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Home My WebLink About2036 PALOMAR AIRPORT RD; ; CB940048; PermitB U I L' D I .N G. -P-E P M I T Permit No: CB940048 10/26/9413:57 Project No: A94000 , 69 Page 1 of 1 Development No: Job Address: 2036 PALOMAR AIRPORT RD Suite: Permit Type: COMMERCIAL BUILDING 9294 1O/"6/94 0001 01 Parcel No: 760_221_09:00 Lot#: 02 rrMT 534100 Valuation: 676,254 . Construction Type: VN. Occupancy Group: B-2/B--3 Reference#: Status: ISSUED Description:5440 SF OFFICE/15000 HANGAR Applied: 01/13/94 Apr/Issue: 10/26/94 Entered By: DC Appl/Ownr: YEAKEL, LARRY 619 792-5733 1237 CANINO DEL MAR DEL MAR, CA.-920141 'ALsf-Goilected & Credits Fees Required -- Fees: 54,69700. 0 - Adjustments: /• Total Fees: 54,90'.' Fe& description L Building Permit Plan Check I Strong Motion Fee /dJ} Enter Number I 2 ( _Y" to Autocal '.11-cense ax Enter Fund T[F. CF IF' 'nd) INCORPORATED (' / Enter Bridge Fee ' \ 580 0 . Enter Park Fée(Zone 5,13,16)J . a 8176.0'0 *'BUILDING TOTAL Enter 'Y" for Plumbing Issue E Each Plumbing Fixture or Trap 7.00 Each Building Sewer > 1 15.00 Each install/Repair Water Line > 1 7.00 Each Water Heater and/or Vent > 1 . 7.00 Gas Piping Sjstem > . 1 7.00 * PLUMBING TOTAL Enter 'Y' for Electric Issue Fee > Three-Phase Per AMP ' > 600 .50 * ELECTRICAL TOTAL Enter 'Y'for Mechanical Issue Fee> - Install Furn/Ducts/Heat Pumps > 2 900 Each Exhaust .Fan - >. 8 - 6.50 - * MECHANICAL' TOTAL. I ' FIWAPPROVAL -. - NS P. .L DATE A2,r+j -. ., .. CLEARANCE. - 1• CITY OF CARLSBAD . 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 a- -. .od 1,281.00 53,416.00' Ext fee Data --------------- 2571.00 1671.00 142.00 10128.00 12308.00 Y'-t- 11361.00 2458.00 2268.00 3058.00 8176.00 05 54141.00 20.00 Y'"' 105.00 15.00 7.00 7.00 7.00 161.00 10.00 1 - 300.00 310.00 15.00 1 18.00 52.00 85.00 PERMiT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 1. PERMIT 1YPE A - 0 Commercial LI New Building LI Tenant Improvement B - 0 Industrial 0 New Building 0 Tenant Improvement C - 0 Residential 0 Apartment 0 Condo 0 Single Family Dwelling 0 Addition/Alteration Duplex 0 Demolition 0 Relocation 0 Mobile Home 0 Electrical 13 Plumbing Mechanical 0 Pool 0 Spa 0 Retaining Wall 0 Solar 0 Other__________ INFORMAllON PLAN CHECK NO. ''— 1'' EST. VAL PLAN CK DEPOSIT VALID. BY DATE //J /Q,4' 2MclP 37o7 5350 01/13/94 0001 01 02 C-PRMT 1261-00 ç(o /5 _7— FOR OFFICE USE ONLY Nearest Cross Street YALo, 2. Il Ft2 T Q(Z LE,A 9 '2 Energy Calcs 02 Structural Calcs 02 Soils Report 0 1 Addressed Envelope ASSESSOR'S PARCEL STING USE PROPOSED USE DESCRIPTION OF WORK fv'J /kpA(. I44 2_ 'c SQ.VF. $lJ(OO ,4C( a) #OF STORIES .NAME çAz. T2R' ADDRESS (Z37 C- rr' tt M- CITY STATECt ZIP CODE 9 2t7( DAY TEHONE fl12_ -15 15 APPUUANT 0 CUNTRAcT$R U AGENT FOR CON THAGIUR DOWNER 1.13 A(-itNI FOR OWNER NAME f' ADDRESS I 7 C' 11, /'/V- CITY QtL. STATE CA ZIP CODE DAY TELEPHONE — '5733 PROPERlY OWNER NAME (:g:Arri. . 'fAJ Vc 6c ADDRESS c:2,00 PAct (-k '-i CITY Sp4U 'Dt.4cO STATE '... ZIP CODE DAY TELEPHONE CX)NTRACTOR NAME CITY STATE C,A., ZIP CODE DAY TELEPHONE STATE DC. # LICENSE CLASS CITY BUSINESS DC. # C7_1 VAb DESIGNER NAME ADDRESS STATE ZIP CODE DAY TELEPHONE STATE DC. # vvorKers L ompensation ueciarauon: i nereoy affirm tnat i nave a certificate of consent to sell-insure issued by the Director of Industrial Relations, or'a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 1 am exempt under Section Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25595, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES W NO Is the applicant or future building occynt required to obtain a permit from the air pollution control district or air quality management district? DYES 19 NO Is the facility to be constructed within 1,O00 feet of the outer boundary of a school site? DYES NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFI'ER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF 'fliE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTEICF. 9. WNSThUCI1ON LENDING AGENCY I hereby affirm that there is a construction lending agency [or the performance of the work for which this permit is issued (Sec 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABilITIES, JUDGMENTS, (X)I AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF ThIS PERMIT. JExpir An OSHA permit is required for excavations over 5,0" deep and demolition or construction of structures over 3 stories in height. on. Every permit issued by the Buildipg Official un r e provisions of this Code shall expire by limitation and become null and void if the or work authorized by such pimit) not commen d 'thin 35 days from the date of such permit or if the building or work authozed by rmit is suspended or ab7dtd atny tinj' after t e w k is cmmenced for a period of 180 days (Section 303(d) Unifo Buildi Code). rs AjfUE 1 Li - - DATE: I 'NAL-APROVAL Il NSP. DATE I CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161, LL4 SEWER PERMIT 10/26/94 13:58 Permit No:SE940069 Page 1 of 1 Bldg'PlanCk#: 'Job Address: 2036 PALOMAR AIRPORT RD Suite: Permit Type: SEWER ,-.COMMERCIAL/INDUSTRIAL . 9294 10/26/94 0001 01 02 Parcel No: 760-'221-09-00 . CPRt1T .794200 Description: 2500 SF OFFICE/15000 HANGAR Status: ISSUED SEWER PERMIT Applied: 10/12/94 Apr/Issue: 10/26/94 Permitee:, SHORES, MIKE 619 753-1313 Expired: Prepared By: HE ENCINITAS, CA 92024 Fees Required ***. *•*' e.Co11ected & Credits - - Fee-- -- Adjustments: . .00... (97ota1, Or6dits: . .00 -. Total' Fees: 7,942.00' - . Tta1.P.ayments: .00 - I - .. '-' ¼ /. ,,,,... -BaL'anteDue..: .\ 7,942.00' Fee description A Uth ttsNFee/.Unit Ext fee. Data 1- '\ •¼( J Enter Square Footage > -5440 3. 62 Total EDUs - Sewer Fee Enter Sewer EDUs and'~,.Be ef*t Are 12- :!!0! G SEWER TOTAL FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING () PLANNING U,4! WATER .. - PLAN CHECK#:f, CB940048 DATE: 06/20/95 PERNIT#: CB940048 - PERMIT TYPE: COM PROJECT NAME: - 5440 SF OFFICE/1500.0 HANGAR ADDRESS: 3PAAiPdRD ECEV CONTACT PERSON/PHONE#: •'MW/MIKE/ JUN 21 1995 SEWER DIST: CA WATER DIST: CA ----------------------------- I, INSPECTED DATE BY.: N f • INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: •. INSPECTED: APPROVED DISAPPROVED INSPECTED DATE I S BY: INSPECTED: S APPROVED DISAPPROVED - -S COMMENTS: - -. - -S . • '•; • FINAL BUILDING INSPECTION q DEPT: BUILDING ENGINEERING REi PLANNING CMWD ST LITE PLAN CHECK#: CB980419 DATE: 08/10/98 PERNIT#: CB980419 PERMIT TYPE: ITI PROJECT NAME: INSTALL 3 BELOW GROUND TANKS (2) FUEL TANKS (1) WASTE TANK ADDRESS: 2036 PALOMAR AIRPORT RD Lot# •17 CONTACT PERSON/PHONE#: C/ 1fl AUG 13 1998 SEWER DIST: CA WATER DIST: CA U L INSPECTD • DATE BY: (i.. 3cLQCJ— INSPECTED: APPROVED K DISAPPROVED - INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE • - • BY: INSPECTED: APPROVED DISAPPROVED - COMMENTS: I . - - -- ,•• - • --- - • • - rj I- CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB940048 FOR 06/22/95 DESCRIPTION: 5410 SF OFFICE/15000 HANGAR TYPE.: COM JOB ADDRESS: 2036 PALOMAR AIRPORT RD APPLICANT: YEAXEL, LARRY CONTRACTOR: OWNER: REMARKS: MW/MIKE/753-1313 SPECIAL INSTRUCT: BEFORE LUNCH IF POSSIBLE INSPECTOR AREA TP PLANCK# CB940048 0CC GRP B-2/B-3 CONSTR. TYPE VN STE: /1 LOT: PHONE: 619 792-5733 PHONE: PHONE: INSPECTOR TOTAL TIME.: --RELATED PERMITS-- PERMIT# TYPE STATUS SE940069 SWCI ISSUED AS950014 ASC ISSUED CD LVL DESCRIPTION . ACT COMMENTS 19 ST Final-Structural- 29 PL Final Plumbing . . 39 EL Final Electrical 49 ME Final Mechanical ***** INSPECTION HISTORY DATE DESCRIPTION ACT INSP COMMENTS . 062095. Final Combo CO TP SEE LIST . 051895 Frame/Steel/Bolting/Welding AP TP 051895 Rough/Ducts/Dampers AP TP DN STR OFFICE 051895 Rough Electric AP TP CEILING LITES/DN STR OFF 051895, Frame/Steel/Bolting/Welding AP TP T-BAR GRID/ON STR OFFICE 051695 Frame/Steel/Bolting/Welding P1 TP T-BAR (ND .MECH COMP), 042895 Interior Lath/Drywall AP TP 042595 Frame/Steel/Bolting/Welding AP TP 042595 Rough/Topout AP TP 042595 Rough Electric AP TP . 042595 Insulation . AP TP 042595 Rough/Ducts/Dampers AP TP DUCTS 214D FLR ONLY 042495 Frame/Steel/Bolting/Welding P1 TP ND MORE TIME TO WALK 042095 Frame/Steel/Bolting/Welding PA TP GRG AREA,DMZ WALL, 042095 Rough Electric AP TP - GRG AREA,DMZ WALL 041195 Frame/Steel/Bolting/Welding P1 TP EXT. 04.0.795 Frame/Steel/Bolting/Welding PA PD 033095 Shear Panëls/HD's PA TP . EXT.SHEAR 033095 Frame/Steel/Bolting/Welding P1 TP D.S.BETWEEN STEEL & WOOD 0:32895 Shear Panels/MD's CO TP NAILING 032395 Shear .Panels/HD's CO TP . NO PLANS/CARD/CONTRACTOR 030795 Grout AP. TP TRASH ENCL WALLS - 03.0695. Grout . AP TP . TRASH. ENCL WALL 030395 Grout NR TP NO PLAN,cARD @ SITE 021795 Const. Service/Agricultural AP TP TSPB NOTICE OF FOOTING GeoSoils, Ifle. EXCAVATION OBSERVATION 5741 Palmer Way, Carlsbad, California 92008 JOB LOCATION J/,L/T WORK ORDER OWNER OR CONTRACTOR ç.4j:-; OWNER'S ADDRESS 27 90 \F S,i7 'LL S.( DATE FOOTINGS TOTAL NO. OF FOOTINGS OR CAISSONS OBSERVED 5 DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS. NOTICE: - .1-j-7 4, ,-,--- .-.--. ( A )A/ (JP//? , ic J 1 Ii , r 4c. iAT ,j • DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICABLE) THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE BY______________________ rORM 89/2 - - ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 4%, APPLICANT PLAN CHECKER DFILE COPY DUPS []DESIGNER DATE: JURISDICTION cAQLS 440 PLAN CHECK NO: PROJECT ADDRESS 2_03 , PROJECT NAME:/_,4v G-4k 8Lac. •- ra 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 withthejurisdicion's building codes when minor deficien- cies identified are resolved and. checked by building department staff El The plans transmitted herewith -hive significant deficiencies identified on the enclosed ch eck list and should be corrected and resubmitted for a compl:ete recheck. [J The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans Pare submitted for recheck. D The applicant's copy of the cliecklist is enclosed for the jurisdiction to return to the-applicant contact person. D 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. Esgil staff did advise applicant that the plan check has been completed. Person contacted: __ 6 ,4PP7 Date contacted: 10/7/9'-, Telephone #________________ U REMARKS: By: e67 _ffSC/iR_.Enclosures: ESGIL CORPORATION DGA DCM 0PC :" ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA92123 (619) 5601468 DATE: CANT ISDICTION JURISDICTION: LJPLAN CHECKER []FILE COPY PLAN CHECK NO: L/ SET: CUPS ODESIGNER PROJECT ADDRESS: ?_036 P4Lov'14f- A,R.J'c?e7- ,.rj PROJECT NAME: _j1t,4LIO( E 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. fl The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Rj The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. t 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: L4,fi-' rEAL '• (2.,37 CAtii&O )LVIAe,, &L iv4 CA D 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:L4/j_y 'rkFAAZ-6 L_ Date contacted: ' /"y Telephone # 7'Z.5733 0 REMARKS: By: PE7 f',JC//-.e Enclosures: ESGIL CORPORATION 0116 JGA El CM IN PC 'p JURISDICTION: CA/-.L.S AO Date plans received by plan checker:_______________ PLAN CHECK NO.: 9 L/- V15 _Date plan recheck complted: '/ti/'(By:PE7 _SCM PROJECT ADDRESS: ?_03 6 /7Ac0/v,4R._AVZ.Po,€Tj4) TO: AfrL,L RECHECK PLAN CORRECTION SHEET FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: 3. The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. In oaoc you did not ILcOD a coov outstanding corroGtions. Please contact me if you have any questions regarding these items. &LD DLPT G Please indicate here if any changes have been made to the plans that are not a result 2. To facilitate rechecking, please identify, of corrections from this list. If there are next to each item, the sheet of the plans other changes, please briefly describe them upon which each correction on this sheet has and where they are located on the plans. been made and return this check sheet with the revised plans. Have changes been made to the plans not resulting from this correction list? Please check. __Yes No ON t Y O Ad ' r , v/S ED S ff-CE TS Fo,2 77 c)CL oj w 6 PC 9 L1/SE //&1 '/,1(9 Fc,& CL4 ,4-777 6VAsW1"iL L T PX-f tiiôtiS CO ' £.j/ 7r2., 1)13 AA C 4-C( ss - $l-/-ü 9' &IAI Aya 4- S' Lo4ol&6 cAe Z /',C//tO ,o7 flE& —17M_OJ6i4-c.. LfSr ) ) - cJ PJJ .s e m oi-ic i'viL (-iS r- CORP-tCflJ f'j 3 1 .6 (-.0 S £P4€A 7)o'.S.' - 7HE.. e 7)tL Pc 4A.J.S ,41r &z-o ( pp rnrr- . 7t 7?IL 4&.j- i'(4,v5 c,&.. (ljAu_ OP&JIA.16 SFE, E7*L — 77c c)Wj tWL: -'?- ' 5/l-OciLb A Form No. RPCS.41290 (-i 9YY.4 c 17 LiG-Th c) - 77 COL (J'' A) c 6 T?i-- / S AD P (P L14E Li 7 The- ftc) L 6 eQS rs Al-pt S .x All GALo 4 P&t ___ Th PP- vi OtiS Pt 4v S - /9icA/ I L XL,vtJ40 ,) ,ZEfNC_ S1 - ~ 1fC)uj. H D104 H-&OOLiA) S 3) (CAJC S/t& ,P4veL S'/ttLj k P-k6 Co 7io'J •j ___ 7V, P titlE- 7b Ox/,l'(-g. 7'P P tfT iWiD US £ -- 4PdCW(O t1L i1t)pc)(-.,Iv p'- ?'(-OjtLL c-n= oo -) ,A)P((47 p&jj ctA4 /fAJpOC,Aj( C)AJ The. Pv,ov3 ,IA'S AIVO PER-- 771 SO(C A-P7 2v L0F A rr 4- to Lf 7 S, ciC ~fO FOOT J G a' - /cS( -PEA- CACCS (S ciP/CA-5 S 7YiC,fz Cc)&C. ' -2.J ' PjtOVjD g A- ioc'.j6- P4.&i a& So 71t'e- ,"oSJflvf ,p7'4'4-L &iitvJ T fO€ 7?'L "OS C ItC --- - 77+- Co(- /thf4-ij 4EjsS F- e,1fr-- AXIS 13 A7"V6 Fo& 77f- ,-OQ (O,t Cc)iv'ec2v &v7 Pp1cut4- 7b Th P(" p- Th - S HO, 7- C46 C ) ,j1vo CW-L WO CWN L c7Z)$ C C)pL- y 7)4- 0 a,c .c n Z-7-11 C S A-&E rr c4 C7b/ ? -O - ,(JQ L33 40o S 9,6_ U3C 57 t7-ii (c.W'JT Cl?, 9yL4 17 2i P1,iV L/'JLC7)OAJS Hi4t hd CU C/0 ,j '/w i&e Th 7-. 77 L6 P CA,2,4C , T' S thi I gA_IT € OA T7 /F- (,j £ CoS. 77t€_ FULL 1—i €3 Sttvucz BE. Ot EW'°LO ,47- 77 OLTX Fo& P-h oc r w,v £ c iS C.4L c5 ot.,Ai-L_,s 6 L_4cs 3 1, 37, dO 14 171 (ç- €7-C ci) - 11'Li ',&fT F'L- 7?ic- 71jc F--v 0 4c Ll ,E 'rci D € f' p4.-v 6 F (S a" p LA) 1 74 ULTh*.- LoAZ ___ SPEC ML SP Th ___ O L 7)Af - Foi 7?tt_ $ (it ( IA_I C— ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: 8/3 /"i DCANT JURLSDICTIO JURISDICTION: CM-LS/D PLAN CHECKER []FILE COPY PLAN CHECK NO: '1 '-/8 SET: JT.L DUPS UDESIGNER PROJECT ADDRESS: O36 f,1-Lo,v, j3 PROJECT NAME - f-1 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 E with the jurisdiction's building codes when minor deficien- cies identified S 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. UJ The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. fl 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: t,4iiy 4L. J?37 CA,FIVO ,ti,q LEc m C4 ??01Y NJ 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: Telephone # 99 ________________ REMARKS: 220 s'o,-y-,- OF 'E7)1-L 5LpC ,°LA'VS S By: /'7 F,3CNi Enclosures: ESGIL CORPORATION ED GA 11CM 0pc Date contacted: JURISDICTION: C4eL.S $A C) Date plans received by plan checker:7/zc/9g PLAN CHECK NO.: 'P/ Date plan recheck completed: .8 /3 /'/ By: ?(7 F,SC//€ PROJECT ADDRESS: P4L-OI'A #4 ;e-POP-7 it-D TO: LA,(iC," YEA&LL RECHECK PLAN CORRECTION SHEET FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. PLANS (s?) Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: SGiC $LO& OFPT () To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this check sheet with the revised plans. 3. The following items have not been resolved from previous plan reviews. The original correction number has been given for your reference. In can you did not keep a copy. of thc prior correction lict, :o ha'.n nc3gg4 the .paes esntaining the skill 21JtGtaning egrugtionc. Please contact me if you have any questions regarding these items. (D4 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. - Have changes been made to the plans not resulting from this correction list? Please check. Yes No (:El) ,A1DK4rF_ ',v 7714-T , It 7" fl1v6- QL1'RFL C0euS7,SLE PE,v_7',e47ON Aivc F ij0cpz,c1S776CL PbVTi-47?ovS 0'V FA- '7"Q 16AA F rr& ?ASE c:,icc &oi- m occL,,vcr SEp4,ej7O,v. fr ".-' /3 Al- L1AiE Z-3 THf- C#D, u$ flo,.j °,' , ci - zé Th,Oij6 1/ /)Ôô,< ?-V (?) 9oo 17 5 1,9,c - L 14 ?t-7ç C4i'fA07- & A-EL 6(-ASS. m s'oLc.'cn-m A- S& () ôôc€s / '' A.VD /f , usy £ C ,' /1( (,7c) c& c'o6 y -(AZJ& t-jiThuJ 2J-i" e- /),ciiec A"U.S7 te cA-FE-fl' 1A1 6. .c poo& 8 OAJ ,4S 4'vo S. ,i-r IXIQS 2-0 AD c)r..j ,rL/ COAiT Form No. RPCS.41290 t'2 aL/LJg ) .--- y j41e41L ',ej biP 0iS4&tF o i-,E c S_Hot_Th- _L oA IN(__Lc.$JE_j__Th P/'cS NG _S / LL__O, 77 ,)fS,4iCFD CAJ Al i,voi c*T€ CUIL jZ,4 ,p AxrFs OAJ 7 PCA.vS 16 IA/ Of CAT th? kiW ,so7TS o' 77 P(ANS ThoU6t/ a: /7 OVLó& &)07?5 ÔÁJ Th P(M'- F& pP4LOCJI#.J(.. io,c#r- 7. 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ES Mio 6JeA4oEs 0-v p( 4.vi - '- ,PC7?O'J FC)'& L,j ECO iiv6 A' /*/6fl S 1,vc 779- LOL fl .SHcV(.D j'tJ ( p-e 330'/6) , Dop,e / S ft() (1W -qcl trj6 Cv UL ThE S TEP MECHANICAL, PUNBDG, ENERGY PLAN (X)RR!XI(XI 5lKK JURISDICTION: 4 At5 DATE: 8_ 0 GLEN I # I ADAMI PLAN CECZ NUMBER:- 77 - 78 ..JJ'- PLAN CHECKER: D U ~!j CERTIFICATE OF COMPLIANCE (part 1 of 2) ENV-1 page 3 of 31 ------------------------------------------------------------- Project Name: Amicorp Inc. Hangar Facility Date: 3/15/1994 Address: Palomar Airport Carlsbad, CA Building Permit No Envelope . Designer: Yeakel A.I.A. & Associates Architect Checked by / Date. I . Documentation: ENGINEERING GROUP , COMPLY 24 User 3168 --------------------------------------------------------------------------- GENERAL INFORMATION . Date of Plans: Building Conditioned Floor'Area: 4125 sf Building Type: Nonresidential . , Climate Zone: 7 Phase of Construction: ew Construction 0 Addition 0 Alteration Method, of Envelope Compliance: Prescriptive - Overall Envelope STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Code of Regula- tions. This certificate applies only to building envelope requirements. The Principal Envelope Designer hereby certifies that, the proposed build- ing design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the envelope recuirements contained in sections 110, 116 through 118, and 143 or 149 of Title 24, Part 6, Chapter 1. Please check one: 0 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a civil engineer or architect. I affirm that I am eligible under the exemption to Division 3' of the. Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing docu- ments for work that I have contracted to perform. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section _______ of the Code to sign this document as the person responsible for it preparation; and for the following reason:____________________________ PRINCIPAL ENVELOPE DESIGNER Yeakel A.I.A. & Associates Architect (619) 792-5733 (Signature)' (Lic. . #) (Date ENVELOPE MANDATORY MEASURES ' Indicate location on plans of Note Block for Mandatory Measures: I CERTIFICATE OF COMPLIANCE (part 2 of 2) ENV-1 page 4 of 33. I Project Name: Amicorp Inc. Hangar Facility Date: 3/15/1994 I Documentation: ENGINEERING GROUP COMPLY 24 User 3168 OPAQUE SURFACES Const Note to I Assembly Name Type Location/Comments Field R-11 Metal Stud-bldg Metal . R-ll Mtl Stud @24 Wall Metal R-11 Mtl Stud @24 Part. Metal R-19 Roof (metal) Metal • •' : R-19 Floor(2x12.16) Wood . _• Solid Wood Door None FENESTRATION Frame I Orient Panes Type Exterior Shade • OH Glazing Type Back (5) • 1 Metal None N Single Tinted Right (W) 1 Metal None N Single Tinted I Right (W) 3. Metal None • N Single Tinted Right (W) 1 Metal None N Single Tinted ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: JURISDICTION: CALS4 PLAN CHECK NO: 9L/ Y6 SET: _111 , c PROJECT ADDRESS: O3 i74t&y '3 PROJECT-NAME: 0 APPLICANT jJURISDICTION EPLAN CHECKER OFILE COPY DUPS ODESIGNER E 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- 0 des identified are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. LThe 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: /a3? CAAi41O 09(- /,-,4k 4& CA 7,L01 Y Esgil staff didnot advise the applicant contact person that plan check has been completed OM Esgil staff did advise applicant that the plan check has been completed. Person. contacted: Ay Date contacted,: - Telephone ,# REMARKS 7 _sc P—PV€T __ ?cO , Li 4s 17iS cuSs , , T 4e 4,t€ L £ (ScP.o7 ?oS,/Srx.)_p SOIL 6,C(. __'wt_3'_A.vD Lii P(4,,, >ie .IL By: 'PE -Tr sc-€ Enclosures: 0 ESGIL CORPORATION ,6/7 EJGA El cm El PC , , , ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: JURISDICTION: ?LAN cHEcK NO: SET: flA??TT ANT 15-5. - .uuRDICiON PLAN chEC:KER fl'ILE COPY fl U? S T PROJECT ADDRESS: ao3 PAw, 4i,po,.