ • :I.,1•: TORREY SANDSTONE - r .- / Dense to very dense, moist, very light • BO-1 .:.I.. - tan, very fine to fine Silty Clayèy 1 DOI SANDSTONE \• - BORING TERNINATED 4 AT 10.5 FEET . V - . Figure A-6L6g of Test Borings 9 •nd 10 . V - SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST - DRIVE SAMPLE (UNDISTURBED) SAMPLE SYMBOLS _'DISTURBED OR BAG SAMPLE _ CHUNK SAMPLE -. — WATER TABLE OR SEEPAGE NOT-- THE LOG OF SUSUFACE CONDITIONS SHOWN HEREON APPLIES ONLY ATTHE SPECIFIC BORING ORTRENCH LOCATION AND - AT HE DATE INDICATED, 17 ISNOTWARRANTEPTOBE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. . - V - •4 - File '.o. D-413-U01 Jul'. 25, 1988 - . BORING 11 - . - J., ELEVATION DATE DRILLED 6/23/88 B-51 -• - — EQUIPMENT MATERIAL DESCRIPTION 0; - ____ ________________________________________ • :.i _____ Asphalt 4" \Base 9'! /:.. SC-CL -FILL,/37 - B11-1 Medium dense, wet, tan, Clayey SAND with 4 B11-2 chunks of green CLAYSTONE BULK EAMPLE iCL B11-3 Become.s stiff, wet, dark grayish green 39 104. 19.1 / Sanay CLAY - / TORREY SANDSTONE 10 - BI1-4 ' Very dense, moist, very light gray, 501 -Ism - Silty SAND . .. . 7" 02.8 20.8 , — 12 BORING TERNINATED ATE 10.5 FEET BORING 12 0- • . -:-:.: - _____ Asphalt 2.5"I I —sc Base 7" 2 TORREY SANDSTONE •. ULK S AN LIE - - B121,jf .-::-. Dense, to very dense, moist, very light • -:1 -: gray, very fine Silty SAND with little. clay . - - B12-2 -. 50/ 95.1 26.9 _\911 BORING TERNINATED AT 6.5 FEET ' • - - - . FigureA-7, Log of Test Borings 11 and 12 - SAMPLE SYMBOLS 0_ SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST — DRIVE SAMPLE IUNDISTURBEDI DISTURBED OR BAG SAMPLE —CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE, THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLYATTHE SPECIFIC BORING OR TRENCH LOCATION AND AT 7,i;- DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. }ile No D-4156-WO1 July 28, 1988 1141 1) ii Li 'SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST - DRIVE SAMPLE (UNDISTURBED) - DISTURBED OR BAG SAMPLE -CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE THE LOG 0FSUBSURFACE CONDITIONS SHOWN HEREON APPLES ONLY ATTNE SPECIFIC BORING OPTRENCH LOCATION AND * AT THE DATE INDICATED. 17 ISNOT WARRANTEDTOBE REPRESENTATIVECF SUBSURFACE CONDITIONS AT OTHER LOCATIONSANDTIMES , .'4--.- & - - ' _,, 4, ii-. '- :'t'1. -ll ; - z4-4- 4' - - - - ".'. - ;. 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'.4 _'4 4, .4 .4 .. - -. -. 4- '- ¼'- '4 - .. - 44 4- -4 4-. 44 4-. 4 - 4.. 47 .4 - 44.4 - 4 44 .44-. _ _ 4- - .4.11 .4- .4 4* 4- .'44-'4 ..,. '4 44.4 .. 4. '4 - .7 .4- 44 ,-; 47 4- 4,,-. _4. 