± ,<3 PROJECT NAME: L4'vC4€ lLDC,- The plans transmitted herewith have been corrected he:e L_J necessary and substantially comely with the jurisdiczionTs building codes. The plans transmitted herewith will substantially cc.mlv With- the jurisdicipn's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies U identified on the enclosed check listand should be corrected and resubmitted for a complete recheck. A The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The apolicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. 'The applicant's copy of thecheck list has been sent to: LMfi /37 Cl 9?-O/y Esgil staff did not advise, the applicant contact person that Dlan check has been completed. El Esgil staff did advise aDplicant that the alan check :as been comoleted. Person contacted: Date contacted: Telephone REMARKS:. ,37 Su&'7Tht O i"jz LLOG ?(A'V. By: /7 Enclosures: ESGIL CORPO?.ArION GA Dc.i 91pc JURISDICTION: CAi-LSB,4O Date plans received by plan checker: PLAN CHECK NO.: ______Date plan recheck completed: -7'2--7i'By: P- T FiSCf- & PROJECTADDRESS: Z03< P*WA ,PpceT ,D TO: 'EAfrzL RECHECKPLANCORRECTIONSHEET FOREWORD: PLEASEREAD Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan check is based on reguiaticns enforced by the Building inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items shown below need before the plans will be the Uniform Building Code, county or city law. clarification, modification or change. All items have to be satisfied in conformance with the cited codes and regulations. Per Sec. 303(c), of the approval of the plans does not permit the violation of any state, A. PLANS 1. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: 3. The following items have not been resolved from previous plan reviews. The original correction nber has been given for your reference. In_ ease _you_ did _get _::rp_a_copy of_the_prior_corrootioa _lict,_u _he eisti—eercctions. Please contact me if you have any questions regarding these items. 5 (_D (T,- _PP T () Please indicate here if any changes have been made to the plans that are not a result 2.' To facilitate rechecking, please identify, of corrections from this list. If there are next to each item, the sheet of the plans other changes, please briefly describe them upon which each correction on this sheet has and where they are located on the plans. been made and. return this check sheet with the revised plans. . Have changes been made to the plans not resulting from this correction list? Please check. Yes No S6-77tE.P, L'wvS_c-'-i".'-v i JI,+tL P&v E7-A-TO,.,i4tô7EC7WA/ o_/X ocJC.Y 5 A-i)e-v 'ifLC . s-€ r et',xjs cô - ,vr #c< , A-'.J 0CCUP4vC-' c F P,-7)CLr.j. d.(-A,& L ' (O j 7 F ' 7)i. CC_ S p LOCJr3? c)"-' 4'v4 I j'e OCr)i-S FS 7Z f,)/CC T)+. SF -A--70'1 / AT 6, e- C -7 . ST . l'D ,c- :.)ae,3 4'p 47 C & 6; 4 ) c o O oOS? SE C) SE £ .74-11: .wp Is Co '- ,v iT 77.o-i 6 4- () (OrJT ,-tJ Li iii ç ( 7Y- v 6Th DE-/-/t7 _S A-'o 5 -' COP /4JC tTh L47y& 3 -1 -o •7H- CD SkLI/+7 (AT(' £E.. 40 E C ik Fô OTW 6 S F-c LIP Li T- OAJ . p RY4 L L - k) P- °' DE C/cL Cs F!2 7- -o ',iiiM 7? c i 0 L 3 -7-6 T)4- ____ Hf FTh Fc' 3 5 I I'E2L C43 - S t€ -T S ( S H-a LjS c T AAJ D C C,-'- S P4 C -Ecft- ,-ooY?r'J 6 jP(-i T A-7 7i-L a oTT)-i i_7O&I C F L p i - ) C3Ii (ctD (1) Btjc.t,v& CkLC.S JES ",j U, Sv?Z iR--D AT TL- F-4' All A'J ° S (16 ,-O7')4- 710,Vkt /c17a-11P'1T -Cj€ TH-- P U, L (N S S F P4PJr 71o"J D r= 77 7*L g LD 6 AAjo Th-C L, O(iP S PvV ClL1f-F (CM'P Li f 2337 () II 7Es 771-€ 1,7 6Lt) (S Mc 3" + -JOO F-i-t.. i-OO 7E-v3 I L E CA04C I Ti _/7 ,a (O,VAJECT)OiV CA PAC ,7)S (T 1,yC?ZC3 7?')AIJO D7-' 711 (O"itvE C7)OAI nu Pf-O V tO £ CA,(-05 To 70377f-( 77 FA ,'i £ i- ,wo os CO S h-c•4e. S 7-5i /-4-i)Oc F 'tt( CvO cc) IJA-7) 0 '.iJ Or) s Ei—' L3 £• i 0" 4'° £4€ 7 /3 € / "-1 C. - C K-€ C Li PER- AISC A S C C F 4 ? f 5 . (o3 (O 7U3 T) F)-' ,tl( ftLU)-j4.LfS SoC f( 'iS c)'J C'tLCS 17, /5 "'' 6)'-'fr' 7.4413 fI2 OE 4-(L. OL 7 (OAiS 7- &i -0 c.-,_i,a rrr- )L /.ti. ;cA',13)c)Aj OAJTh Pu4j"S F-- - GiTh (St T 6A - 5 Ho j L4 L C '4v9 /P-oolc P4i c_ 7) kF j 5 t(-0w ittC 7jlf AJ PUP— C.j PP— c/eR71 F- -5 S&-i L'L JC> e . /1 .iZ-OO S4qo EAJ it -tL CoLL,N AV9 06N'1LS L(P 7)cKEJi aT. !r'i9 1 (A:- T 8 Aii c-i E ( . J 6, Ef'?;—CAILAL 5' Zt3 F-o kcc ,i-tc cou's I, , ,A -S ,io ti r' cQi,v EL 7) C)AJ ,-' (A)7b Y? ci CD C - ---. -- - -. - ------------------- ---------- --- ---- MJflCAL uT PUN aREflO1 SHEEt JIIC(: 4'- 1• • DAlE: _9 ' ADAX PLAN CK= N: 9 ' - c' 3 •7••-7 PLAN (XKER: [II] ,j IJ j e_ o ,'-/ 4 A) C S L5 7c-- - / Q 3 1Ce 4 , rz 7.5 ,- 4 7• - .5 7- / ,q /' ,4a - ___ (s ifo v 6 i 7- ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DI EGO, CA 92123 (619) 560-1468 DATE: - JURISDICTION: cAV/AD PLAN CHECK NO; SET: PROJECT -ADDRESS: a036 PflLrAe. fr/i1'c.'g.7 ,€Q . •T fl * t,r,, U PLAN CHECKER DFILE COPY [J-UPS DDESIGNER PROJECT NAME: _oc- E -T'ne 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. D. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans. are being held at Esgil 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 the applicant contact person. • The applicant's copy of the check list has been sent to: 4e)- /137 CAio m,t< L7LL , CA ?zo,'y 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:________________________ V Date contacted: Telephone #________________ 0 REMARKS: V By: F,S(/ Enclosures: ESGIL CORPORATION ED GA 11CM C3 PC JURISDICTION: CAZLS 9AD Date plans received by plan checker: 3/?3/Y PLAN CHECK NO.:-/--Y3 r Date plan recheck completed: '//6/yBy: PErK f(3Cf1-&.. PROJECT ADDRESS: Z036 12A [ OAP A tD TO: Akt Ir YFA L RECHECK PLAN CORRECTION SHEET FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. The plan cheak is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department.or other departments. The items -shown below need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303(c), of the Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A; PLANS 3. The following items have not been resolved from previous plan reviews. The original 1. Please make all corrections on the original correction-number has been given for your tracings and submit two new sets of prints, reference. In casn you did not Veep a-copy and any original plan sets that may have been oftha prior- correction li-s.t7__-uo_-have returned to you by the jurisdiction, to: - onolocod those pages contniig-tho--still Please contact me if you have any questions regarding these - E36-IL ale - items. /U26- )F-10 7— ®Please indicate here if any changes have - been made to the plans that are not a result - -2. To facilitate rechecking, please identify, of corrections from this list. If there are next to each item, the sheet of the plans other changes, please briefly describe them upon which each correction on this sheet has and where they are located on the plans. been made and return this check sheet with the revised plans. Have changes been made to the plans not - resulting from this correction list? Please '- - check. - - Yes No f 7)( , ,4,.AI E,i-v( OAl 7c . t /4.4k/ OA.e_ (?.00 /- Th44' t r - T t ( H . O F- 7 A'o 11+ c1R7Y LI ,..j £ c uió-J fl /-A(&, HANG tiQ COLI.jiv,v& ciAj T7#€ 4jc,fl- S 'a AA-1- 7 AA EAJTS -Fo& Ljkc_(_- -7)c ?,-o7C7'cMi j 74.t FL?I(.. ,eo 4,1CIt74 ,4vo 774 oc1PAA'C' S E.02 4'Z*T) OAJ ti. ii-1 L - Povioi -AA. c&4.ijc'y cp*7)c r 2 5iDv6 E- 106 Tt T?-€.. Q Pb. - 5 /1 72K Th Tit pc (S LEsS T?W.J ?S70 c A ( -- ,pj--, -' 0r Doc#-S ?O ,v Z-G S .g 5,4-F 6 CA 7F6rm No. RPCS.41290 fi S-fO6. c1tJT - - I," 4 . - r,- LIU Tw PP- ôjcr Sol(- K c.4i 4A10 Th€ PLA".$ ,4v o C S - F c?Z 7 f-4A1 0 4L CON.3 7. (1 C77 OAI. T RAN Cl 4/2- S 1'Z (10. L1L( 6E yit-.j€ i,jK-€N Th /AIFQRh POA) IS tC&'EP. - FOU 0 "S-' 6 4L-E Sf Lc / F I C_(orn" vT FG& -1-74f S7'7v,t PA,v: - - Povt S 0 P CôFS - Z3 ficxe 'jG CoLuN 0 S ttc Th- .S FP4,k1i (S £7L,j FE F,, 77 /44i C 4.€ CCX v'wS 4"-'-D - Th SE C o f( 00R (S tJ*T ,c:O& ,e '/b 7)A ES T7*€ - 136 F1 E C7-(OAJS OF 1307N • (9) 2 i* Th Cth&D 5 PL- ( C - pj..J 71 *'5 (itt C-L - ___ CAT T+f S7L COLUfrN 7b c(f AA- 4(L (OAJAJEC77O'J /c) S &F4JZ itt C L,/L/ T C u€ & pjSY fcC- _t AJF 7),i O 'N E C- 'A 0 F 77 5/t',x(5 6(. ,4Vj2 77f S H-4& 1/11tC /€NW CO,g~i d ( k G v Of S,4b ,4C-C S - (c. ç f-k L CAO tJ ) LOAi C)A.J 774f A) 6 iE..&. .$• JD o ,- I14.D iCAP C- - /k)Qi ck1- Cjrj, w-p MOiS -o Th- ?ckvJ - - lAiD I C'c A t4tD 4,079$ oj r4( ?( ANS - 7 ,p,tA1 /6' S17i -z-OGF C MA,(itE .4-r ThE A-F-S'hcoo#t OooAS MANICAL, PLaRD, EKERGYJ ELF-CTP-(CAL PLAN agION --- JuxsiIc: L DAM 2)1 /94 PDX EIGM AM PlAN co= N: r PLM uiJ Mfm • I !öItI1LL '— I Mom UffamamAGN 0 UM I 1 __ I jai I City of Carlsbad March 8, 1994 Yeakel A.I.A. & Associates. 1 237 Camino del Mar Suite F Del Mar, CA 92014 RE: Plan Check #C694-48 Appeal Dear Mr. Yeakel, I have reviewed your appeal of February 25, 1994. The appeal cannot be granted. Type Ill buildings within ten feet of adjacent property lines are required to have exterior, nonbearing walls constructed of non-combustible, two hour fire resistive construction. This wall also requires a parapet which conforms to Section 1 710 of the Uniform Building .Code. . In response to your reasons for requesting an exception, the 20' side yard is only half the required separation for two adjacent, unprotected, B-3 exterior walls (if the wall of the adjacent building is similar to your proposed building). Each unprotected wall requires a 20' setback. The other large yards around your proposed building will not, protect the adjacent building in the event of a fire. And the Code requires Type Ill buildings to have noncombustible exterior walls in this case. . . Please address the plan checker's comments about this issue in your resubmittal. Mr. Fischer indicated that it is possible to construct the.building less restrictively, perhaps Type VN Sprinkled, and eliminate some of the Type Ill Code requirements. You may contact him directly at Esgil Corporation, 560-1468, or you may call me at 438-1161 x4503. .. ... . . . . , . Patrick Kelley . . Principal Building Inspector. C: Pete Fischer @ Esgil Corp.. 2075 Las Palmas Drive • Carlsbad, California 92009-1576 • (619) 438-1161 YEAKEL A.I.A. & ASSOCIATES ARCHITECTURE & PLANNING Fthruary25, 1994 City of Carlsbad building Department; 2075 Las Palmas Drive Carlsbad, CA 92009 ATTN: Mike Peterson RE: Amlcorp Inc., Hangar Facility Palomar Airport Carlsbad, CA Dear Mike: I appreciate your time in reviewing our drawings and meeting with metoday. Our request for your consideration "to eliminave the requirement for a 1 hour wall @ the hangar portion (-) of our Luilding" in written form is as follows: 1. The hangar's (storage of aircraft), single nön-earing wall in question is (150') x (2') height, 20'side yard (or away from a adjacent hangar building), no openings 2 1 hehanar1fuy6prr.k1ed - . The office portion (2) (2 stories) of the hangar consists of stud walls w/5/& drywall each side fully sprinkled w/exlv directly to exterior (not Into 20' sideyard mentioned above). 1237 Camino del Mar, Suite F • Del Mar, CA 02014 • (619) 792-5733 S. ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619)560-1468 DATE: 9(/ OAP JUq NC ICTIO JURISDICTION: c4€LS/1Q PLHECKER OFILE COPY PLAN CHECK NO: SET: UPS DDESIGNER PROJECT ADDRESS: Z36 P.AR A /Po,Z.7 •.p PROJECT NAME /-14N64e eLo& The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. •. The planstransmitted 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. FJ • • -j The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D 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 checklist has been sent to: LML' /37 • Esgil staff did not advise the applicant contact person that plan check has been completed. 0 Esgil staff did advise applicant that the plan check has been completed. Person contacted: • Date contacted: Telephone • U REMARKS By 'E7 f,SLJ-fc,. Enclosures .ESGIL CORPORATION • '/,-• • 0 GA 0 CM 0PC PLAN CHECK NO. JURISDICTION: CAR- LS £14 0 TO: LAI- tYE-AK--L OCCUPANCY: - /B BUThDING USE: Qff,C. /ic.&,1-F7- TYPE OF ()NUCflON:________________________ ACTUAL AREA:________________________ /ST (75O6 o wo VAJ — e,ocx> X ALLIABLE AREA: - I7 000 X 3 STORM: BI: 37 SPRINKLES:>'S &!.D_J?'CITY OCCUPANT LOAD: 75 RARKS: Date plans received by jurisdiction: Date plans received by Esgil Corp.:1 //7/94' Date initial plan check completed: //7- 4 Y By:°TE- Applicant contact person: (Aer EA-t,( Tel. 79a. 5733 FOREWORD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. -Clearance from those departments may be required prior to the issuance of a building permit. Present California. law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for• enforcement at the local - - level. Code sections cited are based on the 1991 UBC. The circled items listed need clarification, modification or change. All items must be satisfied before- the plans will be in conformance with the cited codes and regulations. Per Sec. 303 - (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. . To sDeed up the recheck process • note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, specification. etc. Be sure to enclose the marked up list when you submit the revised plans. NO PAGE NMUOtS ARE NOT DI SThCE AS PAGE HAVING NO IMM NThG CX)RRIONS WERE DL) List No 22, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1991 UBC) Ae4 A. PLANS - P Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. 2. Please make all corrections on the original tracings and submit two new sets of prints, to: The jurisdiction's building department. B. GENERAL Provide the site address and a vicinity sketch 7 on the Title Sheet. Provide the names, addresses and telephone / numbers of the owner and the responsible design professionals on the Title Sheet. .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. Show on the Title Sheet all buildings, ( structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. 7. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: ' Occupancy Group '9Z , £3 - Type of Construction L I3ELOI.J Sprinklers: Yes oc=N ) Floor Area •. 'IDQ m Justification to exceed allowable area in Table 5-C. (if applicable) . Justification to exceed allowable height or stories in Table 5-D. (if applicable) Provide a note with the building data legend ( stating that yards used for area increases shall be permanently maintained. Indicate on the Title Sheet whether or not a grading permit is required for this project. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1991 UBC, UNC and UPC and 1990 NEC. Provide a note on the plans indicating if any / hazardous materials will be stored and/or used within the building which exceed the quantities listed in USC Tables 9-A and 9-B. Specify the uses of all rooms or areas. C. SITE PLAN Provide a fully dimensioned site plan drawn to - / scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. 14. Provide a statement. on the site plan stating: "All property lines, easements and buildings,. both existing and proposed, are shown on this site plan". . Clearly designate on the site-plan existing buildings to remain, existing buildings to. be demolished, buildings to be constructed-under this permit and any proposed future buildings. iL Clearly designate any side yards used to ( justify increases in allowable area based on Section 506. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Clearly dimension building setbacks from / property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 19 -. Show and dimension on the site plan all building projections including— eaves , balconies, cornices . and similar appendages extending beyond the exterior walls. / (zJr CANc)r' 2. Show on the site plan, or provide the grading ( plans, showing finish floor •elevationz, elevations of finish grade adjacent to buildings, drainage patterns and locations-and gradients of cut or fill slopes. Show dimensioned parking layout including any / required disabled access spaces. . 22. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. cs EO 4w Li 9 L AL4 TH &c& ,w £ 7Y/' A) 8/4/92 2 D. LOCATION ON PROPERTY 21. 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 exception is used, show how the building(s) will comply with Section 505. 2/ 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 existing 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 to comply with Section 504 (c). . . 26. The exterior walls less than feet to a property line or an assumed property line, shall be fire-rated construction. Section ) ()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 exceptions, Section 1710.) ct . The exterior wall shall have protected openings (3/4 hour) when closer than feet to a property line or an assumed property line. Section 03. ~L 5Lc.O.j - . The exterior walls shall have no* openings when ' closer than . feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section 03. Eaves over required windows shall be not less / than 30 inches from side and rear property lines. Section 504 (a). 31. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1711. LiH.AT S 7). E.kt'L, Projections may not extend more than 12 inches I into areas where openings are not allowed. Section 504(b). i. Projections over public property must comply I with chapter 45. ,I. Projections may not extend more than one- third the distance to the property line from an assumed vertical plane located where fire- resistive protection of openings is first required. Section 504 (b). When openings are required to be protected I 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). A covered pedestrian walkway must comply with ( the requirements in Section 509. 3,7< Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). 3i8< Exterior stairways shall not project into ( yards where protection of openings is required. Section 3306 (m). 3/. 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). S 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. 4,2< 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. K. BUThDIM 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). As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C. No single story can exceed the basic. area allowed by Table 5-C plus the increases allowed by Section 506. () 7_7)((i) Fc<_P_V /V (O'JST 6D I ,S7 ,L4-vE L, A- (F— ,ft L. FcJt 7pL (, ,j co&i7 e c' I ''S7 a. t H-c. A M -' 13e '( .-vSr / c ' p 1 - - ,-€c? 'o ,,. CMP 17 Loo3 5/26/92 (. . 3 5/. Provide a note on the plans stating: "Penetrations walls be 6/. Detail how one-hour fire-resistive wall / construction is maintained at built-in wall ( of area separation shall protected with through-penetration fire stops fixtures and behind mailboxes, fire and membrane-penetration fire stops in extinguisher cabinets, electric panels accordance with UBC Section 4304". exceeding 16 square inches in area, etc. Section 4304 (f). G. BUILDING HEIGHT/STORIES Detail how fire-resistive wall and ceiling 6. Clearly show the maximum building height based / protection will be maintained at all duct on the definition in Section 409. penetrations such as at bathroom and kitchen / hood fans, laundry room fans and dryer vents. !i. Clearly show if the lower level is a basement Also detail recessed light fixtures. Show or story, based on the definitions in Section duct openings in ceilings, regardless of size, , 403 and 420. have approved ceiling fire dampers. I Section 4303 (b) 6. 2. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to 71. New provisions in Chapter 43 of the 1991 UBC the floor above for story determination. See require special treatment of penetrations at definition of grade, Section 408. fire-resistive assemblies. Provide typical / details on the plans showing how the fire- The height and number. of stories cannot exceed resistive integrity will be maintained at the that shown in Table 5-D. Show the code basis following conditions (Include the for the height/number of stories as shown. manufacturers' names and ICBO numbers (or / equal) for any sealant): 4. One additional story would be permitted beyond ( that shown in Table 5-D if the building is A. THROUGH-PENETRATIONS (through the entire sprinklered throughout and the sprinkler system assembly): is not otherwise required by Section 506 (area) 1. Fire-resistive bearing walls and/or walls or Section 508 (substitute for one-hour). requiring protected openings shall have Section 507. . penetrations protected with through- penetration fire stops having an F-rating, 5. Towers, spires and steeples. shall comply with T-rating or complying with UBC Standard. / Section 507, Exception 1. -. 43-1, depending on their locations, sizes and combustibility. B. FE-RISTIVE CONSMMON 2. Fire resistive floor/ceiling assemblies / shall have penetrations protected with Where one-hour fire-resistive construction is through-penetration fire stops having and / required, an approved automatic sprinkler F-rating, T-rating or complying with UBC system, when not otherwise required, may be Standard 43-1, depending on their sizes, substituted for the one-hour construction. combustibility and whether the However, the fire sprinkler system shall not penetrations are in walls above. waive or reduce fire-resistive requirements for: occupancy separation, exterior walls due B. MEMBRANE-PENETRATIONS (through only one to location on property, area separation walls, side of an assembly): shaft enclosures, corridor protection, stair Fire-resistive walls (whether bearing or enclosures, corridor protection, stair not and whether requiring fire protected enclosures, exit passageways, type of openings or not) shall have penetrations construction separation per Section 1701 and protected with membrane-penetration fire enclosures for boilers and heating plants. stops having an F-rating or complying with Section 508. . Standard 43-1, depending on their size . -UBC 67. Provide details of the o.*.i. h..._ fire- and Combustibility. Limited steel electrical outlet boxes (not exceeding 16 resistive construction. Include roof /ceiling sq. in., nor more than 100 sq. in. for any assemblies, floor/ceiling assemblies, wall 100 sq. ft. of wall) require no 'assemblies, column and beam assemblies, etc. protection. Fire-resistive ceilings shall have no 96. Detail and reference I.C.B.O.' number or other penetrations, except for noncombustible ( approval for horizontal fire assembly using . sprinkler pipes and steel electrical trusses. 'Item 21-1.1 in Table 43-C requires 2 outlet boxes as described above. layers of 5/8" Type X gypsum wallboard at the . bottom chords of trusses. Section 4303 (b) '8. NOTE: The plans should indicate the various fire-stop ratings required for all penetrations. . S 8/4/92 5 72. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in tJBC Sections 4304 and 4305". Clearly identify location and hourly fire- resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 1706. 74. Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). - 7L Detail column fire protection and specify / column impact protection in garage areas per Section 4303 (b) 5. As a minimum, show a 22 ga. steel jacket around each column to a height of 3 feet above the ground for impact protection. Structural members such as beams supporting I more than one floor or roof must be individually fire protected. (Section 4303 (b) 6.) Detail required protection. 7/ Clearly specify minimum thickness of walls and ( slabs to provide -hour fire-resistive rating per Table 43-B and C. Clearly specify minimum cover for bonded reinforcing at fire-rated floors, f i r e r at e d columns, fire rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. Detail all furred ceilings as required in Section 4203. Show fire-retardant treated wood where necessary. - A. 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 (d). - I.. ThTIOR WALL AND CEILING FINISH p51 Foam plastics shall not be used as interior finish except as provided in Section 1713. fl. 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. §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 I or sprinklered on both sides or attached to noncombustible backing or furring strips. Section 4203, 2. Hangers and assembly members of dropped f 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. - j4. All interior wall or ceiling finishes -(except - Class I) 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. Provide a note on the plans or on the finish schedule, "Wall and ceiling materials shall not exceed the flame spread classifications in IJBC Table 42-B." - J. OCCUPANCY SEPARATION A L..-hour occupancy separation is required between JL occupancy and the a 3 - - occupancy. Table 5-B, Section 503(d)... - (-See exceptions in Section 503) SL iL-Otu. Administrative and clerical offices and similar rooms need not be separated from other occupancies provided they are less than 25 percent of the floor area of the major use and not related to an H-2 or H-3 occupancy. - Section 503 (a). - Provide _-hour fire - resistive door assemblies in the I -hour occupancy separation. Section 503 (c). 89< A B-i occupancy in the basement or first story of a building housing a Group B, Division 2 or Group A, Division 3 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 I construction. B-i is separated from the uses above by a three-hour occupancy separation. B-i is restricted to passenger vehicle storage, entry lobbies, laundry rooms and mechanical equipment rooms (no storage, recreation room, etc.). The maximum building height does not exceed the limits in Table 5-D for the least type of construction. 8/4/92 - 6 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). 9/ In Type I construction, no openings are permitted in exterior walls less than 5 feet from a property line. Section 1803 (b). 9,2< 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). 'Z. Structural members supporting an occupancy / separation must have the same fire-resistive rating as the separation. Section 503 (b). 'No openings are allowed in a four-hour fire- resistive occupancy separation wall. Section 503 (c). 97' Openings in a three-hour fire-resistive I separation shall be protected by a three-hour assembly, and openings may not exceed 25 percent of the length of wall in the story and no single opening shall exceed 120 sq. _ft. Section 503 (c). 9/. Openings in a two-hour fire-resistive / separation shall be protected by a one and one-half-hour assembly. Section 503 (c). 94'. Openings in a one-hour fire-resistive I separation shall be protected by a one-hour assembly. Section 503 (c). Steel 'electrical' outlet boxes at occupancy separation walls shall not exceed sixteen square inches', shall not exceed one hundred - square inches per one hundred square feet of wall, and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 4304 (f). Ducts penetrating occupancy separation -walls V•$' hrn A......... (\ 1-9'. Unless the entire building is sprinklered, / storage areas in excess of 1000 sq. ft. (3000 sq. ft. if storage area is sprinklered and not otherwise required to be) in connection with sales occupancies shall be separated from public areas by a one-hour fire-resistive occupancy separation. Section 702 (c). K. EXITS l/. In all occupancies, floors above the first story having 10 or more occupants, shall have not less than two exits. Section 3303 (a). Basements require two exits. Section 3303 (a). 104. In areas where the occupant load exceeds two exits are required. See H1NG,t&. 6&64 Table 33-A. 10/.Rooms with more than 10 occupants may have one exit through one adjoining room. Revise exits to comply. Section 3303(e). 106. Exits should have 'a minimum separation of one-, half the maximum overall diagonal dimension of the building or area served. Section 3303(c).,,; 191 The maximum number 'of required exits 'and their / required separation must be maintained until egress is provided from the structure. Section 3303 (a). . 1 9. Where a required exit enters a yard or court ( the minimum width of the yard or court shall be 4.4" and the yard must be unobstructed and lead to a public way. Sections 3311 (b), 3301(b). 194'. Where required.exits enter.an exit court (see V V ( definition, Section 404. and 3301), the exit court must discharge into a public way or-exit passageway. The exits -from the exit court shall comply with Section 3311 (d) -. requirements for width, number, and protection.' of-walls-and openings when-the occupant load' exceeds 9. - V S .&1. ua&upcs • ?FL.I$.t'S U JJ V - 1)/. Walls of exit passageways shall be without yo. Usable space under the first story shall be ( openings except exits and shall' have walls, enclosed and shall be separated from the non- , floors and ceilings of the same f ire- usable space as required for one-hour .f ire- , -resistance required for the building, with a , resistive construction and the door to the minimum one-hour fire-resistive construction. usable space shall be self-closing, of Exit openings in the walls shall be protected noncombustible construction or solid wood by a three-fourths-hour assembly. core, not less than 1-3/4 inches in thickness. - Section 3312 (a). Section 1703. iyi.. The total width of exits in inches shall not (' be less than the total occupant load served by. . .' . an exit multiplied by 0.3 for stairways and . . . . .0.2 for other exits. Section 3303 (b). 7 V 8/4/92 , V ' ' ' V No point in the building shall be more than from 124. I Door landings shall have a length measured in less than 41+ the direction of travel of not ( 150' (200' if sprinklered) an exterior exit, horizontal exit, enclosed stairway or inches. Section 3304 (j). exit passageway, measured along the path of travel. This may be increased a maximum of 12,1. Doors should not project more than 7 inches 100' when the increased travel distance is the / into the required corridor width when fully last portion of the travel distance and is opened, nor more than one-half of the required entirely within a 1-hour corridor. Section corridor width when in any position. Section 3303 (d) 3305 (d). /3. Double acting doors are not allowed when load than 124. Revolving, sliding and overhead doors are not as exit doors if the occupant load permitted serving a tributary occupant of more 100, or when part of a fire assembly, or part exceeds 9 or the exit door serves a hazardous of smoke and draft control assemblies or when area. Section 3304 (h). ,4- '#'Av 00 equipped with panic hardware. S i&D F-0 X_ T. S.(o" ,. 1 O Section 3304 (b). 1)5. Ramps not required to comply with disable I access requirements shall not be steeper than 1$. Exit doors' should swing in the direction of 1:8. Ramps steeper than 1:15 shall have Minimum / egrees when serving an occupant load of 50 or handrails as required-for stairways. more or when serving any hazardous area. size landings and landing clearances must be Section 3304 (b). See doors provided. Section 3307. (See Title 24 where Disabled Access is • ___________________________________________. required) - 115. Note on the plans: "All exits are to be L. STAIRWAYS from inside the key' openable without use of a or special knowledge". In lieu of the above, S V Stairway width must be at least 44 inches when in a Group B occupancy, you may note "Provide . . serving 50 or more occupants; 36 inches when a sign-.. on or near the exit doors reading THIS , less than 50. Section -3306 (b). 'iSfOPJ DOOR TO REMAIN UNLOCKED DURING BUSINESS ' Th€ ' - HOURS". This signage is only allowed at the ' 127. tairway riser must be 4 inches minimum and 7 main exit. Section 3304(c). p. p.. in maximum and minimum run shall be 11 Z_ 0 IS o'*.i' 4LLOL-JLC) 4r pooR,.. l, inches. Section. 3306 (c). See the exception 1. Exit doors from Group A,E,H-1,H-2,H-3 and I . for private stairways serving less than 10 ( occupancies shall not be provided with a latch occupants. S-E- 13/,..4, C/A V or lock unless it is panic hardware. Chapter '. " V 33. V &stairways Eighty inch minimum headroom clearance for j should be indicated on the plans. 1ñ. All doors and gates, within the exit path from Section 3306 (o). Note that this is from a', ( Group A,E,H-1,H-2,H-3 and I occupancies to a plane tangent to the stairway tread nosing. public way, shall not be provided with latches or locks unless they are equipped with panic 129 Stairway handrails should not project more hardware. Section 3301 (b). ' than 3-1/2 inches into the required width. ) Trim and stringers may not project more than 1)8. When additional doors are provided for egress , 1-1/2 inches. Section 3306 (b). 'purposes,, they shall conform to the width, swing and hardware provisions in Chapter 33. 1$. Enclosed usable space under, interior or - Section 3304(l). ' '''''-- -. ' (- exterior stairways -should 'be protected-on the j - enclosed side as required for one-hour fire- Exit doors should be a minimum size of 3 feet resistive construction. Show 2 x @ 16" o.C. by 6 feet 8 inches. Maximum leaf width is 4 mailers. Section.3306 (1), (m). ' feet.. Section 3304 (f) and (g).' Landings should not be reduced in width more '130. Regardless :of occupant load, a floor or : I than 7 inches by a 'door when fully open. ( landing not more than 1 inch (1/2-inch if Section 3304 (i). V disabled access is required) below the threshold is required on each side of an exit - 13/. Stairways from upper levels which extend below door. Section 3304 (1). V , I • the level from which egress from the building 171. When a door landing serves an occupant load of - is provided, shall have an approved, barrier to preclude exiting into such lower • levels. -' +' 50 or more, doors .in any' position shall not ' ' Section 3306 (h) & 3309 (e). reduce the landing dimension to less than one ' • half its required width. Section 3304 (j). e. CAv 133. Vertical distances between stairway landings are limited to 12 feet. Section 3306 (g). Winding and spiral stairways are permitted ( only in residential occupancies. Section 3306 (d). 11. All interior stairways and ramps shall be I enclosed. In other than H and I occupancies, an enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors. Section 3309 (a). 1. Stairways should be enclosed as specified in Section 3309: a. Two-hour fire-resistive walls are required in buildings of Type I and II-F.R. construction and in all buildings four or more stories in height, and one-hour elsewhere. b.- Only exit doors are allowed to open into exit enclosures. Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted that the maximum transmitted temperature end point shall not exceed 450 degrees (F) above ambient at the end of 30. minutes of the fire exposure specified in UBC Standard 43-2. Exit enclosures should include a corridor on the ground floor extending to the exterior (see exception). Fire-resistive - construction should be as required for the exit enclosure, including protected openings. Only exit doors are permitted . to open into the corridor. An approved barrier is required at the ground floor to prevent people from accidentally continuing to the lower level. -. Usable -space—is-not allowed under the stairs. 7. Occupied floors more than 75 feet above the lowest level of fire department vehicle access 'should have all exits from the building in smokeproof enclosures. Section 3310 (b). In buildings four or more stories, one / stairway must extend to the roof. Section 3306 (n). It must be in a smoke-proof enclosure in buildings over 75 feet in height. A first story as allowed by Section 702 shall . be included in determining, the number of stories when determining if a stairway. to the . .. roof is required. 1)4 Stairways exiting directly to the exterior of 7' a building four or more stories in height shall be provided with a means for emergency entry for fire department access. Section 3306 (1). Handrails: Handrails are required on each side of stairways. Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides). Private stairways (1 tenant) need only have a handrail on one side if 30" or less in height. Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. Except for private stairways, at least one rail shall extend. 12" beyond top and bottom risers. All stairs shall have handrails terminating in a newel or safty post. Section 3306(j). Note: Where access for the disabled is necessary, Title 24 requires handrails on both sides to extend 12 inches beyond the top nosing and 12' inches plus the tread width beyond the bottom nosing. Additionally, handrail height should then be changed to 3011- 34". 141. The handgrip portion of all handrails shall be not less than 1-1/2 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting'from walls shall have at least 1-1/2 inches between the wall and the handrail. Section-3306 (j). - Openings in the exterior wall below or within ( 10 feet horizontally of an exterior exit stairway in buildings over two stories. shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separate exterior stairways serve an exterior exit balcony. -- Section 3306 (k).. -. lLI. Openings in exterior walls below or within 10 ( feet, measured horizontally, of an exterior stair, shall be .protected by self-closing fire.: assemblies having a three-fourths-hour fire protection rating when the stair serves a floor level having openings in two or more floors below it.. . See exception above.. 'Section 3306 (k). lL Buildings four or more stories in height shall ( have a stairway numbering system complying with Section 3306 (p).o I 8/4/92 9 Corridors and exterior exit balconies serving ( 50 or more occupants must be a minimum 44 inches wide and 7 feet high to the lowest projection. A minimum width of 36 inches may be used if the occupant load is 49 or less. Section 3305 (b). 14/ When a corridor or exterior exit balcony is ( accessible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). Corridors serving 30 or more occupants shall have walls and ceilings of one-hour construction. 'Show compliance or clearly show on plans which of the following exceptions has been satisfied: Corridor walls and ceilings need not be of fire-resistive construction within office' spaces having an occupant, load of 100 or less when the entire story in which the space is located is equipped with an automatic sprinkler system throughout and smoke detectors 'are installed within the corridor in accordance with their listing. Within office spaces occupied by a single tenant, partial height partitions which form corridors and which do not exceed 6 feet in height need not be fire resistive, provided they are constructed in accordance with Section 1705 and are not more than three fourths ,of the floor- to-ceiling height. Section 3305 (g). Exit corridors shall, not be interrupted by (' interveñiñg-"rooms'.' " Foyers;" lobbies or reception rooms constructed as' for corridors "-shall not be construed as intervening rooms.. Section 3305(a).. ' 141. One-hour fire-rated corridors shall have (' interior door openings protected by tight- fitting smoke and draft control assemblies rated 20 minutes, except openings in ,interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic- closing by action of a smoke detector per Section 4306 (b). Doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). Total area of all openings, except doors, in ( any portion of an interior corridor, shall not exceed 25 percent of the area of the corridor wall of the room which it is separating from the corridor. Such openings shall be protected by fixed glazing listed and labeled for a fire-protection rating of at least 3/4- hour. Section 3305 (h). 1E/. Protection of openings in the inner walls of ! exterior exit balconies is not required only when it is possible for occupants to exit in two directions. l4. Elevators serving more than two stories shall ( not open into requiredone-hour exit corridors unless protected by an approved smoke/draft control door system. In high rise buildings refer to Section 1807 (h). Section 3305 (j). 15,1. Duct penetrations of fire-rated corridor ceilings shall have fire dampers per Section 4306 (j). Combination fire/smoke dampers are required" at duct penetrations of rated corridor walls. I . Fire rated corridors are not to be used to convey air to or from, rooms. UMC Section 1002. l5/ Provide a complete architectural, section of I the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). l. Ceilings of combustible materials cannot be ( suspended below the one-hour corridor ceiling., In types III or V construction fire retardant treated wood may be used... Section 3305 (g). 1j7. Corridor walls may terminate at -the ceiling I only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 (g). 15j. When two exits are required, dead end I corridors 'and exit' balconies' are- 'limited to-.-20 -.- feet. Section3305 (e). 10 If a room with an exhaust' fan has a door opening into a rated corridor, show how make- up air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 3305(h)1. N. - ar si(s 160. Exit signs are required whenever two exits are required. Show all required exit sign - locations. Section 3314 (a). - ICO'-'.O .?('T - SEE.- OS' Show two sources of power for e lamps at - exit signs. Section 3314(d). Corridors greater than 30 feet wide when the occupants have an exit independent from the corridor. Exterior sides of exterior exit' - balconies. 