44 - 4_'.,4- 9 .'..47 ._._____4' ,-.4 4.4j':'F?44 *4.4..,41L. 1' -. - -4 . . #4•' '4 .4 44 4-' - 4-' .r.- -, - '.44 4-4. .4 4, 4 4- ,.4- -4- 44 C 4.4 4- fr .'. ..'.' 4- 4- 4- 4- -' 4- - 4 " .4 '4 4 4-,' - - 44 4'4-- .4 -4 - :- : - - - 4- 4 .4-4 .7 .44 - 4- .44 -4- 4• .4- 4,. .. 4- .' 47 44 % " 74,-;-...':.-s''_ - 4. 4 .44. .4-. '4 .4 .4- 1 1-. 4, - • 4- 4_.4 4 * -4 4* 4 - 474 ,4 -4- j -.4 .-44 '.. '.4 .4? .- ... -; ,. - ,. -. .44.... - 4.44 -- 4-'4- '" ' 4-4 444 9,4 • -'.4 -- 4. '4 "4' - - -.9 ' -4-- -4-' ..--. - - .4.: ,447 '4 . ,.4 4. .. .. .4.----' -%t'. 4 -'4,-- 44 - r 4-4.4 4-4- .4 44... - .7 - - 1- 4- t. 44 '4-..-. 44 --.- 4- .4.7_,4!.. ' .4 4- 4. '4 -. '.7 '4 .4 -.4 / .4 .4.- .4 .1-i 4. 1 4-,,, -.3. - •',-,".'?. .,I... 4,,.r17 4? C_--?.. ...;. -'..' .447 4-..- .4- - .: - -,: -' -. ._--w'.4..t-.a - •. St. -.. ' -- 4- _. . .4. :, _ -.;4_ - 4- ,.4. 4. '4-" 44 -. -', -: : -' i - '- "4-.4, - I - .---- -'--_-' , --.4- :' '' " F 4- .4 ' 4- 4. 1. .., A i. e 1 ' 4 -.4- .4 - 44 -, 7 4- -.4 4 .4 .4 -. 4-.' 4. --'•.i- •.4 . . - 194,, ._ 4- 44 4. 44 .4.4 4- -, -4 ¼ ._ 444 -#z.. 7. 4- -.- -• .4 .4 4- - .4 .4 % ' 4' ' 44 - A 4- 4-' - 4-- 1 _-.#4'"4 -. '- 4-. -.. 4 7 .4. -4- -.4 -j- •...-. - .4 , 4.; -.4. - 1. .-1_ 4- - 44 .4 .4 '4- 4 4-44 - 4-: - 4-: - % 44 .4 __ 45 4 ,. 4- ' 44 '4 44-4 44 -4 - .4, 44 ''4* - 4- .'4 ,.... 4- 4. 44. & -4- .4- 4- 44 _4_ 4- .4 4-. .4 -..'. .4-4 - 4 .4 -4 44,. .4 4, -4 44-4 .4.4 4. -4' 4. 4 444- -. - - -. '4-' ' S• .44,4,4.7,: '4, .4-' -71' .4 . - - - - . - '..:,'.,--..4,,..-.4 - .4 ,4 11 ..7 .4-4 .4. 4. -4- .4 'i .4 - -4- .4 .4- -.4. _5 ..4 _...._,* •'_•-_ 4. , . .I 4 . ,j• L .4 .7 44 .4 .4 .4 .4 4. 4-- .4 - 43 '4 4- .4 -.4. 44 ---.'..-.-' - - - 4- JIi File No. 'D-4156-WO1 July 28,'1988 APPENDIX B LABORATORY TESTING rJ Laboratory tests were performed in accordance' with generally accepted test J methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected relatively undisturbed drive,, samples were tested for their in place dry, density and moisture content shear strength, consolidation, compaction and expansion characteristics. The maximum dry density and optimum moisture content f selected bulk - samples were determined in accordance with ASTM Test Procedure D1557-78, Method C. Two selected bulk 'samples from the, subgrade soils were taken for R-Value tests. The results are presented hereinafter; rj The results of our laboratory tests are presented in tabular and graphical forms hereinafter. The. in-place density and moisture characteristics are also presented on the logs of test trenches and borings. File No. D-4156-WO1 V July 