1)4. Provide notes, details or specifications to I show the elevator will comply with IJBC Sections 5102-5106 and Title 24. 1)4. Doors other than the hoistway door and the / elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 5106. GLASS AND GLAZING 174 Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B. G175. Show safety glazing in the following cations, per Section 5406(d): a. Where the nearest edge of glazing is within a 24-inch arc of either side of a pOC)J.$ door in a closed position (unless there is !7 o an intervening wall between the door and the glazing or if the glazing is 51 -0" or higher above the-walking surface). Glazing greater than 9 square feet with ( the bottom edge less than 18" above the floor and the top edge greater than 36" above the floor (unless the glazing is more than 3.6",,-..horizontally..away from walking surfaces or if a' complying j protective bar,is.installed). ?' Glazing in shower and tub enclosures (including windows within 5 feet of tub or shower floor). ROOF A Class - roof covering is required. Table 32-A. p4'. Specify roof slope. 17~ Roof pitch is not adequate for. roof covering ( specified. Specify minimum pitch of Specify roof material and application. Chapter 32. Specify ICBO, UL or other recognized listing approval number for roof materials not covered in UBC, e.g., tile, etc., lI Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated., water. Section 3207 (a) and Section 2305 (f). Show roof drains and overflows.. Size drains per Appendix D of UPC. Section 3207 (a). Show the legal basis to allow roof drainage to ' flow onto the adjacent property. Show that exits are lighted with at least one / foot candle at floor level. Section 3313 (a). 161. Show separate sources of •power for exit I illumination. (Occupant load exceeds 99) Section 3313 (b). The exit sign locations as shown are not I adequate. 0. ELEVATORS Elevators shall be enclosed in a one-hour ( shaft except in Type I and Type II F.R. construction where the' elevator shall be in a two hour shaft. Section 1706. ijo. Every opening into an elevator shaft enclosure f shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. l67' Elevator shafts extending through more than ( two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 5104. 1(8. Elevators in high rise buildings shall comply with Section 1807(b). I 4. Every elevator lobby or entrance area shall be 1 provided with an approved smoke detector as required by Section 5103(b). /0. Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a)'. ' Provide clear inside elevator car dimensions ( as required by Title 24: a. In high-rise buildings, A/E/I occupancies, State-owned buildings, residential care homes, hotels, motels, apartments and condominiums. " '8011 b' 5410,' with'à 42-inch side slide door. b. Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s): 68" by 54", with a minimum clear door width of 36". C. Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a 'minimum clear door width of 36 inches. 8/4/92 . ' ' 11 Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above -the-' adjoining ground in each 50 lineal feet or fraction thereof of. exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). 19(1. Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Section 3802 (b). 19) Fire sprinklers are required at the top of / rubbish and linen chutes and in their terminal rooms. chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). 174. 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 than three stories in height. Section 3802. 1L Fire sprinklers are required in H occupancies / when exceeding the areas in Section 3802 (f). l9. Provide fire sprinklers in rooms used by the / occupants for the consumption of alcoholic beverages when the total area of unseparated rooms exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is required. Section 3802 (c). . . . . (D7. Provide fire sprinklers PE..&Ci tY OL,P4'.1cL .See. also jurisdiction ordinance. . . . ... 198. Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. ALSO NO-It t3 o fl (S /pP&J(M(-L l%. Provide class standpipes per Section .f 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3805. S. FOUNIMTION . . ()Provide a copy . of the .project soil-report---- prepared by a California licensed architect or / civil engineer. The report shall include / foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. A- Sctt._ j'O.&T i.. fl_e'D r n CiTY S 01 specifications Specify on the foundation plan or structural sheet the soil classification, the soils expansion index and the design bearing capacity of. the foundation. Section, 2905(c). B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft. of single floor area shall have smoke and heat vents per Section 3206. I 4'. Plastic skylights must be separated from each other by at least 4 feet, unless they are over the same room and their combined area does not exceed 100 square feet (or 200 square feet if the plastic is a "CCI" material). Section 5207 (a) 6. 18/. Plastic skylights shall not be installed ( within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. section. 5207 (a) 7. W. Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICB0 or other recognized approval listing. 14. Provide plastic roof panel• details to show compliance with Section 5206 or provide ICB0 or other recognized approval listing. 185'. Show attic ventilation. Minimum vent area is. ( 1/150 of attic area or 1/300.of attic area if at 'leasti.50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c). 19J Show location of attic access with a minimum ( size of 22"x301', unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 3205(a). /tL foo7v6$ jci.. ,tL vi LJ -fsv T7f_- SOIL Ak'01&T S r)€vcruM.( cJhc c Afrt v'O gD 8/4/92 , 12 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. (When required by the soil report). The foundation plan does not comply with the following soil report recommendation(s) for this project Provide notes on the foundation plan listing the soils report recommendations for foundation. slab and building pad preparation. 205. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and., 3 The foundation excavations comply with the intent of the soils report". Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. Show height of all foundation walls. Chapter 23. Show height of retained earth on all foundation walls.. chapter 23. 209. Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. Note on the plans that wood- -'shali7 be 6 inches' above finish grade. Section 2907(a). Note on plans that surface water will drain away from building and show drainage pattern and key elevations. Section 2905 (f). For buildings adjacent to slopes steeper than 3:1, 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. Show 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 (f). Specify size, ICBO number and manufacturer of power driven pins and expansion anchors. Show edge, end distance and spacing. Section 306 (f). Show size, embedment and location of hold down anchors on foundation plan. Section 302(d). Note on the plans that hold down, anchors must be tied in place, prior to foundation inspection. Show adequate footings under all'bearing walls. and shear walls. 'Section 2907(b). •• 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. Show pier size, spacing and depth into undisturbed soil. Table 29-A. Show minimum under floor .access of 18 inches by 24 inches. Section 2516 (c) 2. Show minimum under floor ventilation equal to a 1 sq. ft. for each-l50 sq.' ft•;- of--under---r%--;o- f loor 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.. T. " MASONRY AND CIONCRETE • 212. Dimension foundations per Table 29-A • 2. Show anchored veneer support and connections Floors Thickness of.. • 7 attached to wood in Seismic Zones 3 and 4, Supported* Stemwall Width,Depth Footing, • comply with Section 3006 (d)1 and Section 2515 1 6" 12" 12" 6" (a). Show ties, #9 wire in horizontal joints, 2 8" 15" 18" 7" etc. 3 10" 18" 24" 8" : • /6- Show height and construction details of all *Foundations may. support a roof in addition to the concrete and masonry walls. Chapter 24., floors. Where only a roof is supported, use foundation for one floor. . . 8/4/92 . . . 13 227' Show floor and roof connections to masonry 7 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 2310. Provide details for damp proofing the ( foundation walls, below finish grade, where usable space exists on the interior side of the walls. Section 1708 (d). 2)41 Show a minimum 2" air space and flashing ( between planter and building walls. Section 2516 (c) 7. U. mocm kE(()LJ 230 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below or sticky back. REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections,, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code. ITEM • . . REQ. IF .. REMARKS CHECKED SOILS COMPLIANCE PRIOR TO FOUNDATION INSP. STRUCTURAL CONCRETE OVER 2500 PSI PRESTRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY... - SPRAYED ON FIRE . ...-.. . - PROOFING .. . PILES/CAISSONS DESIGNER-SPECIFIED 24' Where special inspection is required for I masonry, note on the plans that prism tests shall be performed in accordance with Section 2405. • Section 2405(c). In seismic zones 3 or 4, if a structure is defined in Table 23-K as Occupancy Category I, II or III, note on the plans that "Structural observation by the engineer/architect shall be performed. A statement in writing shall be given to the building official, stating that the site visits have been made and whether or not any observed deficiencies have been corrected to conform to the approved plans and specifications". Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and 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. 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 and rafters 12" or ' ieT :jg' depth... supported laterally by bridging at intervals not exceeding 8 feet, unless Thoth edges are held in line. Section 2506(h). Show blocking at end and at supports of floOr joists, and for rafters: at exterior walls. Section 2517 (d) 3. Show solid blocking at ridge: line and at exterior walls on trussed roofs. Section 2506 (ii), Section 2517 (h). Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the 'depth of the joists. Section 2517(d) 5. 240.... Show rafter ties. Rafter ties-shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters arid ceiling joists are not parallel. Section 2517 (h)5. - .241. Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517(h)6. 242. Show 1/2" minimum clearance between top plate of interior partitions and bottom chord of trusses.. (To ensure loading will be as designed). 8/5/92. . . . . . . . . , . V , 14 243. Show or note fire blocks at the following locations per Section 2516 (f): In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; 'c. In concealed spaces between stair stringers at the top and bottomof the run and between-studs-along and inline with the run of stairs if the walls under the stairs are unfinished; In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials; and At openings between attic spaces and chimney chases for factory-built chimneys. 244. In buildings having floors and roofs 'of. wood frame construction, other 'than dwelling or hotel occupancies, draft stop the area between the ceiling and floor above so that no concealed space exceeds 1,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 3,000 s.f. and 100 L.F.). Section 2516(f). 245. In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the. area between the ceiling and roof above so . that no concealed space exceeds 3,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 9,000 s.f. and 100 L.F.). Section 2516(f). ......'•24' Show double top plate with thimimt 48" lap splice. Section 2517 (g) 2. Show nailing will be in compliance 'with Table 25-Q. Show stud size and spacing. Maximum allowable stud 'heights; bearing wall: 2 x 4 and 2 x 6 max. 10' ;; non-bearing: 2 x 4 max. 141 , 2 x 6 max. .20'. Table 25-R-3. Studs supporting two floors, a roof and ceiling must be 3 x 4 or 2 x 6 at 16" o. c. 'Table 25-R-3. 0 Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4714 (d). 256. Provide truss details and truss calculations. for this project. Specify on the plans the truss identification numbers. 255. Provide roof framing plan and floor framing plan. Section 302 (d). 256'. Provide framing sections through Section 302 (d). 257. Specify all header sizes for opening over 4' wide. Section 2517 (g) 5. - 2258-)Provide. calculations for main vertical and horizontal framing members and post footings., Section 302 (d). 259)Provide calculations for lateral loads,, shear /panels, shear transfer and related. Section f 302 (a) 7. In Seismic 'Zones 3 and 4, the allowable shear values for drywall in Table 47-I must be reduced 50% for earthquake loading. This does, ,not apply to wind loading. Footnote 1. Show on the plans all structural requirements • - developed in the structural calculations. Columns 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. ALSc (NCtUflt s' 7}1E.. (çr..c c. ' CAP4-c Tr 0 F te 71tL S Tt,ai / C FAN( /- E C) .1 iP S UPF t)it ANFO - Li (A/D' 2E .S( 6t.i fc1.& OPLiv" S €&iC7V 0 ' '' ,0 - ' . . ' - ' ' -. 8/5/92 15 Individual concrete or masonry piers shall 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. Specify plywood grade and panel span-rating. Table 25-S-1. Show 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). 216 '. When roof pitch is less than 3:12, design ridge as a bean. Section 2517 (h). 2/. If foundation cripple wail studs are less than ( 14", framing shall be solid blocking or the cripple studs sheathed with plywood. Section 2517 (g) 4. 26/. 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. 2. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. 2/0. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). 271. Note on the plans that "all weather-exposed surfaces shall have a weather-resistive barrier to protect the interior wall covering and that exterior openings shall be flashed in such a manner as to make them weatherproof". Section 1708. V. MISCELLANXIS ZJL Parking garages shall have an unobstructed / headroom clearance of not less than - 7' -0" above the finish floor to any ceiling, beam, pipe or similar construction. Section 702 (b). •. : 234. Provide details of restrooms to show I compliance with.'Section ...510 (b), regarding floors, walls and showers. , If both sexes will be employed and the number / of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four", and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 (c). a275. Guardrails: Shall be installed at all unenclosed floor and roof openings. Shall be installed at open and glazed sides of landings and ramps. cJ Shall be installed at balconies or porches f more than 30" above grade or floor below. Shall be installed on roofs used for, other than service of the building. Shall have a height of 42". Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 23-B. Openings between railings shall be less than 4". The triangular openings formed by the ,riser, tread and bottom element of a guardrail at a stair shall be less than 6". 6(- • Y2$1 Provide platform and stage construction, (. including occupancy separations, and roof vents, as per chapter 39. 27( Provide at least one drinking fountain - for . I each floor level in Group A occupancies. Section 605. Show that aisles and seats comply with Sections 3315 and 3316. 211 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 streetshall 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. Pedestrian walkway shall comply with Section 509. 281 Note on the plans that suspended ceilings shall comply with UBC 'Tables 47-A and 23-P. 282 Note on the plans that new water closets and associated' flushoweter valves, if any, shall use no more than 1.6 gallons per flush and shall meet performance standards established . by the American National Standards Institute Standard A112.19.2', and urinals and associated flushometer valves, if any, shall use no more than one gallon per, flush and shall" meet performance standards established by the American National Standards Institute Standard A112.19.2. H.& S Code, Section 17921.3(b). ' 8/5/92 16 W. TITLE 24 DISABLE) ACCESS 283. Provide note and details on the plans to show compliance with the enclosed Disabled Access Check List. Disabled access requirements may be more restrictive than the UBC. X ENEMY CONSERVATION 214. Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. 2 5. Provide electrical plans, plan details, calculations and the completed Form 5 or 'CF-5 to show compliance with state regulations for energy conservation. 2 6. Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Y. ADDITIONAL 287. Please see additional corrections, or remarks, on the following page. ~~list To speed up the recheck process ntèo this (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 289 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. Yes No' The jurisdiction has contracted with Esgil ' Corporation located at 9320 Chesapeake Drive, Suite - 2081 San Diego,' California, 92123; telephone number of 619/560-1468, to perform the plan check for your 'project. If you have any questions regarding these plan check items, please contact PETE ('SC flJ? • atEsil Corporation.' ' • • Thank you Enclosures: -: • • -' 1. 2. 3. ' I , 8/5/92 • • ' • • • • • ' - •• 17 TITLE 24 HANDICAPPED ACCESS CORRECTION LIST Jurisdiction CMLSt40 Plan Check No. References to section numbers with prefix "2" are to Title 24, California Code of Regulations, Part 2 (California Building Code). Prefix "3" is for Part 3 (California Electrical Code). Prefix 75" is for Part 5 (California Plumbing Code). Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine "unreasonable hardship" as described in Section 2-422. SITE DEVELOPMENT If no landing is provided, the slope of flared sides shall not exceed 1 in 12. 1. HANDICAPPED PARKING SPACES ' 2-7103(d) Provide handicapped spaces. Surface is to be slip resistant and a 1 2-7102(b) contrasting finish-.from adjacent / sidewalk. 2-7103(f) . Space shall be so located that I handicapped persons are not compelled to -. f. Border markings shall be 12" wide of wheel or walk behind parked cars other 1/4"xl/4" grooves..-3/411 apart, located at. than his/her own. 27102(c) - top and sides. 2-7103(h) -. () Parking space shall be a minimum of 9 03. WALKS . ft.x18 ft. with adjacent marked 5 ft. loading zone. Double space shall be 23 a. Site development and grading shall be ft wide Where a single space is designed to provide access to primary . provided, the loading/unloading zone .. . . entrances and access to normal paths of -- - shall be on the passenger side of the travel and -where. necessary to provide . - vehicle. 2-7102(c). - - - access shall incorporate pedestrian - - - ramps, curb ramps, etc. 2-7101(a) - - d. Maximum slope of parking surface in any -. ,, - direction shall not exceed 1/4" per . b. Walks- sloping greater than 5% (1-. in 20) foot. 2-7102(e). - must comply with ramp requirements of - e. Parking space(s) shall be identified - - Sec. 2-3307. 2-3325(c) - - - with the International Symbol of . c. Walk width. shall be, 48" -minimum, and Accessibility on ref lectorized sign shall have slip-resistant surfaces affixed - to post or wall, and also - - - 2-3325(a) -. duplicated on parking surface (symbol to - - -. - be 361lx36" and painted at the back of . d. The maximum cross slope shall not exceed the parking stall). 2-7102(f) - . - - 1/4" per foot. 2-3325(a)3 f. Entrance to parking area (or. at each e. Gratings are not allowed whenever- - -, " - -staIl) shallhave a sign stating that- - ---- -- -- possible. 2-3325(b)---,'-,: -.--•.•- - . . - .. - unauthorized, vehicle(s) parking in . . . handicapped space(s) may be subject to - - f. At each gate or door a 60"x60" level area - tow-away. 2-7102(f) .......- - is required when the gate swings toward - the walk. 2-3325(e) - - . -- - - If covered parking is provided, then a the total - reasonable portion of number g. A 48"x" deep level area is required • of stalls reserved for the disabled - - - - when the gate swings away from-the walk. . - - shall also be covered. 2-7102(a) - . . . - ' - 2-3325(e) )" Entrances to and vertical clearances h A 24" clear space is required at strike ( within accessible levels of parking - - side of gate or door. 2-3325(e) - - - - - structural member, duct or pipe. - . - - - - structures shall -be 8 ft. 2 in. to any 04-PEDESTRIAN RAMPS A!.-L - -9Ds 7-it I 4/..) 27102(g) . - - . . - - . - . IZ4,PS ,(E&"? - - -- . - a. A path of travel with a slope greater - CURB RAMPS - - . - than 1 in 20 shall be considered a ramp. . - 2-3307(a) - - a. Curb ramps shall be located wherever - - - -, - - - - pedestrian path crosses curb. (2- - b. The maximum slope shall-be-1 in 12. - - . - 7103(a)) - - . , - --- 2-3307(c.1) . - - - - b. Curb ramp shall be 48" mm. width (2- - - - c. The width shall be 48" minimum. A 7103(b)) with maximum slope of 1 in 12. - - - minimum width of 60" is required where a - 2-7103(d) -- - . - ramp serves as a primary entrance to - - - - - - - buildings having an occupant load of 300 - c. A level 48" sin.- depth landing is - - • or more. Group R Occupancies may be 36" - - -. required at top of curb ramps over - - when the occupant load is 50 or less. 2- - entire curb ramp width.,2-7103(d) 3307(b.1) The surface of ramps shall be slip- resistant. 2-3307(g) A 60" intermediate landing is required at maximum elevation change of 30" and 72" landing at each change of direction (over 30 degrees). 2-3307(d.1) Landings are required at top and bottom of ramps. 2-3307(d.1) Bottom landing shall be minimum of 72" in the direction of travel. Fig. 2-33- 1A Top landing shall be 60" x 60" minimum. 2-3307(d.1) When door swings onto top landing, minimum depth of landing required is door width plus 42". 2-3307(d.l.) Top landing shall have 60" min. width when door swings onto the landing, with 24" on strike side of door at exterior ramp, or 18" at interior ramp. •2-3307(d.1) k. Ramp handràils are required on each side of ramp, when slope exceeds 1 in 15. 2- 3307(e.1) - 1. Ramp handrails shall be continuous, located 30"-34" in height above ramp surface, with 12" extensions beyond top and bottom, and the ends returned. 2-3307(e.1) m. Handrails shall be 1-1/4" to 2" cross section, spaced minimum of 1-1/2" from wall. 2-3307(e.1) ii. A 2" high curb or wheel guide rail centered 3" ± 1" above ramp surface is required on both sides where not otherw-ise bounded by-walls when the ramp exceeds 10 feet in length.. 2-3307(h.1) (41 SPECIAL ACCESS LI?IS. a. Lifts may be provided between levels, in lieu of elevator, when the vertical distance between landings, structural elevator, structural design and safeguards are as allowed by the State of California, Department of Industrial Relations, Division of Occupational Safety and Health. 2-5107(a) 0 b. The lift platform shall be of sufficient size to accommodate a wheelchair (301lx4811). 2-5107(a) 0 :0 e. There shall be a level and clear floor area or landing (60"x60") at each level for access to the lift. 2-5107(a) ®HAZARDS a. Provide 80" 0 headroom from walkway surface to any overhanging obstruction. 2-3326(b) Headroom of 80" minimum shall be maintained for walks, corridors, aisles, etc. 27522(f) Protruding objects with leading edges between 27" and 80" above finished floor shall not protrude more than 4" into walks, corridors, etc. 2-522(f) Free standing objects mounted on posts between 27" and 80" above the floor may project a maximum of 12". 2-522(f) 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. 2-3326(a) ENIRANCES AND CIRCULATION () ENTRANCES, DOORS, VESTIBULES AND CORRIDORS ()All primary entrances to buildings shall be accessible to the handicapped. 2-3301(f) *).- Thc- 7(yZ A- iev ,iT ML EX TEA- IC)& 0009S ) All required passage doors shall have 32" ( clear opening at 90 degrees (36" door). 2-3304(f) /At least one of a pair of doors shall meet the minimum 32" clear entrance width requirement. 2-3304(f) 41' Threshold shall be no higher than 1/2" I ' above the floor. Edge to be beveled with a slope no greater than 1 in 2, if more than 1/411. 3304(i. 1) :. e. Exterior level landing may. slope up to 1/4" per . foot in any direction for surface drainage. 2-413 Door hardware shall be of the lever or push type, mounted-_-30 44...above the - ....0 floor and be operable with a maximum effort of 8.5 lbs. for-exterior doors and 5 lbs. for interior doors. 2-3304(c), 2- 3304(i.2) The lower 10" of the door shall . be of smooth, plane surface (no recess.or trap) except at automatic and •shiding.doors. 2-3304(i.3) - 0 Building entrance(s) shall be identified by sign with the International Symbol of 0 Accessibility. Show location . on plan. The symbol shall be a white figure on blue background. 2-522(b) 0 At turnstile, provide an access gate, 32" / clear width opening, within 30 feet of turnstile. 2-3304(i.4) • There • shall be a clear area on each side of door, 60" deep in direction of door swing and 44" deep in opposite direction of door swing. 2-3304(i.1) ('k.)Width of clear area on the swing side of i. Approved stairway identification signs '-f-' the door shall extend 21+" past strike shall be located at each floor level in jamb for exterior doors and 18" past . all enclosed stairways in buildings two ' strike jamb for interior doors. or more . stories in height. The sign \2-3304(i.1) . shall identify the stairway, indicate whether there is roof access, the floor level, and the upper and lower terminus of the stairway. The information shall be presented using raised Arabic numerals / The space between two consecutive doors and raised braille symbols which conform f (vestibule) shall provide a minimum of . to Section 522(b)3. The sign shall be 1+8" clear depth between the open door . located approximately 5 feet above the and a second closed door.Doors in a floor landing immediately adjacent to the . series at a vestibule shall swing in the door on the strike side. Signs shall same direction, or away from the space . comply with requirements of U.B.C. between them. 2-3304(i.1) . Standard No. 33-2. For corridors over 200 feet long, see /0. ELEVATORS special requirements of Sec. 2-3305(b)2. ( . a. Provide clear inside elevator car FLOORS . . dimensions as required by U.B.C. Section . . 5103(d) 6 and Title 26 2-5103(d.1). / fl. . . . Floors of a given story shall be a common level throughout or shall be 1. At least one elevator in buildings 4 connected by pedestrian ramps, passenger or more stories in height: 80" by elevators, or s pecial access lifts. . 54", with a 427inch side slide door. 2-522(e).,. . . . . . . . Applies only to: high-rise buildings, V.. -J '•V ....• . . . 9/ STAIRWAYS . A/E/I . occuanies, Stat-owned buildings, residential care homes, . hotels, motels,.' apartments and NOTE: Only applies where disabled access is . condominiums.. . provided or required to other levels. , 2. Elevator in buildings more than two ' a. Treads shall have smooth, rounded . stories or, buildings where,disabled exposed edges and be slip resistant. 2- access is required to upper level(s): 3306(s) . V 68" by 54", with a minimum clear door width of 36". b. Nosing shall not project more than ,, , 1-1/2 inches past face of the riser , 3. Elevators other than in (b) above. below. 2-3306(s) . . V ' , ' serving less than 50 occupants shall have a minimum inside platform' of'4 c. Risers shall be sufficiently solid. ' feet 6 inches by 4 feet 6 inches and a . 2-3306(s) ' ' ' minimum clear door width of 36 inches. d. The upper approach and lower tread of b. Raised Braille markings and Arabic each flight of . stairs shall be marked . ' numerals are required on control butt9nS with a contrasting colored strip 2" in and door jambs 2-5103(d 1) V ' ' width. 2-3306(r) SANITARY FAC]IIIIFS ' e. On exterior stairs, each tread shall be marked as noted above. .,:2-3306(r) . TOILET FACILITIES ACCESS f. Handrails are required on each side of ' . When located on 'accessible floors,-, stairway. 2-3306 ' . sanitary facilities shall , b. made accessible to physically' handicapped. g. Handrails shall be located 30" to 34" ' (2-511.1(a)) above nosing,extend 12" beyond top riser V and 12" plus tread width beyond bottom . Doorways shall have 32" minimum clear, , V nosing and returned to wall/newel post. ' ' opening width. 2-511.1 ' 2-3306(j.1). There shall be a level area with 60" ,h. Handrails shall .be 1-1/4" to 2" in ' clear depth in the direction of the door gripping cross section and 1-1/2" clear , swing, and a level area with 44" clear of-wall. 2-3306(j.1) ' depth in opposite direction of door - swing. 2-511.1(a) - V , ' ' V. V • ' ' • ' ' l MULTIPLE ACCOMMODATION TOILET FACILITIES 4 Provide clear area 60" diameter x 27" V ' • ' V V V , ( high - or clear space' 56" x 63" x 27" high 2-511.1(a) Doors (other than handicap compartment) are not to encroach more than 12" into above mentioned clear space. 2-511.1(a) Provide a 28" clear space between water closet and fixture or 32" clear space between water closet and wall. 2-511.1(a) 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. 2-511.1(a) Water closet compartment door to provide 32" clear width for end entry and 34" clear width for side entry. Door to be self-closing. 2-511.1(a) 13. SINGLE ACCOMMODATION TOILET FACILITIES Water closet shall be located 28" from a fixture or 32" from a wall. 2-511.1(a) G Minimum clear space in front of water closet shall be.4811. 2-511.1(a) - '•. $ In an existing building, a single accommodation toilet facility may have a space 36" wide x 48 " long in front of water closet. 2-511.1(a) GRAB BARS AT WATER CLOSET a 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. Where a tank- type toilet is used, grab bar may be as high as 36". 2-511.1(a) Bars shall be 1-1/4" to 1-1/2" in diameter with 1-1/2" clearance to wall. 2-511.1(a) •. - S . Bar fasteners and mounting support shall be able to withstthd 250 lbs./ft. in bending, shear and tension. 2-511.1(a) . . WATER CLOSET Height of water closet seat shall be 17" to 19" above floor. 5-1502 Controls shall be operable with one hand, and shall not require tight grasping, pinching, or twisting of the wrist. 5-1502 Controls for the flush valves shall be mounted on the wide side of toilet areas, no more than 44" above the floor. 5-1502 4. The force required to activate controls shall be no greater than 5 pounds force. 5-1502 1/. UINALS al. Where urinals are provided, the rim of at least one shall project 14" from the wall and be located 17" maximum above floor. 5-1503(a) The force required to activate the flush valve shall be 5 lbs. maximum and located 44" maximum above floor. 5-1503(b) Provide 30" x 48" clear floor space for forward approach. 2-511.1(b) 31. LAVATORIES Provide 30" x 48" clear floor space for forward approach. Said clear floor space. may include knee and toe space under lavatory described below. 2-511.1(b) Provide clear space beneath lavatories ( 29" high by 30" wide by 8" deep. at top and 9" high by 30" wide by -17" deep at bottom from . front' of lavatory (toe space). The maximum . counter .. surface height should be '341-., 5-1504(a)..... Hot water and rin- pipes under lavatories shall be insulated. 5-1504(b) 5. Faucet controls and operating mechanism (operable with one hand) shall be of the type not requiring tight grasping, pinching or . twisting of the wrist (such as lever-operated) and an operating force not exceeding 5 lbs. 5-1504(c) . . . ..5 .... If self-closing valves are used, they shall remain open for at least 10 seconds. 5-1504(c) . . . . 78. ILEI ROOM ACCESSORIES . . . ... ., . z. Mirror bottom edge shall be located 40. maximum above floor. 2-511.1(b) Toilet tissue dispensers shall be mounted within 12" from the front edge of toilet seat. 2-511.1(b) . S Operating parts of dispensing and disposal fixtures (towels, waste, coin slots, etc.) shall be within LeO" .of floor. 2-511.1(b) 3 SANITARY FACILITIES IDENTIFICATION a. On doorways leading to sanitary'. facilities the symbols to be provided are 12" Equilateral triangle for men, 12" diameter circle for women, and 1/4" thick, centered on door, 60" high and contrasting color. • Unisex facilities shall be identified by the circle with the triangle superimposed within the circle. 2-511.1(a) . . . . 0 20. BATHING FACILITIES 2/('. PLUMBING REQUIREMENTS One such facility shall comply when 0 pr'. Where kitchenettes are provided at provided for the public, clients or ( employee break rooms, conference areas, employees. 2-511.1(a) customer lounges, etc., the faucet Shower compartment shall be 42" wide, 0 controls at kitchen sinks shall be operable with one hand and shall not 48" deep, with a 36" wide entrance. require tight grasping, pinching or 2-511.1(a) twisting of the wrist (i.e., use lever- operated, push-type, etc.). If self- Show on the plans that the handicapped closing valves are used, they shall bathing facilities shall conform to remain open for at least 10 seconds. requirements of Sec. 2-511a-9, 5-1505 5-1508 and 5-1506, i.e., folding seat, flexible shower hose, etc., GZOUP A OCCUPANCY REXUIRD(IS GE2(FAL R1I3WNrS A ASSEMBLY HALLS, THEATRES, ETC. 21. DRINKING FOUNTAIN Seating and toilet facilities for the handicapped shall be accessible from the Drinking fountains shall be within main lobby or primary entrance. alcoves. The alcove shall be not less - .. than 32" wide by 18" deep. 2-511.1(c) 1. This structure requires When the . enforcing agency determines wheelchair seating spaces. In theaters that it would create an unreasonable and auditoriums, the seating shall be hardship to locate the water fountain in provided in a variety of locations so as an -alcove, the water fountain may to provided a choice-of admission prices. project into the path of travel, and the 2-611(b) path of travel shall be identifiable to the blind as follows: . Each wheelchair space shall be 60" x 30" The surface of the path of travel and level. 2-611(b) at the water fountain shall be textured so that it is clearly identifiable by a . When the seating capacity-exceeds 300, - blind person using a cane. The minimum the wheelchair spaces shall, be in more textured area shall extend from the wall than one location. 2-611(b) supporting the water fountain to 1 foot beyond the front edge of the water e. This structure requires fountain and shall extend 1 foot beyond - seats for semi-ambulant persons. Clear each side of the water fountain, or . leg space shall be at least 24". Wing walls shall be provided on 2-611(b) each side of the water fountain. The wing walls shall project out from the . Stages, enclosed and unenclosed supporting wall at least as far as the platforms, orchestra pits, ticket booths, water fountain to within 6 inches of the and refreshment sales facilities shall be surface- of the path-of travel-. Also, --. ---- - made accessible. 2-611(b).; .. there shall be a minimum of 32 inches , /. . . •. clear between the wing walls. . $.STADIUMS, GRANDSTANDS, BLEACHERS, PAVILIONS, IUMS c. Note on the plans that drinking fountain shall conform to requirements of s structure requires rand Sec. 2-5llc and 5-1507. - . . elchair seating spaces. In theaters auditoriums, the seating shall be 22. PUBLIC TELEPHONE . 0 - . provided in a variety of locations so as - to provided a choice of admission prices. Provide space 30" x 48" for forward or 2-611(c) parallel approach to telephone. . . . 2-511.1(d) . . . When the seating capacity exceeds 300, the wheelchair spaces shall be-in more Note on the plans that public telephone than one location. 2-611(c) shall conform to requirements of Sec. 2-511.1(d). . . . Ticket booths must be accessible from 2(1. ELECTRICAL REQUIRTS both sides. 2-611(c) Participation areas such as ball courts, 15, 20 and 30 amp receptacle outlets exercise rooms, tracks,. and clubrooms shall be installed not less than 12" must be accessible. 2-611(c) above floor. 3-210-50(e) . Spectator and participant sanitary and Center of switches shall be located not locker facilities must conform to the less than 36" nor more than 48" above requirements of Chapter 2-5. • - the floor. • 3-380-8(c) • 0 2611(c) 0 • - - C.4 s)3T j3 5CE-,tiE2 ,4v pOOf 94 M (cmr tO(-IC ON (,4A/3 Th1T 77- '1i€..0 v-# &7 /S4V6&t i- ,I(-k l/-4liE NO LjCQk. XCLP7 E(C#W'GL OF P4PC75 A,1V7'4dV 4EcJIi(, o gpc.' r&i4 O& oS OP C(/fJ E ' c 701 Submit complete electrical plans f reflecting the full extent of work to be performed, including but not limited to the following as applicable. Submit complete service and feeder one- line diagram. MEC 215-5. Show the Available Fault Current (Isc) I from the Utility Co. and at equipment where the Isc exceeds 10,000 amps. Show the ampere interrupting capacity / (AIC) ratings of service and subservice equipment. NEC 110-9, 230-65. Show the method used to limit fault / currents to 10,000 amps on branch circuits. Show fuse letters if used (i.e., J31, A3T, LPN). Show fuse/breaker size(s). NEC 24.0-6. Show each building disconnecting means.., / 230-84. X. Submit load calculations. Include long / continuous loads (LCL) and largest motor loads. NEC A 220. Show/Identify new loads proposed for the existing equipment. Indicate maim service size and total I load. Show the "nearest electrode" used for ' each transformer secondary ground system (i.e., bldg. steels. cold water pipe). NEC 250-26(c). -D Show the grounding electrode - conductor size and wire type (AL/CU). NEC 250-94. Specify wire type (AL or CU) and insulation (i.e. THWN). NEC ART 310. Show the approximate length of feeders. U. Show the grounding system required for each building, structure, or service. NEC 250-24, 80(a), 81(c). Specify dimensions of equipment rated eA 1200 amps or more. NEC 110-16(c). Provide the required access and entrance to working space for equipment rated 1200 amps or more and over 6 feet wide. NEC 110-16(c). Show location of all panels, load / centers, switchboards, and transformers. NEC 110-16, 240-24, 300-21. 3..!'. Provide the required working space about / electrical equipment. NEC 110-16. Submit complete panel schedule(s). Provide overcurrent protection on the I secondary side of transformers. NEC 240- 21 Ex., 384-16(d). Provide required transformer ventilation. .1 NEC 450-9. ®Provide receptacle(s) within 25 feet of HVAC equipment. tD4C 509. Provide the required 20 amp 1200 VA sign / circuit(s) and receptacle(s). NEC 600- 6(b)(c). Provide "uniform" pattern lighting within sight of multiple, switch lighting controls. CAC Title 24, 5319. /When two or more exits are required, show ,exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second power. ...............................................ourc (battery or-generator). NEC 700- 16/UBC 3314. In all occupancies where the exit system / strves 100 or more occupants, provide a minimum of 1 footcandle emergency iliiu,ination at the floor level and. spe..fy a second power source (battery or generator). NEC 700-16/UBC 3313. To speed up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., 17. Specify wiring methods $-.-.., 2IT, 9efr1 plan sheet, specification, etc. Be sure Conduit)-. fI ()ç FLOOQ_ to enclose the marked up list when you Ikuc ioPL.y u - .so-4 Fog- submit the revised plans.. C..Lf r LOC.4T,0L, WkZWGi PouE " MUST COM PLY Lth.r* ) t-+ Show conduit and wire sizes. )'Show location of Service(s). / NEC 110-16, 230-2. PAGE: 1 / Ef: I DAM: I /2.01 94c PLAN EX: G3IJCK !DENHALL CLV k t c"cr2bcjc ir&o CL r&ut , E c s \ -1 Any quaaions on electrical corrections please contact the plan checker shown above at Esgil Corporation at (619) 5601468. Thank you. 09/04194~~,btc (3-A *('t WkXc1 CC tOLk. t*viet.-c K\A' +bc \ttXvtCcj,(- UA U) ot~ %-) O ' 4 5 i A 5 I,) $/i) S AV ,7'otuc 4 øL V 2 '7' 6 DA)'71 /9Oo 59 /c)AJe /c,o A' #. 'I $Zo A, - c. y C.j 40 /3 j?oo-1 /OC. Sp - #4 (S'4 S (i Ca , 7) /2g6 . ioL1r.'f c cc /-SIZ ,o c r. j AQCT Cc.,ta'-e1'v 3) 7' cf --3 .' — /1~oo .s' ,r. au /Ok1 /J /7 S- flAoOtO U.) /Qcri4- /4d'45 e 7','csc #c 44r,0'u Olr éXZ'f'D4.. /QQ41 f4*S ' a (2 ô , i V — 4 4 - T.s7',4cf5 ) 4) Cu — - a I' ,,4 oj 1..) 4e e. A. c 44 7 'OAJ, C . .c , ,j Ae. S,- r a c I 6 '-' 1 )C 1'C.e 04 or.5 A ç - /3/ (oL AIOMUT 7 ,'Ai'J ;Oo Sp - AICAL PLAN CORREMOR juIsinclotI: PLAN N1: I ' GM AMMEi PLAN 0 0 Sea rr) 1Cr'toI4.. I/C6.1')f 7oroS, (t43. A'9-0 es I / V V V - .• V IANICAL, PIB, EKEWY PLAN a,ICAr JRI&II: P,> : I@ GLEN ADAM PLAN (Z NP(: jjj 0 c1 Si 4 ,'...i A PJ &O C a rl re,r 7 £x E'V 1 -/ / 1. 1,4 ,ôi i#cj y oi ,4 14 4) 5. q) y 5 4s STr,cp, ZtO u Ci . 