28, 1988 V V V TABLE • Summary of Laboratory Compaction Test Results V ASTM D1557-78 V V V V V Maximum Dry V Optimum V Sample Density Moisture V V No. Description pcf % Dry Wt. V V V 1-1 V Brown Sandy CLAY 123.0 11.1 V V V V V V TABLE II V V V V Summary of Direct Shear Test Results V V V V V V V •• Angle of V - Dry Moisture Unit Shear V Sample Density Content Cohesion Resistance V V No. pcf. %• psf Degrees V •- 1-1 : 104.7 20.2 V 650 • V V V 19 V V • V 1-3 ; 104.0 21.7 V V - V V V 1-4 V 121.0 12.0 V V • V 2-1 989 V V 24.6 V V V V 101.8 21.9 V V V V V 7-1 95.7 23.0 - • 7-3 102.9 22.1 75 V 100.9 V V• 20.9 V • V • V V 9-1 88.1 • V 33.0 900 . 3 V V 9-2 114.2 13.4 V V V • • V 113 104.4 19.1. • V V - V 11-4 V V 102.8 V 20.8 V V V - V 12- 95.1 26.9 V • - V ii File No D-4156-W0l July. 28, 1988 L;1 TABLE III S II Summary of Laboratory Expansion Index Test Results Moisture Content Expansion (+) ' ] Before After .. or Test Test Dry Settlement (-) Sample Density Surcharge No. pcf % • . 5-1 21.9 28.4 101.8 +10.1 150 7-1 23 0 27 8 95.7 + 4.3 150 9-1 33.5 40.2 86.7 +11.1 150 -. • TABLE IV Summary of Sand Equivalent Test Results Sample No. • Sand Equivalent -• - S. 11-2 4 [I ri UI - :-,.• • S • . S - S S S Gn~T,r N-I F//AiMfZ -- I a .- .. r\vcs 76, V44 tic _V . 4; ,—. 1 - - - - - '/2 000 /I C I</. /50 ep rT1 (isii i j noo i41 : I I t--3OVA WI 4/4f/. r NN1 __ I (ii'f0P'J 1 ETI zs 1)1 fell to.'D us ThL' ----_: - (N1, v46rr c>U AiGP1 ci) : S... 1 S. //A/ Sij ' r v.— 1 .. .. .: IO AI4P0J, 04IbL) I •. t- (--' 0- 5 ' °',. ',• I "°°' 40 •. (rt i .i: I PSthII I .. I ' I I" I 4k qOfr Ffi5R cIJ(I {• .. s £U_ Isj'. S. l Ye- '- / S vr .',r S 'SIP (44. 4• S (4•, ( ' ' I "1 IZS'i1O ••\. S (_) I . I FPS- R.K/ -Fusej \_ S I ISJ 5 10 )IVA 55 I -. S 1-4 L,.l.Z 1-I 1'-Z P IO/. . S S S kI X.? - VS/A rgovic, 7p IPv a4Opui(. LV:I'e('sJo) I,- .• S . . f. ovco I1A• S C.>s LIP S S •A1 4. S It)W . : 7 C.otrrui/ UA . • ••• • 04 S ••• S .. • S..... .• S S S S S S •S•SSS .. . S S S •• - . • . ••SS LOAD CALCULATIONS L.i11U.J S - 2 : fAIJE.L. L -'ZA- IA. - 14,9.LJ&.LZ2 PANE.L F - IA - 1 0,000 -i 0 t00% = 100 I 1,O rA.iEL R1 a la, ooa w (v lO% 14so PAWL- P-f- iA - 9,1WL4 @ lOo% 9,ItO PAJt- R-L.J fA - 5,00O14 9 IOO = PAjJEL IA. - OO Li f 0 % S. L)-L- EARH P[Jfr1P -(I, S, rl 9 0 LI dv 1 do B, ?"t 50 AJR. . A- t - 1OO LI Q = S - Z4,9oLJ& I% = 31,114 S Z4,90014 d' • S : ••• : 1O1A.L.. XiS7,'v' /-z AL) Z, YA3 IA1I5 • : : •:• : PiE1) HAACAll 84 , f3z .• • •:.•' S S WAM :.;':: ::::• S. N'1 IV'ANA4 '?S3Z •• • - ::•:• 5 .. 