5,'47 O't 7;p,i,° fr/ Z,1uc CA4I4LF4POk..)aj _5cr7 o 7 IA)_(APe_74-FJ.Z-3_7ieC'P,'1 _/,iT3 O 0 /'.oO4FV ere. o 4r,4j -q-7,-/, A f (.45 t• j:• 06 S4,frP 1A-2- /AJ 'C,c.., 2) ,4'o s--a-- Ic'F< p ox-3Si&Cf t Al A / L v Ai — (...) .4 Ycr,t cr 5 w- 40 5 Lrs — 'C. &t. c:,:, '.1 A 7' / s ,4f Cy . A.) / •. ,4 7 is e, ex-'2 cs A 7 7-1.4 I is-i frf '- ' 4 cf fri i 7~ _cr , 590 EE ii Jurisdiction (I1ALSIA. Prepared byi o Bld g. Dept. /9E7E F,Sc'1-c VALUATION AND PLAN CHECK FEE 0 Esgil PLAN CHECK NO._9-i-i BUILDING ADDRESS - P&o,i /1 'ec4 - ,ZD APPLICANT/CONTACT PHONE NO._________________ BUILDING OCCUPANCY - SZ DESIGNER PHONE______________ TYPE OF CONSTRUCTION N - J? CONTRACTOR PHONE___________ BUILD ING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER HAAJG ,4& (3OO - 330 cOO OcL - c/o I. 5m' Z3 760 Air Condjtioninz ______________ • __________________ Commercial ( _76 Residential Res. or Comm.. - Fir.eSorinklers • •• • . ° ° . • @ f 33' _7 Total Value • • C7 4 - 55 City of Carlsba*' d / BUILDING PLANCHECK CHECKLIST /3/9'y' ' S DATE: PNCHECK NO. . BUILDING ADDRESS PROJECT DESCRIPTION ,ASSESSOR's PARCEL NUMBER EST VALUE V& ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for reviw has been Please see the attached report of deficiencies approved. The approval is based on, plans, marked 'with I. Make necessary corrections to S information and/or specifications provided in your plans, or specifications for compliance with submittal; therefore any changes 'to these items applicable codes and standards. Submit corrected after this date, including field modifications, must plans and/or specifications to this office for review. -.- -',be. reviewed by this office to insure continued , '- conformance with applicable codes Please review /76'f ' carefully. all comments attached, as failure to ' ' , •, - , S %comply with instructions in this report can result in " .• 5 ' ' ' _"A suspension of permit to build. .,' , - , 1st CHECK By Date Date 4/47' 7. 2nd CHECK By Date:,By:_ Date 3rd CHECK By Date:.By:._____________________ Date:*__ ATTACHMENTS CONTACT PERSON 0 Dedication Application * O Dedication Checklist O Improvement Application O Improvement Checklist NAME 0 Future Improvement Agreement - • ' 0 Grading Permit Application' ADDRESS: O Right of Way Permit Application O Sewer Fee Information Sheet PHONE - -- P:\D0CS\CHKLST\BP0001.FRM REV 12/17/93, 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 (619) 4381161 .FAX (619) 4380894: Lb BUILDING PLANCHECK CHECKLIST SITE PLAN s Ønd' 3r& ', L1' U 0 1 Provide a fully dimensioned site plan drawn to scale Show 1 North Arrow D. Property Lines Easements Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets 0 0 2. Show on site plan: A. Drainage Patterns C. Existing Topography 8. Existing &. Proposed Slopes I •• Show on a section drawing or include a note stating that there is a minimum of 6' difference between the finished floor and the finished grade elevation adjacent to the structure.. -: 0 0 0 4.. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5]. On graded sites, the top of any exterior foundation shall extend above the elevtion • of the street gutter at point of discharge or the inlet of an approved drainage device / a minimum of 12 inches plus two percent" (per 1990 UBC 2907(d)5.). El 0 5 Include on title sheet • • • • • A. . Site address - • Assessor's Parcel Number Legal Description • - For commercial/industrial buildings and tenant improvement projects, include: Total building square footage with the square footage for each different use, existing sewer 0 • permits showing square footage of different uses (manufacturing, warehouse, office, • etc.) previously approved. • . :. • • EXISTING PERMIT NUMBER • DESCRIPTION - 0 • • - BUILDING PLANCHECK CHECKLIST 0 DISCRETIONARY APPROVAL COMPLIANCE . . jv' 2nd,/ 3rd%/ . . . . . . .tJ/ 12 0 6. Project does not comply with the following Engineering Conditions of approval for Project No. Conditions were, complied with by: Date:_________________ DEDICATION REQUIREMENTS .. . . .0 D 07• Dedication for all Street Rights-of-Way adjacent to the building site and any storm /,1' drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ ' . -pursuant to Code Section .18.40.030. Dedication required as follows Attached please find an application form and submittal checklist for the dedication process. Provide the completed application' form and the requirements on the checklist at the time of resubmittal. Dedication completed by ' ' Date:___________ IMPROVEMENT REQUIREMENTS '0 0 0 8a. All needed public' improvements upon and adjacent to the' building site must be - . ' ' ' •' constructed 'at time of building construction whenever the value of the construction exceeds $ '-pursuant to Code Section 18.40.040. ' Public improvements required as follows: Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. . • " ' . Attached please. find an application form and submittal checklist for the publià • improvements requirements. Provide the completed application form, and the requirements on the checklist at the time of resubmittal. , ' " 0• Improvement Plans signed, by: •0 , •, Date: S , ' - '' ' 'P\DOcS\CHKLSl\BPOOOl.FRM 'Page.2 of 4 • 0 ' • REV 12/17/93 BUILDING PLANCHECK CHECKLIST SW 2nd' 3rd,/ .' 0 0 0 8b. Construction of the public improvements may be deferred pursuant to code Section 18.40. Please, submit a recent property title report or current grant deed on the property and processing fee of $____________________ so we may prepare the necessary Future lmprávement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future public improvements required as follows Improvement Plans signed by: : •, Date:___________ 0 .. 0 0 Sc. Enclosed please find your Future Improvement Agreement. Please return signed and notarized Agreement to the Engineering Department Future Improvement Agreement completed by:_______________________________ Date:__________________ * Z1/00 0 8d. No Public Improvements required. SPECIAL NOTE: Damaged 'or defective - improvements found adeac6nt to building site must be repaired to the satisfaction5 of . the City _Inspector prior tooccupancy. . . . GRADINGPERMITREQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030, of the Municipal Code. 5 • S S • • O • 0 0 9a. Inadequate information available on .Site Plan to make a determination on grading requirements Include accurate grading quantities (cut, fill import, export) O 0 • 0 , 9b. Grading Permit required. A separate grading plan prepared by a registered Civil• Engineer must be Submitted together with the completed application form attached.' NOTE:. TheGradingPermit must be issued and rough grading Approval obtained orior • toissuanceofaBuildingPermit. S Grading Inspector sign off by:, -. Date; • S ' - S 0 0 9c No Grading Permit required S • r ' S BUILDING PLANCHECK CHECKLIST P:\DOCS\CHKLST\BP0001.FRM Page 3 of 4 - REV 12/17/93 MISCELLANEOUS PERMITS 1 stV 2nd,' 3rd,/ f 0 0 10. A RIGHT-OF-WAY PERMIT is required.to do work in City Right-of-Way and/or 44- private work adjacent to the public Right-of-Way. Types of work include, but are not / limited to Street improvements, trees, driveways A separate Right-of-Way permit issued by the Engineering Department is required for the following: Please complete attached Right-of-Way application form and return to the Engineering Department together with the requirements on the attached Right-of-Way checklist, at the time of resubmittal. •• : 0 0 11. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. E!1 0 12 INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit Industrial waste permit accepted by- t441 Date P \DOCS\CHKLST\BP0001 FRM Page 4 of 4 REV 12/17/93 =$ I :P' =$ 74 ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION I FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:— ,Iif4 ,%,2.7 j ?q( Bldg. Permit No.f * Prepared by Date: Checked by:k€iZ4 Date4. 4/'1 EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft.: 1,5-00 EDU's: Total EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft.: /-tr.k)_oo ADTs:_________ C 5% FEES _REQUIRED: Total ADTs: __- PUBLIC FACILITIES FEE REQUIRED ,'YES 0 NO (See Building Department for amount) WITHIN CFO: 0 YES (no bridge & thoroughfare fee, ONO reduced Traffic Impact Fee) ,,ARK-IN-UEU FEE PARK AREA: /v ________ FEE/UNIT: X NO. UNITS:______ I 2.TRAFFIC IMPACT FEE ADVa: X FEE/ADT: BRIDGE AND THOROUGHFARE FEE ADT's:r 'J v2P X FEE/ADT: FACILITIES MANAGEMENT FEE ZONE:________ 59 flwu!si_ X FEE/EDU: o 15. SEWER FEE PERMIT No. 3i999 EDU's: BENEFIT AREA: _L- X FEE/EDUf2 EDU's: _______ X 6. SEWER LATERAL ($2,500 DEPOSIT) 7, WATER FEE EDU's: 4"c;z;2. x *MfTC. 1.iL. FEE/EDU:2 ' FEE/EDU: 2-Yôô 4 /Q_ôI TOTAL OF ABOVE FEES*:$33( P.DOCS\MISFQRMS\Cp0001 fiRM REV 023I =$ z . 5-:~ :.~ ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. C&culation based on building plancheck plan submittal. Addre&s: O R ( 1PI i Bldg. Permit No.______________________ Prepared by: Date:__ Checked by: Date:____________________ EDU CALCULATIONS: List types and square footages for all uses. / 30/i41j — 3OO//,SOO Types of Use: 7 f) LX Sq. Ft./Units: 7ô/'//8 EDU's: 0+0 Total EDU's: _6 - ADT CALCULATIONS: List types and square footages for all uses 3OOt-1 &r ---' 3obJ7>O0 7 ' Types of Use:1,AOP( c/A. Sq. Ft./Units: _Z,2O/ //OO ADI's: Total ADTs FEESREQUIRED: PUBLIC FACILITIES FEE REQUIRED Ef YES 0 NO (See Building Department for amount) WITHIN CFD: 0 YES (no bridge & thoroughfare fee, I30 reduced Traffic Impact Fee) jRKINUEU FEE PARK AREA: FEE/UNIT: X TRAFFIC IMPACT FEE ADTs/UNITS: 'c1'> X '. RIDGE AND THOROUGHFARE FEE ADTs/UNITS: L 'TFACILITIES MANAGEMENT FEE SQ.FT.:____ 5. SEWER FEE EDU's: /o' (7'? X I FEE/EDU:_______ BENEFIT AREA: Gy. DRAINAGE BASIN: .5 / EDU's: (a '> X FEE/EDU:_______ p/NAGE FEES PLDA : HIGH. _______ fLOW______ ACRES: • • X FEE/AC: =$ "IE J _ LATERAL ($2,500 DEPOSIT) WATER FEE EDU's: /7 X FEE/EDU:c4OO s/) 5' > • yo( TOTAL OF ABOVE FEES*:,4 .J) 6 *NOTE: This calculation sheet Is NOT.a complete list of all fees which may be due. Dedications and. Improvements may also be reauired with Buildina Permits. P:\D0CS\MISF0RMS\BP0002.FRM -c • REV 01/04195 I. X FEE/AOl: L. ZONE: '5 X' FEE/SQ.FT.:o NO. UNITS:______ FEE/ADT: Datei1/67 Jurisdiction______________ Prepared byi 0 Bldg. Dept. ?E7 VALUATION AND PLAN CHECK- FEE 0 Esgil PLAN CHECK NO. _9-/a . BUILDING ADDRESS -1-036 P11-LO&AR, ,1"fO /O APPLICANT/CONTACT • PHONE NO. BUILDING OCCUPANCY DESIGNER PHONE_____________ TYPE OF CONSTRUCTION CONTRACTOR PHONE___________ BUILDING PORTION BUILDING ARk VALUATION MULTIPLIER VALUE 'I HN1' ,i& i f O 00 330 OO() 3j-fiC I j 5C) 2 3 760 Air ConditioninE Commercial - - Residential Rés. or Comm. Fire SDrinklers 7IO @ 15 3 72 = Total Vlue 9:. Building Permit lee $__ . . _$ ?570 D Plan Check Fee $ . . $ (67063 COMMENTS? SHEET ( OF. /___ -- PLANNING CHECKLIST Plan Check No. Address 2o Vr r iEL Planner DAVID RICK Phone 4384161 ext. 432'8 (Name) . . APN: Type of Project and Use i"/ N et /4g r 014 Zone Facilities Management Zone " L/ CFD (in/out) #________________ circle (If property in, complete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Legend Item Complete Item Incomplete - Needs your action .1, 2, 3 Number in circle indicates plancheck number where deficiency was identified Environmental Review Required YES - NO TYPE DATE OF COMPLETION: Compliance with' conditions of approval? If not, state conditions which require action.' Conditions of Approval 0 0 Discretionary' Action Required YES - NO - TYPE APPROVAL./RESO. 'NO. ''. DATE:'__' PROJECT NO. ' OTHER RELATED CASES: Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval . . EIEJ 0 California Coastal ConimLccion Permit Required YES - NO DATE OF APPROVAL: : San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, C.A. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action.: Conditions of Approval 0 Inclusionary Housing Fee quid: YESNO__ S (Effective .date of Enclusionaxy Housing Ordinance - May 21, 1993.) Site Plan: Provide .a fully dimensioned site plan drawn to scale. Show: North arrow; property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topogr'ap'hical lines. D'D 0 2. Provide legal description of property, and. assessor's parcel number. Zoning: S S 0 [2 1. Setbacks: S I Front: Required Shown / mt. Side: Required Shown (S Street Side: Required Shown I, (o-"1) Rear: Required Shown '0 [2 0 2. Lot coverage: S Required Shown C3. 0 0 3 Height Required Shown 0 0 El 4. Parking: Spaces Required Shown S • S S • Guest Spaces Required Shown 00 0 Additional Comments S S OK TO ISSUE AND.ENTERED APPROVAL INTO COMPUTER DATE S ' • PLNCK.FRM S 94008 - '• . Fire Department . Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Tuesday, January 17, 1995 Reviewed by:. Contact Name ' Larry Yeakel Address 1237 Camino Del Mar City, State Del Mar CA 92014,. Planning No Job Name .Amicorp Inc Job Address . 2036 Palomar Airport . , Ste. or Bldg. No.. Approved - The item you have submitted for review has been approved. The approval is . based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica-' tions, must be reviewed by this office to insure continued conformance with. applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. • • * U Disapproved -. Please see the attached report of defiäiencies. Please make corrections to . , plans or specifications necessary to indicate compliance with applicable • codes and standards. Submit corrected plans and/or specifications to this office for review; . . . . • For Fire Department Use Only Review . 1 st__' 2nd 3rd_______ • • ' ' Other Agency ID CFD Job# 94008 File#__________ 2560 Orion' Way • Carlsbad, California 92008 • (619) 931-2121 (619) 931-2121 City of Carlsbad 94008 Fire Department • Bureau of Prevention General Comments: Date of Report:Tuesday, January 17, 1995 Contact Name Larry Yeakel Address 1237 Camino Del Mar City, State Del Mar CA 92014 Bldg. Dept. No. 94-48 Planning NO. S * Job Name Amicórp inc S Job Address 2036 Palomar AirPort Ste. or Bldg. No. S 94008 Fire Department Bureau of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report:Wednesday, October 26, 1994 Reviewed by:i'JJ.Z Contact Name Larry Yeakel Address 1237 Camino Del Mar City, State Del Mar CA 92014 Planning No. Job Name Amicorp Inc Job Address 2036 Palomar Airport Ste. or Bldg. No. Approved - The item you 'have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully allcomments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. O 'Disapproved - Please see the attached report of deficiencies. Please make corrections to plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st 2nd 3rd 0 Other Agency ID CFD Job# 94008 File# • 0 2560 Orion Way Carlsbad, California 92008 0 (619) 931-2121 • . Page Job _AM, P FLA,J. Date Subject By -.-J t'e Fiu-_ -kHT F4/A)7 I /JcY W 7/ Fi-/-o /'J 77 CAJ 1— Pu ,,j 7b Fd-4Ak , FACE 9P/// 7TJ 9 7D ~- Z 2,4T A Th' W.77uc ••Pi -rt' 1771 7?* - or#-i- • 4 / . ,4c ,V #JO Y (LD A . /,tJ, fJ 3 ie .v 7?-? B 4 F — Al XF 7b,s4L. P. -7e,4,.)-7- / .4JO7 c/T bEc' —77-cX -c7T7,'J., .5-7• 1, c)g.iv 4774cZi- ,4 7P Page._________ Job.Aowdoep Date ',9 Subject By —J i/A IA) &I4 j4-L. = K g 17(( vAI--'e ,'/'/ /-IAL-F 77-?5 tAJfA)L) L440 .o,J -7E .E..-Jz2 4tL. Af)-J4 cj 7 7b 771E D4)A26 / 4JAc:.L (/2.TS 7/E .(I4-1A ,')7b 77-IE . . K g4cEo 1'74Y . f - 10. 4 K ArP4-f 7)' cF 5 cA&-E Fc-ro4a o 4 . ,'° T-J77.?or UA7/ 4 13. 3 14 4 AUG 94 J; EXP Page Job ,4M'Cp-P /-I,E- Date Subject By --i 1M C-'E' W Fo I3?-,4ci,J -rD o4 (I Tv G io 9 b5' cK o2- U T I/'(ZIP -EAJ77-f =15, C,14 • I&4 s • ••• AU6291994 Page Job Am,cc Date —94 Subject By —J (4s C7O) D.1cAJ EF F4,cJ6E /A-/ /7 Pp—'zO McWtA17 i710 ,44ç 7 To "VjEi~io c,-,te () Ci1 - LAi4Dxe. lz 1 fr? A)C7 ( MAWM 04-7 O-r CP,4fYY 4. coe-77oU ,4AT" /44 1AI4)& K f 'p-i - - ! UT 7&irL- ,4t-71 PO 4E5 UE 4p ,d/7y r~A• • p4i /AJ -4-'J 4 7-(E •. %OESS/ . C351& ' C/Va '-• • -\ OF CM - ' S ' AUG 1994 -"5 --.-i t ic /ASTRUCRALENGEERS \TTi5830 Obrlin Dri'Th Suite 2OOT . TTT Sari Diego; California 92121-_. -j- (619) 456681.4L+_+ FAX: (619) 453 bAT —B P1 —SHEET NO OF Acl -- ._!------------__--. _----_----- ...........- -.-. --- ---- - ------ ----------..--.-. : k T I- r4S TF4T I I'I III E . ---.-----H-------------H--- ---------. .--'--------------------_--..-..--._--..--_ -- ---------H--H-7- -- ----------- -- ----- --- ---1 • ------------------------ ------ -- --------i------_--_—___. _.. - --_-------_-------- - ----_---________J____ -- --4--- -------- ___ L EIET?E' - .LLL LL.LL2JL iiTL n 1 i.TtTtj---i-1-H-i--f-----j 1 -i---.- 1 -- :.,j::--r ---im-- r. - ----------- 1,1 _4 4 _.j---------- .... - -- ---------------------i__ -, -_- .. ----.. ..-_. 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[ ruwAK-MtuLMI1tK & AUCIA1t I f STRUCI1JRAL ENGINEERS 5830 Oberlin Drive, Suite 200 .... - I \ \ San Diego, California 92121 - (619) 455-6681 ------------------------• BY DATE__I°1 PROJECT _r1V¼,r AcIII1 - SHEET NO I :OF H lIT------- - M ICOP HA iL M * SdtuL AL Los r ~Z I: - fA Ic4D . root; o L1. S tuctAL c4uL4t;os At wRl&5 O f F -1-E - ri- 1A4drActdr2.E*. 4 f - r' LO.Ab5 O\/E.D -.. -............ r1E.12,. LOAD •. r f-zz. Li-,(F-LOAD: 14 2. 3.0 1.0 2.0 To I T,&.L b.L =I Or7 rsf (t jLL OE.Ao LOAD vz it I.I JuL4ioi 1.0 1 ME..c.4/LE.c/r1c o NOW-SThR & ASSOCIATES - STRUCTURAL ENGINEERS / 4\... \ 5830 Oberlin Drive, Suite 200 .... - ..-- /-. \ San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947- DAT .BY E . .it -14-.PRoJECT Alilc.r 1AqE 'A c1IIt SREETNO..'--OF .-------•--.---. S JOB rO11 .5 14 9 lot A OF +1 .t. .-L A iu • v • lot i • Lr" _____ LA - • --I . I (4 coi _r- -'-- -•- . ._Ltj_. ..... 'J -- 1 - >L7/l - tii - — - I . - 1 w I r Jll1tLtW I J 1 .oLZ . . - I * / STRUCTURAL ENGINEERS 'I T, -- IN LJWA-I ituiiw i mc niiti 4 5830 Oberlin Drive, Suite 200 .-...- - - ... San Diego, California 92121 - (619) 466-6681. .- - BY DATE__1O2i PROJECT__Ao LrT EET0I - 0E— ZAI AMI W lIlIIIL CL 1 /100 lb L I(I)t/ 44 I LA.) LL: 2/), (I 6): L'2'M LL IbrL .-. - ............. -.--.... - ITL(l3)l4(V1z& I0.&t441 lLl-,0 - I..LL (11 2S) L1J/ s4 (V14, Vv) .di"l 60 Ig" 2I2 F2e I o• . _____ . .. ._ 1' 111111 tIll LL- I4O)to.21Ip D - - ......... LULL I4(I2F)) % 2 o(/z--- ST I41.o2(I2)/.2I . • I I -NOWAK-MEULMESTER&ASSOCIATES ------I IA sTuc'ruAIINEERs - / 4 5830 Oberlin Drive, Suite 200 / ' \ San Diego, California 92121 . (619)455-6681. .-. -•- - ...- BY DATE I0-J-13 PROJECT AHkOp ijLIt1'1__To - ..... ME,-1 C0 41"D IfL4r 4 1(z1o) l'2 LL 4 (z,000). 83 A A>e --- A- j_L4J2k.4t. -. - / hpL: 24(i)2/ 2 00 I I (Aj LL 'fIz. lch.(0 , flLL 1L(I1o&)1 (i)_3(0-11 1441 6TL%Vzio 84 (I ri 00 toe) '4 34(I10000). .. . . .: komyz L.(4Mo . - . . ....- ..- .---. I- - - - h1 • I I V/ -' NOWAK-MEULMESTER & ASSOCIATES / t / STRUCTURAL ENGINEERS . / 5830 Oberlin Drive, Suite 200 . / \ San Diego, California 92121 (619) 455-6681 BY rn.. DATE l[-8-1 PROJECT Aiô i•I• •--- FLt - -SHEETNO. 1 ......OF — JOB13a NO III 1)lIltlHl . L(I)+ I(Io)oI , 1pLb(It)%: 3Oo.1 Uj Ll : a • lrlr • rL c() it&) . . • 3'b 600 (I000).s3 LL 9,(z r,,)II (I i& LL /% (1 . ,A1: '(/t)tI/3 4............................................ I lA2.t61 - .IF Ifiz(I)f(Io):- IOpp —.lII Ifi(Iz) Ic'1r(r . 290.(o']rlr I 'zI&.1'z.4 -........:.......-- ..;............ •. . - I .: I.(1•°1)/&. ............. : T-....: A:,26 I T. ... (O F11 '1• . .. • . 4 I I V1 NOWAK—MEULMESTER & ASSOCIATES STRUCTURAL ENGINEERS / 4\ 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947 OF DATE -1t PROJEcTi ,4r1Ice1 AJ6iEf FACIIft'f HEET -- _i •_ . JOB NO. 13 °1 . - -oil - 1)- lzc Uj.LC=- , Y DL -L (100) 100 . I (W?1.: bob L 100 (t4V,,(1c000 2(Drr (o O8(i2)/Ioo (00.11 43 s4(Ioao)• b.o'1u4 ,AILL 3CI(t •oo).Vo - -- .. - Q iJ1 M Isl ) . . VO1P iIlIII'' k..' LL: 2(100) 'Zoo M:0(g/ loo .. .r1r . 84()ck000) 1' .... &00 000) . . .. "A WOM _ I.1otz 4t 1 t: IIH44 0 Ii ! NOWAK-MEULMESTER & ASSOCIATES / %.. f. : STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 - 0 San Diego, California 92121 (619) 455-6681 • FAX: (619) 453-3947 : A ri1co. . 1Lit1' SHE ETNO. OF - .•---.•-.-.. _0 .--................r .0' 0•• 0 • JOB NO.' vO 117 ................... ..........Mb-.c¼' . ......-k LJLLjl(bb Lloo , flu. loo()t/41M - l2 brlr cl21 92s 4c;).3 141A1/z4o 01, ..........•' .... LLL(I1oo)4(VI2) 'I'° o -. I '2: 11.I.ui43 2 1 . .... (Io) + 16:,- 'Llt MPL-- 2(4)t/V &115 ' -.......— ................1. iL /Iz ( Ia) . 2.6 (01-f2 I4)4 I431.Z z44z — 'A ii Il\J1 I 2 ). . • ... .. ,. OO !9O),,. .........- ........................................................................ . 1• .Y, Oo 1 0 . . .. . . 31- 1.j 1 "NOWAX-MEULMESTER & ASSOCIATES I f4 STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 /- San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947 FF:i1J11JE1PROJECT"FIAJ61 - ,AC.ILlt1' SHEET NO.' P9 OF JOB NO. . I I 1 II ,r1pL:21/ 40.c0 uj LL.'/IZ (k5) 116 .31 -: - - I0%.4 '2 to3.1I/2oo.22log . It Uizb)LAjo .. LvL(zlri) \.( 31 - .--•-- •1 114,1,41 Ca H 44C 11-6~10 18 M. . II JDL1.LI8)+(Io)- / t41 UJLL - • ............- . - ......js 3 * I I"o'1?i4 100. boo -- . .........•- 4(Iz&): 11&4 ~-L/560 A t tbLI Io8I/ 1A:122M I 4-4 - . 'l vi ... NOWAK-MEULMESTER & ASSOCIATES I.... \...........San .... - .5830 Oberlin Drive, Suite 200 Diego. California 92121 (619) 455-6681 FAX: (619) 453-3947 BY--- DATE PROJECT Ic0 6 &(.ILltx SHEET NO.1 OF ............- ............---...--.-- JOB NO. Vô ....... iL Df(I&-30 fl.F . fEll ii1 fl .............l 'i () .. ,. Ill 1.02. (o( +'Zo 12 r . I 3(o0.1(o(, L Cook t1PL 1(oo1 .-51.$1E I . ?r.y1*I ) .qjz I .i L/0 .. .1... .......- .. -. 4( o LLL(41o2. is) I(112&)& UL= L/;o . (Lo). k 1 Joe NOWAK-MEULMESTER & ASSOCIATES ,ç f STRUCTURAL ENGERS / 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 TFAX: (619) 453-3947 II I:IITh1LT_,ORr EALI1 SHEET NO. 0 OF JOB NO. .. . . ............. .......WD 00 I M:.t(Zø)Z/p - 4A,. ,1/2 fl00)i0 I : ..•- • & 1L:L/ cZ1Poo) . . i)i(i) oQ23 I4'/LLL/(9O - :. •.000 '.3&4ig 1220.1.I 13 ...l'AU2 t1I'2 2o r4i 1IH (AJLL: )/7j 1o)/L ,o , 4'() 100: -- --. .............. i_ . -: - L1: l. . .. . .L: 334 J(Iz o 444TL/24 . - • .:. 4o) zqi41 t:/0 - 4 zl ôoo) A ci: 1z . 04i. [1 'I- I ruwAK-MLuLMt.1tK & AUCIA1t. I '44 STRUCTURAL ENGINEERS / . 5830 Oberlin Drive, Suite 200 . I ' San Diego, California 92121 (619) 455-6681 .....................- BY ___ DATE 10 I—I3 PROJECT JcILftT____- SHEET NO - OF - --------------..,-----------. ---------JONO. CoLu m Q DF-5 I q k tLc0L .*1 - . . ..., ...................................... r1 . oc (l)l2 i e [ -- l'- ................ - L/ I(l)Iiz . . - >•• ____ . - rel 00 -. - r3I4i---- .--.- - !_00 f C•) ft( -- 0.0 - .... NOWAK-MEULMESTER & ASSOCIATES - - sTRUCTURAL ENGINEERS . S / - 6830 Oberlin Drive, Suite 200 . . -. San Diego, California 92121 -- (619) 455-6681- FAX: (619) 453-3947 - By DATE —?i4 PROJECT AIICOP A AILi SHEETNO jig o ---------OB W07 -- S JooPL i(i% 2 II (A)LL Z'/ (Ioo) Z0 r1tL.r.z(I3Yz/&,.28 I.rL (.36)I(19z) Y+(z.1 000). , 38(Z1000).43 ii I Sl Sl:1 17 .12y2or1 Awz 1~- Z (zi,. L11H(11(tll+ A I'4+1 ' 4.Ozt M ..- 3(Z1000). ~At flip 3, I4.(lz zI441,ALLf S - 7tAI. s1'1. + l- u.)tL: (2'/zX404I00):..;41F, 1L '2'T S NOWAK-MEULMESTER & ASSOCIATES / f : STRUCTURAL ENGINEERS . / . 5830 Oberlin Drive, Suite 200 .. ... . / .. \. \- San Diego, California 92121 . (619) 455-6681 FAX: (619) 453-3947 . Arico.p 4.FAc.Iif.1,......SHEETNO OF ...... ---• -.- IT (II.').1'i •°1loe. [..!2111Aic: (j.1: 2.6 4 it ,A 1/4.ta 0L A 2.1 3.j(91P44 .1: L I(i.)l 2. 1 i 4 1.0 - n—fl- FIe _____ trt(000) :14c J• 23(fb t 16 h/srn 14/.I: 1. ()1:+ . 1< 1.0 .•. .G,(4) NOW K-MEULESTER & ASSOCIATES ' an -__ - . o.. the pfowv of STRUCTURAL E'JCIERS o.. .v to b .,of I 5S30 Obern Drive. Suite 200 "' " pi).d o nol be i.4 of t or P pot for o. e' W.-pa" out Son D90, CGIIOmO 221 (69)455-66e1 c, _t1 DATE I0 'Z I -1 PROJECT An_I _ A)4'€.1z..çAcI LIfT SHEET NO & OF TUBECOLUMNBASEPLATES BASE Q (BxN) _ MAXIMUM . LOADS FOR _BASEPLATES - KIPS TUBE SIZE.1 IN.II3"f SQ. 131/2 SQ. I_4" SQ. J 5" _SQ. 1 6"SQ. 1 7" SQ. 1.8"SQ. x 8 j/ 3/41_:43.3_43.3 '5/8L '31:.9 I 38.2 43.3 Ptnax = 50.6 1/21 20.4 1 24.4 29.4 9" x 9" W415/8 Pmcx =56.7 117 ' I 0" x 10" 7/1 3/4 ..1 . Prncx = 70.0 5/8 1 1/2 .. ,, ' Pmox = 84.7 -J x Pmax = 100.8 I .." .1 711 48.6'48.6 35.5I 42.1 22.8 26.9 60.0 52.6 60.0'. 36.5 50.8I - 123.4I 32.5' 72.6) 64.3 72.6 47.2 62.9 72.6 32.8 T 43.7 60.5 21.0 I 28.0 .1_38.7 _I ____ ____ 86.4A 75.3 86.4 55.3 73.4 01:4 P max ii 1 1 89.6 1 101.4 '. ' I 68.6' 87.4 1_101.4) : 50.4 64.2 ' 85.1 101.4 A 15" x 15" Prnax'= 157.5 1 1 / 41- ' " 135.0 A jJ ' ' 118.5 '. 135.0 4 135.0 A 1 , ' . . 93.6 116.5 ' ' • 71.7 ' 89.2 113.2 3 4 52.6 65.5 83.2 BASED ON AISC (9th MAXIMUM LOAD = ( INDICATES EDITION PG. '3-106)'""''-""'' B x N ) x ( tp / 2m )2 LOAD GOVERENED BY Fp x Fy = 0.30 F'c = 0.6 KSI I Ti L .J II ttL. J LL-.J ASSOCIATES . v... .e.. o.e the c.( PW-44eVj4m.. ir A V LIt'T 11 IQ'rtD 1 AX d..gn Id... end 6.çlct.d 5830 Oberfin D,ive, Suite 200 P Dflf Ofld 9W 1401 be ue.d or I y STRUCTURAL, ENGINEERS & Ae.odat.. end e, b.d.d be up.d / Son Diego. coDfomio 92121 (619)455-6681 BY DATE I 0 1PR0JEcT 0 F,tLit' SHETN0. 1 OF JOE) NO. 13o CRITERIA' FOR. BASE 'PLATES AT TUBE AND PIPE COLUMNS PLATE THICKNESS REQUIRED: tp = 2m-[ (AISC 9th ED PG. 3-106). Fy = 36.0 KSI; Fb 0.75 Fy = 7.0 KSI (A36 STEEL) = B xNP° f'c (f'c ASSUMED =.2000 PSI) (UBC 1988) 4. m = 1/2 x [B 0.95 (d)] . (FO R TUBE'COLUMN4). M = 1/2 x [B —0.8 (d)]. (FOR PIPE COLUMN) H 0 0 0 __1_ — 5 MAXIMUM LOAD Pmax=(BxN)xfp,fp=(tp/2m)2 xFy FOR 2000 PSI CONCRETE: Fp =0.30.x2000 ='0.6KSI USE 1 .1/2" THICK 11v1INIMU,M NON—SHRINK GROUT. MINIMUM BASE -PLATE, THICKNESS: •t = 1/2" :• MINIMUM ANCHOR BOLT SIZE: (A307) 3/4" 0 • . MINIMUM BASE PLATE EDGE DISTANCE: 1 1/2" BASE PLATES HAVE BEEN CHECKED' FOR BOLT CLEARANCE OF COLUMN COL. > 3,'0 MIN. E MIN J _ .7 ,- NON-SHRINK V V GROUT . V r\0\\\K-MEUL\1ESTER & ASSOCIATES STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455.6681 BY -DATE -.. 11'- 107~11- PROJECT Ahip_r T I1A4612.. r.iLif- SHEET NO. JOB NO. VI __ A95 :ftZ LGA' -uJrroca? i,-4 (IA4E' Fo x4. 1.02. zx-lr • 5.5 ,.w ;.ci, 4,7z.l I.b 1.5 ic I.IC, -Z x I ZX0 .V5 • 3.t9 11.3 Ti. I lO. ;O.4 .55 '.lZ 5.I3 ;.t% 4.sl z. 7..45 Z..z.l 4 x4 • 10.5 9.1-4 7-1211 114 -co 3.0 3.V- Z.&4 Z.zS l.4- I3. 5.' 5 (,.Z.l .7C' iC - Iiz. 1.5z 6,55 s so 4XIr 17-25 4.c, I3... 11.1 S.ii 4. Z.71 II.Z 23.6 ZI.31 13.2 : 560 4.4 4.c,,/" • M.Zs ZCd. Z Zc.3 14-3 2.o 7-1.3 Idl.oftz.Z. IO. J7 5.0C' 7I 4 Izz 17,. S. 4X, AX(1 • 1.lS 30.i ZI.1 28.2 * _ - • "q 1.1& ?CJ. 34.° 2( I) IS. I3 12.5 (jX(J 3.%. 37 Ci.'-I 34. 3k,? 26.1 1&.0 I5.0 I..q 10.5 1.41 £. 7c,3 '5L(0 4pLI.. 2 38.34. Z12 I.S• '.Z. 14.4 IZ. U - (Db • 4I.ZS SM 9-.' '.1 5.3 57-9 51.5 50.0 3.3 vs--1 ZL'r 3 &I ZZ ,1.q 50o LO-7 31-Z- 7,3.4 z&c, I b. Z 1(#.3 14.C' 13.z- (,O1 v , C.j1. C,l.? C, 2S ..t4 -,c -r i.i C#tt 4.II3&.5 3z.( Z1. I 9 leA) o4 i4 ICjloP. Ot'Ly Ill! Nll,A4, %e/> K (Lot .0t.JF-1NI- L D'ApvUrATI014 AE / I'A1 L'/c:J J__.-_.... ..... OF NOWAK-MEULMESTER& ASSOCIATES --- / t f STRUCTURAL ENGINEERS - . -•- / 5830 Oberlin Drive, Suite 200 . . I ' San Diego, California 92121 (619) 455-6681 - .• .- --.- BY rfl - DATElO 1iROCT Aico L.1. JOB NO. II Fi1 IllIIIllIl}lIl!lIlIlI 1 IllIIIH J TrTITT !I - B LL'.T1TT IJ. 15±T±TTJTJI - Li I i______________________________ 0I4.6.4 IM• 4ii - (ot1.b1 - :4o V . 1 L '280. NOWAK-MEULMESThR & ASSOCIATES - STRUCTURAL ENGINEERS . / 5830 Oberlin Drive, Suite 200 . I San Diego, California 92121 •--- (619) 455-6681 •----- BY DATE ___I 1-i PROJECT -A-11 I L1:T SHEET NO OF JOB NO. — . V.P. V.--- - I I ---.,'L- jI'z4.d S LILL DE-SIGI LL L L) V( (r t-cr. I cI¼r?.c.)tç rIr 1/4 / NowAK—iCEU1MESTER & ASSOCIATES M O9% . on Us.... ,i..b or. t. pfDpSI of NoTo-Ms4m4 STRUCTURAL ENGINEERS & A..ocot.. and on. IntwiO.d be i.ed In rvr.c4ion 5830 Oborr Drive. Suite 200 i thI .p.cllic pevJ. Ofi andwhall riot be i.d or changod bi v'ro. on In poet foe e oth.c pi.ipo.e oiout Son Diego. Colilorno 9221 (619)455-6651 .e wrftt.n con,.nt of No.ot-M.i4mar & M.oejat... BY DATE 4,03 PROJECT A1 I c.orz.p t-Ai4Gf PAC i Li 1•' SHEET NO._L3 OF — JOB NO. (9) Ul~) -Z 1 0 1 " ! i - . ' 11, . .Uw al u IJ I I II 11111 I U U 2 z g 0 U 4 _ ___ 2 )Ijit — - U 'j 'j. Ls (3 Q dC5cir d 00 0 I I• LU g Lo u I :c ! w co 1 -1 —W S LU c' HHHH H • i N. C co "0 cc cc In 11) LIAJJL 1. V_ rig:, 11 44. cI.r' + NOWAK-MEULMESTER& ASSOCIATES STRUCTURAL ENGINEERS . . . .. / 5830 Oberlin Drive, Suite 200 I 't San Diego, California 92121 (619) 455-6681 . ... ................ ' DATE ...... ....................... ....... NOWAK-MEULMESTER & ASSOCIATES -- - y-- - I f STRUCTURAL ENGINEERS - / 5830 Oberlin Drive, Suite 200 / \ \ San Diego, California 92121 (619) 455-6681 OF- BY DATE ii PROJECT __p r fTTT.:: TO.T: - . --- 16 d' p4b ____________ i4J1iI L'1- ? I V!NUWAK-MIU1Mt.i1tK & AiSUCIA1t I t f STRUCTURAL ENGINEERS - 5830 Oberlin Drive, Suite 200 \ \ San Diego, California 92121 (619) 455-6681 BY ______ DATE I— PROJECT pjz- FAa.ILIt-1' SHEET NO OF MtLACo. .. . , VF I1/3(1o.)4O4.9.3 + ii 3o• ( )+A(I4)- 21s (14)- (i)9 A:f803.11 - . - •.. 016 dolLwq SIL. coL. 44C op- oft ill -. . .. •. - ir rL1Ft. 'LALL LwE - J. . V 11/(l'2Co2O r'(f ii .* Ibj , -. - • L : . - rL . - i+ 1 - . [1 LL Lb. 13 co4ilo %J L• I I z . r "/ I, I (k) DL. l2/gz)l8+ 300)j:2&1.3r!r 1ii I A AU4 IioFloUoAJ .t:?E.t:, Jt1ii - OU.OA A •%/. 4x ro4a# Li0' Il - 1:- il 1: • •• £ (i)4 (l .44(HS•3 (X,:° -• • ••• • •• • •• - - - - - - -- ---- _____ r' 4x_Jost: 3300 t . I I I•4 c,.( NOWAK-MEULMESThR & ASSOCIATES -- - - ----- - SThUALGEERS / 5830 Oberlin Drive, Suite 200 -. Son Diego, California 92121 •- (619) 455-6681 - ---- -- .- -, DATE______ PROJECT All- Icor FLt' SNEETNO LOF — JOBNO - ___ zI.Io) i1•.• ds1OAr 1 i-,... DI ctlo4. (o4c -- --- -. - ---- - - ..- F/ I NUWAK-MbULMkS1EK & ASSUCiAr.Sk I f STRUCTURAL ENGINEERS I 5830 Oberlin Drive, Suite 200 . I 't \ San Diego, California 92121 - - (619)455-6681---- -• ---- - . BY DATE_____ PROJECT AiIcor IAq' ----.---.SHEET NO -SHEETNO OF - .. LLIt :. 1(P FIf 1 •. •- • 1A?( c.Ho '1-I (° t • 2- lTAo sipsi Cr2(I1zD): 44o4 LJ. ~I Li 0-i~A. • - I ______ F - - I - ''r •....- ••••• I f 14 4t c,. 1A.Mik ......... 71-1 - - - - 1- i- HA'y pz.&~ w ~b Gj"I 4, . . tIM op3qc.3 NOWAK-MEIJLMESTER & ASSOCIATES I f STRUCTURAL ENGINEERS 0 I 5830 Oberlin Drive, Suite 200 - . . •• I \ \ San Diego California 92121 (619) 455-6681- DATE JH-13 !ROJECT Au ALIt:.T JOB F46. [JALL L b . 1,Drue: °1&31t....... riM 1o .3664I4 0 Di.Ac1 C1?1 Cp 'z(040)40&01. J/ !/ NOWAK-MEULMESTER & ASSOCIATES----- STRUCTURAL ENGINEERS - / 5830 Oberlin Drive, Suite 200 San Diego, California 92121 (619) 455-6681 BYr M DATE II - 1 PROJECT -j i i-I & F .1L11y - SHEET NO - I OF -------.--.. ----------. --------------------.- .............. - L0 :. •. - (LLt - - L 0 L-0u h3% r1-r - IZG F lp . - SI-E. 4 stL. %1010 '%y- r7'r I°rr' 1.2 °°rr .uJ t'1&( 4'_(fi'X 2 2).-(p A.F_Ef''-J/ 3 - 4$LA JI. I NuwAK-MuLMr.11il( & ASUCIAIt I f STRUCTURAL ENGINEERS - / 5830 Oberlin Drive, Suite 200 • . . .. - - / - ' \ • San Diego, California 92121 (619) 465-6681- 'BY DATE 1' PROJECT FAiLt1 - SHEET NO. N1- OF JOB -- -- ---------------------------------------------------------.--------. -------------- - ..j ot °o r r stL i4. biiJ <t. - •• o t.Ft.41 • I3I r'r 00 ps . r 00 IL — UsIZ 24teiiTH - - - -- Z'01. top 4ot.-..T r. 2000Oy,i alle.obl. II9l.I by ACt 31863 - 2,500 pI . .,.a - ------il-f jd - 1.125 psi 2 ,./ S.cI.o 22071.12 -' irr t;. 3.000 pu .bol S.cu96n i3ou tc L I4i a. 92 p ioi -r Widthf. -J 300 psi t _.12 43 1. • 2000 - 2300 - 7&. 7-to. 740.3 _7s _I __I'.I... __tot..1 _7-si _7io. _a ____0o$24. (s24. 0.1p 2.. 2... £.eb .. 51,24. ktps 1.14. 5. Is. Z.e2. t.y 11,24 6LN 62.9. 24. 24. £.eb b.', f1-t. 81p. s".24. 24. 0.40v '.y l.1.1 • 3,000 p.S 5.0 p.....-s 5 3,000 P.1 - 3-0 14 36 13 2 20 10 3 4 3-6 22 2 10 10 3 a 3- 12 2 to 1,0 3 4 -6 1.4 2 10 .10 . 3. 6 4-0 18 2 20 20 3 a 4-0 12 2 10 10 3 6 4-0 24 2 20 20 3 5 4-0 24 1, 10 20 3 - a-a 20 3 10 20 3 3 6-6 20 3 10 10 3 3 4-6 30 3 10 20 3 a-a 30 3 10 10 3 a 3-0 23 _3 10 10 3 6 30 23 3 10 10 6 3-0 30 3 20 2.0 4. a .-0 30 3 to 20 4 3-6 )O 8 10 10 3 7 3 6 30 4 10 1.0 3 7 3-6 43 4 10 20 6 ,. 4 5- a. 20 10 a a 6-0 34 3 10 10 e a-a a 3 10 20 a 7 6-0 14I 10 11 5 7 a-a 54 3 20 21 5 7 6-6 4.2 5 10 10 7 6-4 4.3 3 10 10 3 7 6-6 63 6 10 2.2 3 I 6-4 63 a 20 1.2 £ 7-0 40 7 10 21' 6 7 7-0 4 7 in 11 a 7 7-0 74 I 20 13 7 7 7-0 74 I 10 23 5 7-4 26 I 10 22 3 $ 7-6 36 I 20 11 3 I 7-6 U 20 2.0 14 7 7 7-6 U 2.0 10 Ia 7 - 7 0-0 04 10 2.013 3 I 4-0 64 10102.1 5 0 i-0 96 2.2 20 15 a 4 0-0 96 11 1014 7 0 0-0 72 22 10 2.3 4 I 04 22 23 10 1.3 3 0 4-6 1 24 1.0 16 7 I 0-6 108 24 10 1.5 6 I 9-0 81 14 20 24 7 I 0-0 It 2.4 10 1.4 3 1.0 0-0 2.2.2 17 10 1.7 I 0 0-0 122 16 10 16 0-6 02 1.7 10 15 7 I 0-6 90 14 201.4 8 I 0-6 135 7010 2,0 7 9 0-6 133 29 2013 0 o 10-0 200 20 10 14 6 0 10-0 2.00 20 10 1.3 7 0 10-0 130 24 10 10 6 20-0 12,0 23 10 10 10-6 110 22 Ii 2.6 7 0 10-6 110 22 10 26 7 0 10-6 '43 21 10 20 I 0 10-6 145 24 20 10 7 20 11-0 2.21 24 10 27 8 0 21-0 2.21 26 10 1.7 a ic 22-0 2.53 32 10 21 0 0 11-0 153 30 20 20 I 10 11-a 212 30 12 1.5 7 10 21-4 132 3$ 10 27 7 10 224 150 36 10 22 0 10 22-6 194 35 20 22. I 20 12-0 144 34 20 10 7 20 23-0 -1.44 33 10 14 I 10 12-0 214 41 10 23 0 10 12-0 216 40 10 23 1.5 126 156 37 10 20 I 20 12-4 146 37 10 12 It 10 134 234 47 10 2.4 9 10 23-4 334 65 20 1.3 6 22 2.5-0 2.10 '2 10 20 9 20 13-0 160 '2 10 20 7 21 220 234 51 11 24 10 20 1.3-0 214 21 10 .24 10 10 23-6 1.53 41 10 :1 0 10 13-6 1. 44 10 20 I 11 13-4 273 37 11 1.5 12. 10 13-6 223 27 10 25 0 1.1 14 .0 196 34 10 2.2 I 12 14-0 1% 31 10 1 10 10 14-0 2% 64 13 26 10 11 14-0 2% 61 11 23 10 11 14-6 21.0 60 10 23 0 11 14-6 21.0 30 10 2.2 0 12 14-6 313 71 12 27 10 11 14-6- 315 66 11 26 13 10 22-0 225 1 60 1 20 2.4 1 9 11 12-0 2.23 1 03 10 1.3 0 11 25-0 2.30 1 70 1 1.3 I 20 23 10 13-0 334 76 11 27 22 11 242.1 • 2,000 p.S . 2402 • -7,000 p.O 3-0 10 1 20 10 3 4 3-0 19 1 1 20 10 3 * 4 5-0 27 2 1.0 2.0 3 • 4 3-0 27 1 10 10 3 * £ 3-4 23 2 10 20 3 3 3-6 25 2 1.0 10 3 3 5-4 37 2 10 10 6 3 3-6 37 3 2.0 20 3 6 4-022 2 1010 3 0 23 2 101.0 3 4-0 41 2 20 1.0 6 3 0-0 41 2 10 10 6 3 4.4 41 3 2.0 10 4 6 .4-6 81 3 10 10 4 6_ 4-8 41 3 10 13 5 4 4-6 61 3 10 21 3 6 3-0 30 3 20 11 5 6 3.3 3 10 10 6 3-0 75 4 10 1.3 6 6 3-0 73 4 20 21 7 3-4 - l. 5 10 13 5 7 5-6 61 4 10 11 3 7 3-6 1 5 10 14 7 6 3-4 01 3 20 24 7 6 6-0 72 ,6 1.013 7 6.0 72 32023 7 4-0 10.0 71.0 26 6 7 6.-a III 71013 7 6-4 13 7 1.0 1.4 6 3. 6-6 05 7 10 13 7 7 64 1:3 0 10 17 7 7 6-6 237 S 10 26 6 7 3-0 00 0 10 2.3 7 7 7-0 04 9 2.0 14 6 $ 9-0 147 11. 10 II 7 1 7-0 247 20 10 27 7 5. 7-4 113 11 10 16 $ - 7 7-6 123 11 1.0 1.3 7 I 7-4 140 1.3 10 10 I 0 7-6 240 1.3 10 10 I S 0-0 239 241027 I 0-0 125 13 1014 I I b-C 202 172021 $ I 0-0 290 141020 0 S 4-4 33 is 20 19 0 8 6-6 145 1.6 10 1$ I I 9-6 217 20 20 22 10 8 6-6 127 10 20 21 S 0-0 1.1.2 19 10 29. 0 I 0-0 1.62 19 2.0 19 7 0 1-0:A3 2.3 22 23 21 0 0-Q 243 23 20 23 9 0-4 102 24 10 22. I 0 9.6 101 23 10 0 S 0 0-6 172 27 11 24 10 171 27 10 24 20 10-0 200 20 10 1.3 I 0 10-0 200 24 1.0 21 9 0 20-0 300 31 12 15 10 0 20-0 300 31 II 23 13 I 20-4 231 33. 20 2.3 0 0 10-6 231 30 10 22 I 20 20-4 332 37 22 27 21 20-4 331 34 21 26 22 0 21-0 263 33 21 2.3 23 . I 11-0 24.2 35 10 1.3 0 20 11-0 3*3 43 IS 24 1.3 9 21-0 383 61 12 27 10 20 23-4 255 41 11 23 0 20 21-6 205 £0 10 24 0 10 21-4 307 £1 U 20 13 . 0 126 307 44 2.2 .24 11 60 12-0 254 43 22 13 10 20 13-0 214 43 11 25 10 2,0 13-0 412 34 24 30 12 20 22-0 4.2.3 53 2.3 10 12 10 12-4 312 31 21 24 23 0 12-6 .313 31 11 26 11 10 2.2-6 441 U 13 32 1.2 10 21-6 440 50 23 30 2.3 10 1.3-0 330 37 13 27 12 20. 1.5-0 330 37 21 27 20 11 23-0 307 II 15 33 14 to .21-0 307 65 24 31 24 10 - 13-4 365 U 13 II 21 10 i3-4 313 1.3 13 27 13 2.0 15-6 347 73 24 33 13 10 :13-1 sa7 , 14 sz 21 11 18-0.302 7213211314 14-0 390 612125 14 2024-0 5.01 031.63411 10 :3A-0 $64 0113332412 24-4 4.21 7 14 30 14 20 24-6 £31 26 13 20 22 11 24-6 631 90 27 33 14 21 .14-6 (31 90 13 33 14 11 LI-C 430 07 14 31 13 13-0 430 44 13 30 13 11 150 (73 104 17 37 13 11 1.5-0 (73 94 16 35 20 to ~' 0 F-2 Table 41. Square Spread Footings "To adjust lOT use off, - 24, 000 psi. use 5/6 of tbe tabulated steel area and CbeCk compliance with acceptable unit bond stresses. 212 'I '! NOWAK-MEULMESTER & ASSOCIATES .-- -. - --------- --- - - - "--- --- I f STRUCTURAL ENGINEERS / - 5830 Oberlin Drive, Suite 200 I San Diego, California 92121 (619) 455-6681 • — - BY _____ DATE FiLIf -1—SHEET N r-3 --OF ---- --- JOB YA ri oO rr L11 I - io2)U9 * . '.-'/• *-ot. for 4-5"r-' Ax F 010 L04 4 a - ..— •-.--..----------.-,.-..-•--------..---.--..--.--.-----------.-- -------------------.------.---.--.-.-. ... - - ., :: ":. LJAtLLl LIE 2 61- I I I - NOWAK—MEIJLMESTER & ASSOCIAIES - - I f STRUCTURAL ENGINEERS . I 5830 Oberlin Drive, Suite 200 . .. - . I \ \ San Diego, California 92121 (619) 455-6681 -.T. BY DATE Il-13 PROJECT AMop___HEETNO. 0TT.:::: - ...-- -.- .-.- ........................ S oL - .. . ......... ft II .. r4i_o11 A )OILIDX 0 '1ACtrc1 pt DE. 11. .. VES7 =6 o(h1'j ,, i-.(.&824-o.I)4 IX 11)z TOI •2. 4. . .16 Ci')+.. 130.1 ,e .ti! - ..II4 6(3 log tIAK lIl.o I.3. I . . .....- T.. TJJ.... ., . V MAY,ø,1q ! . - . ... H. ... ... .. . V; - II '! -- NOWAK—MEULM.ESTER & ASSOCIATES...-. .. V.- STRUCTURAL ENGINEERS - - •••-• - I 'i-- . ---- 5830 Oberlin Drive, Suite 200-.. - I... '. \..- -.. San Diego, California 92121 ................................(619) 455-6681, BY— DATE--- PROJECT LL±t SHEET NO. OF 1' JOB NO.- 01 LLL 15, 64 o[ 001 '. -- .... ------.---.--., . 11'A ll 30II%jJj L3c (2.(1 4/1 ).i . - VV- VVV_ ...........V_ -_VVV _• V•• (+#3(Io) - 32)+Lo.1+( I2 o (p6.k:3L 2 V ----V..- ......- -. 1eT 1,0.0 12 - tb1.&-12 edi 1. V V ......................... .. . .. _ ....... ........ _ 33 -- 1014 -- NOWAK-MEULMESThR & ASSOCIATES STRUCTURAL ENGINEERS . -. 0• • -. - I A— V-•- - 5830 Oberlin Drive, Suite 200. I- -....-. San Diego, California 92121...................(619) 455-6681 ....................... ....... BY DATE PROJECT SHEETNO. OF .--.-—.-----.-.........-..........JOB NO. - ... . . . - -...--.- .............U( I3.11 'fdJ e1(3)30(21)2 - i fli4: • 00 g (3o') j' I' i' i c4 t(drc 0t)1 LI L S \)/d: . ()660 nZ :t13 1443 - -. 4o rE,d5cr1 Ll ticG,o'o' . . x. 30 . .. TTT T -..- I NUAK-MEULM11tA( & ASUCIA1t I f. STRUCTURAL ENGINEERS . . i... 5830 Oberlin Drive, Suite 200 -. . . . I V San Diego, California 92121 (619) 455-6681- BY fl .DATE -II .1 PRoJEcT..Aicor A HEETNO. OF - -. -.--.--..---. JOB NO. orl ILL LIopTh. ....... . '1: Il.l4 11.4tI t ! j .. I. 1• i + I..oI)+l(g) Mot-, 1t4; lirlo (3)10.o1J .t'- - - Iz J / W NOWAK-MEULMESTER & ASSOCIATES / ' f STRUCTURAL ENGINEERS / 5830 Oberlin Drive, Suite 200 . I' San Diego, California 92121 (619) 455-6681 ......- . . BY DATE __ PROJECT Ariiao.r IjAL16.j2. rAcILlT SHEETNO _____ OF J1L LIJE, 6. B rip OT, D, . stj . tJ 12.I 1tiiHIIIlJIIfl'1. .-. . 1 3'i(i)+4I.I. i') l&.'. +.(I.6 2.11 .f..9.4I (b): 19.0* PjAv • •1.3z6 ;:.2 . ()] 1.:21 1Iz .33f:.ol • 1iz - C1.3U2 32 I • L . .1t •1 /2.' Oa31.351 ¶4zi 601 -- - LJ A,LL L bH (bL +ssr-i o Stc,sG I I /N(YWAK-MEULMESTER & ASSOCIATES --f f STRUCrURAL ENGINEERS I 5830 Oberlin Drive, Suite 200 . .. . . / \ \ San Diego, California 92121 . (619) 455-6681 S BY DATE 11S13 -PROJECT HA4 GILIt- T ____ ___ . ......................,. ---.---- JOB WC II I ruwA-MIiuLM1ItK & Au..IAIr I t f sntucru1. ENGINEERS /5830 Oberlin Drive, Suite 200 . .. . .. I ' \ San Diego, California 92121 (619) 455-6681..............- -.... - BY DATE PROJECT Ak e r AJ rAG1L1 _-sHEETN 0- IL. I - J0BN0 77, LM1 LI OE B DE -j coPT1P ___ Al1) . ... - 1' .:.Ol(Q'Zo t,joV1.........- k ... .. ...: ........... A.o11(3)l(t)i o 4 ......................- .--- ci 64Jc00 (i)i 1l.IK z41 .•: Q g ll . . S I1'V NOWAK-MEULMESTER & ASSOCIATES STRUCTURAL ENGINEERS / •- \- -- - 5830 Oberlin Drive, Suite 200 - 1:. ':. \:" San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947 Byrfl9iEj3PROJECT ,2\1lcof? 461EtZ FILIty SHEETNO r-1 OF____ -.-JOB ND. _____ fo uti : IOOr? / F44t1otL 3141 pcF, 4tj .31 - - .:.. DT--- I,' I . •. I - . . • rL . Al DoLt 51 4 r ILI (.rL-A. HA- . .... 1• pF.ctlo fE AU-.tL,will ~oye~g ..--.•-----•-•-------•---.•..-•--..- -------------•-..-- .•.,. . -- - ±---- ---a . rn • • - • . • ,/f(Aue f0 6rz &c,) - /j. z I4.(4r'2 . . • • TA -oX -0x2)-°p rt. 'l vi NOWAK-MEULMESTER & ASSOCIATES STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 - / \ San Diego, California 92121 (619) 455-6681 FAX: (61$) 453-3947t 1 -r 6fE 2 I ROJECT AIICO?.r J4 E. f4ht SHEET NO. I3 OF JOB No . - ......- :k.1II .. .._-.- ...... . .. TI: I'T IITTTII1II1 . I Jt_JLl JI.J..JI:T: H (I3)l41 oo_.•.o. t NOWAK—MEULMESTER & ASSOCIATES I I STRUCTURAL ENGINEERS /- 5830 Oberlin Drive, Suite 200 . - San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947 . itr SHEET NO. flI+OF_; JOB NO.' L+LL 0- Ii - (duE t0 rLl 1i 2 I' 3Fr! rr . L UrIit 44/ ()2Io 4. 002 Io) 10oo o&. ri 12311 4) Io- .lIJ'l I USE A(p1 ox &-o' Ffc, 4/ - (o E.W. t fr— An - r4L2 . - • A ll ll • - ________ ....................... ::.., .-: )Ioo: . . e -• ti6c4 PC, F. ltwc f'4•i (.4fl 4 o3 OK. : (14 1)r. 2.1 u42 NOWAK-MEULMESTER & ASSOCIATES I i4 STRUCTURAL ENGINEERS 5830 Oberlin Drive, Suite 200 San Diego, California 92121 . (619)455-6681 FAX: (619) 453-3947 -. By 'Z I --PROJECT Aiico AllItf SHEET NO. - ~-I r7. OF - JOB NO. 1301 . - I - rn I o+ - . - -- i- A 01 FTS - . . t•T A Iz1 -, 1 (, 060 .•. . - - .- - .- .. . ' tr1'i • .• - . . 