57"m €277/8O .JL1/G = . S PAVEL '' 61, :•• 1 • / ,/ S • S /5 . S •• S - - ..S JIIIAI iA AR,c/ /3 NEL 4/1 S.. • W,Z. I/v EA\r Tec /x,h/e_ L'IC)u;?. rAArcL I-I Li / / 77Zj .cFo,,fl&L .4 4 / • . ..•••• : ::•:• :. :'. . . ''.' / . . • ,• 1/ • . S.. S • /-. . . . . . •.. ... S .. • ,/ ( /• •• . I /u . •' • .. 1/ (11) ••• 5 S S S 00 'I. P1 • •• • H • ••. • S • / \ .• S • • All • I'. 4 ....•• •• PANEL.SCHEDULE . ••• •• . . . Bussing ioo amps . L .)T LI Center. Volts 120/208v 30 4w Panel HA . . Feed__________________________ Main 90/3 C.B. Location Hangar Building "A" :tr_ Watts l LOAD - - LOAD A B C f 24)Z c c) A .B C Hangar Lights 1032 12 - 20/1 1 2 20/1 - 5 - 900 Convenience Receptacle II It 1290 15 - - 20/1 3 4 20/1-1 S - 900 " Exterior Lights . 880 8 - - 20/1 5 6 20/1 4 - 720 I, Space . . . - - - 7 8 20/1 - 4 - 720 U It Space . - - 9 1 10 - - - Space - Space - - - II 12 - -- Space 1314 1516 17 18 19 20 21 22 2324 25 26 2728 29 1 30 . . 31 32 33 34 3536 37 38 39 40 41 42 . .Sub Total -1032 1290 800 - - - 1620 900 720 Tbtal Watts Per Phase: A: 2652 B: 2190 C: 1520 High Phase: - Watts: Volts: Amps: . Wire Size: 2THWN CU. Tótal:" Watts: 6362 Volts:120/208v 30 4w Amps : 18 Conduit Size: 1*1 EMT PANEL SCHEDULE - Bussing 100 AMPS . Tp LoICenter V Volts 120/208v 30 4w Panel HB Feed, Main 9 0/3 C.B. Location Hangar Building "B" •.• ,tg? Su.f&.N-1 - LOAD Watts ___ --i; - gel . -.: -•-:- . Z WL S tts:: LOAD C A B C A * -B Hangar Lights 1290 12 - 20/1 j. 2 20/1 - 6 - 1080 Convenience Receptacles 11 1290 12 - - 20/1 31 4 1 20/1 - 6 1080 U U II 1290 12 20/1 5 6 20/1 6 1080 7 8 20/1 6 1080 U 9..10. 1112 13 14 1516 1718 - 19.20 . V 21 22 23 24 2526 • V V • __ __ ___ __ 2728. • __ __ __ __ 2930 V _____ __ -• 3132 V 3334 V 35 36 V V 37 38 3940 _ ___ __ .• V 4142 V Sub Total 1290 1290 1290 - -. .•, - - - 2160 1080 1080 Total Watts Per Phase A:_ 3450 B 2370 C 2370 High Phase: Watts: Volts: V V • Amps: . Wire Size: #2 THWN CU. T'otal: Watts: 8190 Volts: 120/208v 30 4w Amps: 23 Conduit Size: 1* EMT -I PANEL SCHEDULE' ••• •• • • . . . . . 4 . Bussing 100 AMPS :.TYPi Lad:Center Volts 120/208v 30 4w Panel HC Feed Main L.90/3 C.B. Location Hangar Building tt(U - -_ r-i LOAD W ,.- • 0 CI 0 (1) Z -' 4J C-) J -14 U ° X P4 U)•. ~4 Wt' 'S LOAD C A B C A TB Hangar Lights 1290 15 '20/1 1 2 20/I L - 1260-1 _____ Convenience Receptacle 1. 20/1 1290 1 . ' 3 1 4 20/1 7 " r.___ 1260 U I? U 1032 12 - 20/1 5 '6 20/1 7' - 1260 " II Exterior Lights 880 ' 8 - 20/1 7 8 - - Space Convenience Receptacles 1.260 7 - 20/1 9 10 - Space Space - - - 11 12 - - Space 13 14 15 16 17 18 19 20 2.1 22 . 2324 2526 27 28 2930 3132 33 34 3536 3738 3940 41 42 Sub Total '. 2170 2550 .1032 - - -' '. - ____ - - - 1260 1260 '1260 .To€al Watts Per Phase: A: 3430 B: 3810 C: 2292 . 'High' Phase: • •Wt.s: Volts: ' Amps: Wire Size: #2 THWN Cu. To ea, 1: Watts: 9532 ' Volts: 120/208v 30 4 q ' , Amps: 26 •. ' Conduit Size: 1. EMTL. . C* e. 'eA - :APR.28 . CERTIFICATION OF COMPLIANCE ca CITY-OF CARLSBAD Plan Check'No. V DEVELOPMENT PROCESSING SERVICES DIVISION . 2075'LAS PALMAS - CARLSBAD, CA 92009VV . (6 19) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify .that the, project applicant V has complied with the school fee requirements. No building V permits for the projects shall be issued Vuntil,..the certification is signed by -the'. appropriate school district and returned to the City of Carlsbad Building Department SCHOOL -DISTRICT:4 ' 'i Carlsbad Unified V V V V V San MarcosUnified; - V / 6350 Yarrow Drive Ste: A V VVV - 270 West San Marcos Blvd. CA 92069 (744477o) ilCarlsbad;- CA-9200 S an -s—,' Encinitas Union Elementary San Dieguito Union High School :--,189 Union Street I 710 Encinitas Boulevard Encanitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491) 4 Project Applicant e/46/Vfrf 4'ie/b'T fQ7X"1.it4',0 APN Ri'3 4 Project *Address: LI .V RESIDENTIAL SQ.FT ,of living area Number of dwelling units ..SQ.FT.',,of covered area - SQ VFT of garage area COMMERCIAL/ INDUSTRIAL SQ FT AREA Prepared By Date 3/11c V - FEE CERTIFICATION (To be completed by the School District) V V - V - V V•V 4 -Si'. Applicanthas cornpled.withfeerequrement under Government-Code--53080 Project is_subject to an existing fee agreeent - Project is exempt from Gove.rnment:Code 53080 - • V V - - • • V VVtV •. •VVfl •V ç' - V 4 - - •_____ Final Map approval and construction started before7Septernber1, 1986. (other school fees paid) - Other V • V • V • - V VV - V V V V Vt V V V V V - • F- Residential Fee Levied: $____________ based on - sq. 'ft. @V • ' V • V Comm/Indust Fee Levied I based on sq ft @ a r Sthool District Official - V Title V : •V; - Date . V -V •• V -- V V V a ' V • AB 2926 and SB 201 fees are capped at $1.53 per suaifoot .r residential AB 2926 is caoped at $ 25 per square foot for,commercial/ industrial fcARLSBAD UNIFIED SCHOOL DISTRICT CARLSBAD HIGH SCHOOL RECEIPT NO. VALLEY JUNIOR HIGH SCHOOL 00216 RECVED FROM DATE EI \ FOR:Qs --" USE OF SCHOOL FACILITIES/RENTALS $ REMBULRSENTS $ 1t- i\b 'Q USE OF SCHOOL BUS $ $ DAMAGE TO SCHOOL PROPERTY • $ • • $__• DAMAGED OR LOST BOOKS $ ____________ INSURANCE $ SALE OF SURPLUS $ TELEPHONE COMMISSIONS $ • TOTAL $ INCOME ABATEMENTS • ACCOUNTNO..11_ — — _____ — RECEIVED CASH LI CH,ECKII ACCOUNT NO. • • L1_*JL ACCOUNT NO._ ______ — — RECEIVED BY •.•,.