1 . aE.6I APJG t3t4ii [l(15-1;0001 . 3f (1.53, •.: • . . . - . •. •-, T? .V E •• . * • -, 1.. I .. {2ti:O - - .-'•-.-- - •-.• • - .• - -y Lo :j- 1 LLId loci' ItE[il4 1(32(l;)422 4 (i) 4.3 - nz o _ rcf ___ NOWAK MEULMESTER & ASSOCIATES I. STRUCTURAL ENGINEERS / 5830 Oberlin Drive, Suite 200 I \ \ San Diego, California 92121 (619) 455-6681 FAX: (619) 453-3947 . BY ri DATE __ PROJECT A nAoild SHEET NO OF 89' 1l.(4b1) ii' 004 Uj (90)ft()t 110, .004(000 000(l.;)-. 0002 - - (,0000 - f - -, • 00 X'10 1 '- l . LJ '21-0"15F. - Il 'r rt 14/ 6 tzs tIrs I- 12. z)z( L U c Pic 2. , . - . '& e Jo/i. a-a. ir Co 0it bMt . - - rup- t' . . . .- -',- .()J (?.S'2'10 4(i-' - r14 i-. o r- 4 Dl Iiilh I th - 7 19111 Ilk- - J3I 4' - -- - P-hal Xiiiltliiin Sitiii SERVICES r:s - i rr T 1 I I D 0 Complete "pre-engineered" metal building systems custom designed exactly for your specific needs Normal delivery 2 to 4 weeks U Metal building systems include: O Computer design O!Certification by registered professional engineer O Drawings 0 Simplified erection design O Self framing 3070 personnel doors O Overhead doors (optional) O Insulation (optional) O Commercial 26ga. high tensile steel panels 0 25 year paint guarantee on most sidewal]1 applications 0 Elegant architectural shadow panels for wall applications 0 R & M steel building specifications upon request 0 S U JR&M STEEL COMPANY t Dit±ibufed • 0 - R & M STEEL COMPANY P.O.Box 3198 7700 West State Street Boise Idaho 83703 p Phone 208/853-1600 Fax 208/853-1853 U M. B. SHORES HANGAR CARLSBAD, CALIFORNIA I I I H I 'I H. H I , I H H H • i .. .', 0 I• i . . . Ip M.B. SHORES CORP. I P.O. BOX 234069 LEUCADIA, CA 92023-4069. . S I ATTN: MIKE SHORES . .. P CARLSBAD, SUBJECT: HAGAR S CALIFORNIA . S DEAR SIR, THIS IS TO CERTIFY THAT THE BUILDING FOR THE SUBJECT PROJECT WAS DESIGNED FOR THE LIVE LOAD OF 20 POUNDS PER SQUARE FOOT; A I . COLLATERAL LOAD OF 1.0 POUNDS PER SQUARE FOOT, A WIND LOAD OF 80 MILES PER HOUR, EXPOSURE C AND SEISMIC ZONE 4. I CERTIFICATION MEETS OR EXCEEDS ALL THE ABOVE DESIGN AND LOAD CRITERIA, AND ALL DESIGNS ARE IN ACCORDANCE WITH THOSE PRESCRIBED IN THE "MBMA MANUAL". S * SINCERELY, S S • JAMES 0. MOORE, P.E. S CHIEF ENGINEER • • ., • • : .. • S. I . S •• • M.B. SHORES CORP. P.O. BOX 234069, LEUCADIA, CA 92023-4069 I 100' X 175' X 32' ROOF PITCH: 1:12 LL:20PSF CL:1.OPSF WL:80MPH EXP:C SEISMIC ZONE:4 1- 3070 PREMIER DOOR 1_ 4070 PREMIER DOOR 1- 16' X 14' STEEL SECTIONAL OVERHEAD DOOR 1- 60' X 20' ELECTRIC BIFOLD DOOR . 1- 95' X 28" SLIDING, DOOR WITH 3060 SERVICE DOOR ' 38' X 7' FRAMED. OPENING ONLY . I 1- 5' X 2' FRAMED OPENING ONLY 5' X 4' FRAMED OPENINGS ONLY 5- 8' X 4' FRAMED OPENINGS ONLY 'ROOF: 26GA GALVANIZED ROOF WALLS: 26GA COLORED WALLS: TRIM: COLORED TRIM: H 7- RIDGE VENTS 12- HEAVY DUTY REINFORCED SKYLIGHTS . DOOR POCKET INSULATION W/WMPVR FACING: ROOF:3"; WALLS:3" . II oFESs 0. uj "O Of CA I * PROFINISH 250 COLOR SELECTOR: CHOCOLATE COCOABROWN LIGHT STONE' .3 :4 FOREST GREEN MEADOW GREEN AZTEC GOLD SIERRA TAN I U GALLERY BLUE CRIMSON RED ' CHARCOALGRAY ;OLD TOWN GRAY. 4 I . Colors shown may vary from actual material Color sample on metal available from factory. . Some colors not available in all panels. I . Consult coloectory for availability. . Paint warranty available on written request—Consult factory. . I . •- •' I "PBR" 36 1 "A" 36 FLAIR 3 SPACES AT 13' 36" COVERAGE " 3 SPACES AT 12-- 36' COVERAGE I .N AO" I J R & M STEEL COMPANY R & M STEEL COMPANY" P 0 Box 3198 ' Boise, ID • (208) 853-1600 I . . , 4 ., • .. 'V. '• . . - - t .11 t- l4 II1 p. 3J1$ ( 41 :1 R&M STEEL COMPANY P.O. Box3198 7700W. State Street Boise Idaho 83703 I Ph: (208) 853-1600 FAX (208) 853-1853 R & N STEEL COMPANY BUILDING SPECIFICATIONS .' NOTE: These specifications are subject to change without notification. 1. SCOPE 1.1 The intent of these specifications is to describe design criteria and quality of products supplied by R & N Steel Building Systems. I 1.2 Materials described in this specification include all R & N Steel Company computer engineered primary structural framing systems. post and beam end frames, light-gauge secondary framing, steel roof and wall covering, trims and flashinge., sealants and closures, and standard accessory items. 2. DESIGN 2.1 Design is based upon applicable sections of the following publications: AISC Specification for the Design, Fabrication, and .Erection of Structural Steel for Buildings. AISI Specification for the Design •of Cold-Formed Steel Structural Members. NBI'IA Metal Building Systems Manual 2.2 All Buildings are designed for the following load combinations -plus any customer specified collateral loads.- LO. COMB. LL DL WL 1.00 1.00 .00 (L-R)A .00 1.00 1.00 (L-R)A .50 1.00 1.00'(L-R)A 1.00 1.00 .50 (L-R)A .00 1.00 1.00 (L-B)B .50 1.00. 1.00 (L-R)B 1.00 • 1.00 .50 (L-R)B 2.3 In cases of wind or seismic loading, there is a one-third increase included in the allowable unit stress of the • member being designed. 2.4 Primary structural connections use ASTM A-325N bolts and nuts. (5/8 inch diameter and greater) tightened in accordance with the "Turn-of-the-Nut" method. Connections 'R &M STEEL COMPANY P.O. Box 3198 7700 W. State Street Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 for secondary purlins and girts are made using 1/2 inch diameter SAE Grade 5 heat-treated bolts. 2.5 Rigid frame outer flange stability is accomplished by attàchméntdirectly to the purlin or girt. Inner flange stability is provided by attachment to the purlins or , girts through painted angle flange braces.. 26 Longitiidinal wind bracing is provided by a positive "X" system located in the roof and walls of required bays. This system utilizes tension members only and is provided as diagonal cables fabricated from galvanized, seven strand, extra-high strength grade cable with guaranteed proof loading and conforming to ASTM A475. 3. PRIMARY STRUCTURAL FRAMING . 3:1. All primary structural framing members are built-up or wide flange sections. Minimum web thickness is 1/8" and minimum flange thickness is 1/4". 3.2. All flange to web welds are continuous submerged arc fillet welds as made on an automatic beam welder. Other welds are made using the gas metal-arc process with an Argon mix shielding gas. . 3.3 All.structural connections are shop welded butt-plates which are punched or drilled for field bolted assembly. 3.4 All welding is performed in accordance with American Welding Society Procedure Specification No. A.W.S. D 1.1-85 . . . 3.5 Clips are shop.welded to outer flanges for field bolted attachment of secondary framing to the primary frames. 3.6 All primarymaterial is ASTM A-570, or ASTM A-572, or ASTM A-36 modified with a minimum yield point of 50,000 psi. 3. 7 All primary structural members are prepared for painting by removal of oil, moisture, and loose mill scale or rust. They are then given one coat of red-oxide primer as manufactured by Forest Paint (number 1520),or equivalent. Application is by airless sprayer to an average dry.film thickrtes of 1.5 mils (minimum 1.0 mil). . This primer is . specifically compatible with medium drying synthetic enamels and should be finish-coated if the structural framing, is to be left exposed to exterior or harsh interior elements. . ., I R&M STEEL COMPANY I P.O. Box 3198 7700 W. State Street Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 :3.8 Post and beam end frames shall be wide flange shapes or 3 plate built up sections. Standard end post spacing is 20 feet maximum center to center. 3.9 Anchorage: Building shall be anchored to concrete foundations at the base of frame columns with the re- quired diameter A-307 quality "or better" anchor bolts cast in place. Column base reactions are indicated in the structural calculations for use in preparing foundation design by others. SECONDARY STRUCTURAL FRAMING 4.1 All light-gauge, cold formed members are manufact u r e d b y precision roll or brake forming. 4.2 All material used for cold formed members conforms t o A S T M A 570 Grade 55, with a minimum yield point of 55,000 psi. Minimum thickness is 16 gauge. Coating is red iron oxide . 4.3 Zee shaped members used for purlins and girts are 8 " d e e p . Flange widths are 2-1/2 with a stiffener lip. Zees may b e simple span or lapped for continuous design. 4.4 Eave struts are Zee sections with an attached eave sheeting angle providing adequate backup for wall panels at the building cave. 4.5 Base angles are brake formed from 16 gauge painted material and may he attached to the concrete with power driven fasteners or preset anchors. 4.6 Flange braces are factory. precut and punched 1-1/2 x 1-1/2 x 1/8 angle. Flange braces are bolted to a prewelded clip and to a hole in the web of the purlin or girt. ROOF AND WALL COVERING 5.1 The base material used for the fabrication of R36 and A36 colored or galvanized panels conforms to ASTM Spec. A-446, G-90 coating class (1.25 ounce of zinc per square foot) as per ASTM A-525, minimum Grade E (80,000 psi yield). Minimum thickness is 26 gauge. 5.2 Galvalume (Bethlehem trademark) panel conforms to ASTM A - 792 with a coating composition of 55 aluminum, 1.6 pe r c e n t silicon, and the balance zinc. The coating weight is 0.5 ounce of aluminum-zinc alloy per square foot (both si d e s ) . 'R&M STEEL COMPANY X P.O. Box 3198 7700 W. State Street Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 5.3 E36 panels consist of three major trapezoidal ribs, 1-1/4 deep at 12" on center and one lap rib providing 36" of net coverage. The sides of the rib slope at 45 degree to the flat of the panel giving the rib a crown width of 1 , and a base dimension of 3-5 /6 4". In each panel "flat", there are two minor stiffening ribs. 5.4 A36 panels are similar to R36 except that the profile is reversed, providing a shadowed, architectural appearance. In addition, the stiffening ribs are closer to the major ribs, creating a fluted 1' shoulder at the rib with a "V configuration developed in the flat. 5.5 All panel end laps occur at a purlin or girt support and I are not less than 6" on the roof and 4" on the wall. 5.6 Galvanized base metal, which is to he color coated, has been cleaned, brushed, cleaned again given a complex oxide conversion coating, rinsed again, and neutralized. 5.7 After the base metal is prepared, a corrosion inhibiting epoxy primer is applied at 0.2 mu dry film thickness. 5.8 The exterior colored finish top coat is Profinish 250, a trifnctional monolithic linear polyester available in 7 standard colors. The top coat consists of 0.2 MIL primer and applied to an 0.8 tilL top coat for a total dry film thickness of 1.0 MIII per ASTM D-1005. 5.9 The interior surface of precoated colored panel and trim material is coated with a nominal dry film thickness of 0.2 mils epoxy primer and 0.3 mils universal off-white coating applied over basic galvanized sheet (0.5 mil total thickness). 5.10 All white and color coated steel panels shall conform to the following test procedures: 60.Degrees Specular Gloss Specification: ASTM D-523 Result: 25 -'40 Comments: Standard Gardner 60 Degree meter or equivalent Pencil Hardness Specifications: ASTM D-3363 Result: F Minimum I I : ' 'R&M STEEL COMPANY P.O. Box 3198 7700 W. State Street Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 I Reverse Impact, 38, Inch-Pounds Specification: ASTM D-2794 effects of rapid deformation Result: Passes N T 0 Comments: No tape off with Scotch #610 tape on .019 mm. HDG. I .. Twin Carbon Arc h1eatherometer. 3000 hrs. Accelerated Test: ASTM G-23 Result: Passes Comments: No obvious color Or gloss changes were seen. No evidence of blistering, checking or delamination per ASTM D-822. 1 Humidity, 1000 hrs. @ 100 F. and 1001/c. Humidity Accelerated Test: ASTM D-2247, D-1654 Result: Passes scribe and field Comments:. t1ø rating . Salt Spray, 1000 hrs. 5% Salt I : Accelerated Test: ASTM B7117 1) 714, 1) 1654 Result: Passes Comments: Less than 5% No. $ blisters and less than 1/32" creep or tape off from scribe, per I ASTM D-1654. - S Microbial Attack I .Accelerated Test: ASTM G-22 Result: Passes . . . h. Dry Film Adhesion I Test: ASTM D 3359 Results: Passes cross hatch. No removal of film under I Comments:1/16" tape or outside cross hatched area. 1. 180 degree Formability I : Test: ASTM D 4145 Results: 2T bend, no tape off Comments: No fractures on all panels tested. No tape I off. j. Sand Abrasion .. Test: ASTM D-968 I I. S Abrasion Coefficient: 50 L/Mil S. I I 'R&M STEEL COMPANY P.O. Box 3198 7700 W. State Street I Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 I 6. TRIM, FLASHINGS, CLOSURES, AND SEALANTS 6.1 Eave, corner, rake, and gutter trim are precision formed matching profiles ASTN A-446 material. 1 6.2 Flashings and trim will he furnished at corners, openings, and where they are required to provide weather tightness and a finished appearance. 1 6.3 Ridge cap flashing is a formed panel of the same configuration as the roof panels (up to a maximum roof .1 pitch of 4:12) 6.4 Closed cell laminated polyethylene foam filler is I provided, in the same configuration as the panels, for use at all locations where closure is required for weather and bird tightness. 6.5 An extruded 3/32" x 3/4" butyl tape mastic is supplied for all roof panel side and end laps for use as a sealant against weather penetration. 6.6 Closure of rake trim at peak of gable is accomplished by mitering the rake trim. 6.7 Closure of corners between rake and eave trim is accomplished by mitering the eave trim. 7. FASTENERS 7.1 Roof and wall panels are attached to secondary. structural supports with zinc plated #12 x 1" self-drilling, self- tapping, screws with 5/16 hex heads and bonded neoprene washers. Fasteners are spaced 12" O.C. at each support. and 6" O.C. at eaves and end laps. 7.2 Panel to panel attachments at side laps are made with zinc plated #14 x 7/3" self-drilling, stitch "TEK" sheet metal screws with 5/16' hex heads and bonded neoprene washers. 7.3 Both fastener types are available in matching colors using a polyurethane type paint or equivalent. 8. ACCESSORIES 8.1 Walk doors are honeycomb reinforced galvanized cold rolled steel of 20 gauge and 1-3/4" thick door frames are galvanized cold rolled steel of 16 gauge. Doors and frames are boniderized and prime painted with one coat of white baked on enamel, Lock sets are medium duty, cylinder type. Hinges are standard weight template butt type. 'R&M STEEL COMPANY P.O. Box 3198 7700 W. State Street Boise, Idaho 83703 Ph: (208) 853-1600 FAX (208) 853-1853 8.. 2 Gravity ridge ventilators with 9" or 12" throat In 10 lengths are fabricated from 26 gauge galvanized steel. Stationary ridge vents and bases are fabricated from 24 gauge galvanized steel. All ventilators are availal:1e galvanized or painted white. 8.3 Standard light panels are manufactured to R36 panel configuration from white general purpose resin, reinforced with silane finish split-strand glas's fibers to give the panel structural strength and shatter resist-ance. Panels have a smooth surface on both sides. Minimum nominal weight of panels Is 8 ounces per square foot. THESE SPECIFICATIONS' COVER BUILDINGS MANUFACTURED BY R & N STEEL COMPANY. IN KEEPING WITH THE POLICY OF CONTINUOUS PRODUCT IMPROVEMENT, SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. &; N STEEL COMPANY P.O. BOX 3.198 lft)ISE IDAHO 837071 35 1 I . CUSTOMER : R & M STEEL.COMPANY IJOB NUMBER 1.5 ci "Zee" - LIP LENGTH 0.6760 IN iHICF:::NESS = 0.0670 IN I. I X -X AXIS EFFECTIVE PROPERTIES LOAD DETERMINATION 10 TOP LIP, 0.1343 0.1.4.15 0.0190 0.0027 0.0001 TOP LIP CORNER 0.1383 0.0529 0.0073 0.0004 0.0000 TOP FLANGE 1.7787 0.0335 0.0596 0.0020 0.0000 UIOP WED CORNER 0.2490 0.0910 0.02.27 0.0021. 0.0006 FULL WEB OR WEB BI 7.6160 4.0000 30.4640 121.8560 36.8129 BOTTOM WEB CORNER 0.2490 7.9090 1.9691 15.5736 0.0006 I BOTTOM FLANGE . 2.2075 7.9665 17.5863 140.1010 0.0000 BOTTOM LIP CORNER 0.1.383 7.9471 1.0990 8.7341 0.0000 BOTTOM LIP 0.5755 7.6895 4.4255 34.0299 . 0.0093 I SUM 13.0866 55.6525 320.3017 36.8236 YBAR -= 4.2526 IN I X-X AXIS EFFECTIVE PROPERTIES DEFLECTION DETERMINATION L V LV LY2 10 [TOP-LIP 0.3999 0.2433 . 0.0973 0.0237 0.0031 TOP LIP CORNER 0.1383 0.0529 0.0073 0.0004 0.0000 TOP FLANGE . 2.2075 0.0335 0.0740 0.0025 0.0000 TOP WEB CORNER 0.2490 . 0.0910 0.0227 . 0.0021 0.0006 FULL WEB OR WEB Dl 7.6160 4.0000 30.4640 121.8560 36.8129 BOTTOM WEB CORNER 0.2490 7.9090 1.9691 15.5736 0.0006 IBOTTOM FLANGE 2.2075 7.9665 17.5863 140.1010 0.0000 BOTTOM LIP CORNER 0.1383 •. 7.9471. 1.0790 0.•0000. BOTTOM LIP • •. 0.5755 7659' 4.4255 .......... ,>' I -. .. - 1 ,tJM 1.:.781.0 55.7451.• • '(BAR - 4.0451 IN 10 I j - . ... DATE 06-28-1990 I SECTION PROPERTIES FOR Z SECTION 1986 AISI • 55.0 KS STEEL I IX FOR D E F L . . S FOR STRESS) I DEPTH = 8.00 IN FLANGE WIDTH = '2.5000 IN - L]:F ANGLE = 50.00 DES INsI1:)E RADIUS = 0.1250 IN / I R & M STEEL COMPANY I P.O.BOX 3198 BOISE, IDAHO 83,703 (208)853-1600 v-v AXIS PROPERTIES (GROSS SECTION) L X LX I_ X2, 10 TOP LIP 0.5755 2.6724 1.5381. 4.1104 0.0066 TOP LIP CORNER 0.1383 2.4309 0.3362 0.8172 0.0002 TOF L 2 ' FANGE .2075 J. .2623 2.7865 3.51.73 0.8965 TOP WEB CORNER 0.2490 0.0575 0.01.43 0.03 0.0006 FULL WEB OR WEB Bi. 7 6160 0. 0 0000 0. 0000 0. 0000 F30rTOM WEB CORNER 0.2490:-'- 0.0575 ---0 .01.43 o . 0008 0. 0006 BOTTOM FLANGE 2.2075 -1.2623 -2.7865 3.5173 0.8965 BOTTOM LIP CORNER 0.1383 -2.4309 -0.3362 1 0.8172. 0.0002 BOTTOM LIF' 0.5755 -2.6724 -L5381 4.1104 0.0066 SUM 13.9566 . 0.0000 16.8913 1.8076 I XBAR = 0. 0000 IN I . * * SECTION PROPERTIES FOR Z 8.00 x 2.500 x 15 GA I* * (1986 AISI 55.0 KSI STEEL; IX FOR DEFL.'q SX FOR STRESS) * * DEPTH =8.00 IN FLANGE WIDTH = 2.5000 IN LIP LENGTH = 0.6760 IN $: * LIP ANGLE = 50.00 DES INSIDE RADIUS = 0.1250 IN THICKNESS = 0.0670 IN * * 1* * * IX = 8.8210 IN4 .. SX 1.8978 IN3 . RX = 3.0714 IN * * IV = 1.2528 IN4 5'? = 0.5079 1 3 RY = 1.1575 IN *. 1* * * AREA = 0.9351 IN2 WT = 3.18 PL.F AEFF = 0.8768 I1',12 1-1 1' = 113.6716 *: * MA = 62.50 KIP-IN VA = 3.30 KIP 3 0.0014 IN4 * 1* * IX'? = 2.4277 IN4 IX2 = 0.5410 IN4 RMIN = 0,7606 IN * * THETA = -16.34 DEG •. IY2 = 9.5329 IN4 ' I ' BEARING LENGTHA m i' * ALLOW. END BEARING (KIPS) 0.8257 0.9329 . 1. Oit- 0 21 i 7-4 IF * ALLOW. INT. BEARING (EIPS) 1,6414 1.7967 1.919 "1012 : I * . •, ' cisirevl / F: & M STEEL. COMF'AN'i I P.O.E(< 3198 BOISE, IDAHO c i ç (8)r 1600 USTOMER R-& M STEEL COMPANY - 0 B NUMBER i.4 qi "Zee" SECTION PROPERTIES FOR Z SECTION • (1986 AISI , 55. 0 I STEEL 1X FOR 1:)EFL SX FOR STRESS) IDEPTH LIP ANGLE = 8.00 :i:N = 50.00 DEG FLANGE WIDTH = 2. 5000 INSIDE RADIUS = 0.1.2"50 IN LIP LENGTH = 0.6760 IN IN THICKNESS 0.0750 IN • X--X AXIS EFFECTIVE PROPERTIES - LOAD DETERMINATION IL y LV LV2 10 TOP LIP 0.1091 0.1369 0.0148 0.0020 0.0001 ITOP LIP CORNER 0.1418 0.0573 0.0081 0.0005 0.0000 TOP FLANGE 1.7428 0.0375 0.0654 0.002:5 0.0000 TOP WEB CORNER 0.2553 0.0965 0.0246 0.0024 0.0006 FULL WED OR WEB Dl 7.6000 4.0000 30.4000 12.1.6000 36.5813 I BOTTOM WEB CORNER 0.2553 7.9035 2.0174 15.9446 0.0006 BOTTOM FLANGE 2.1938 7.9625 .1.7.4684 139.0923 0.0000 BOTTOM LIP CORNER 0.1418 7.9427 J.. 1261 8.9444 0.0000 BOTTOM LIP 0.5698 7.6862 4.3799 33.6650 0.0090 SUM 13.0086 55.5048 319.2537 36,591.8 I YBAR= 4.2668 IN X-X AXIS EFFECTIVE PROPERTIES - DEFLECTION DETERMINATION I L Y IV IY2 10 TOP LIP 0.5585 0.3094 0.1728 0.0535 0.0085 TOP LIP CORNER 0.1418 0.0573 0,008.1 0.0005 0.0000 ITOP FLANGE 2.1938 0.0375 0.0823 0.0031 0.0000 UTOP WEB CORNER 0.2553 0.0965 0.02:46 0,0024 0.0006 FULL. WEB OF: WEB Di • 7.6000 4.0000 30.4000 121.6000 36.5813 IBOTTOM WEB CORNER 0.2553 7.9035 2.0174 15.9446 0.0006 BOTTOM FLANGE 2.1938 7.9625 1.7.4684 139.0 , 0.0000 BOTTOM LIP CORNER 0.1418 • 7.9427 1.1261 8.44LU,1v 0000 BOTTOM LIP 0.5698 7.6862 4.3799 - : - - SUM 13.9100 55.6797 95 6SI 03 • • 0 •. YBAR = 4.0028 IN • I •., .. 2091 40 • q 'P . • I DATE : 06-28-1990 I. . . F: & M STEEL COMPANY p.o. 80X 3198 Bo]:SE, IDAHO 83703 (208)853--1600 V--V AX IS PROPERTIES (GROSS SECT ION) L X LX LX2 10 TOP L I p I TOP L I P CORNER TC)F' FLANGE TOP WEB CORNER FULL WEB OR WEB Bi. I BOTTOM WEB CORNER I BOTTOM FLANGE 901....OM LIP CORNER I BOTTOM LIP SUM XBAR = -0.0000 IN 0.5698 2.6440 1.5180 .4 .0440 0.0064 0.1418 2.4228 0.3435 0.8323 0.0002 2.1938 1.2594 2.7630 3.4797 0.0799 0.2553 0.0590 . 0.0151 0.0009 0.0006 7.6000 0 .0000 0.0000 0.0000 0 .0000 0,2553 --0.0590 --0.0151 0.0009 0.0006 2.1938 -1.2594 -2.7630 3.4797 0.8799 0.1418 --2.4228 --0.3435 0.8323 0.0002 0.5698 --2.6640 -1.5180 4.0440 0.0064 13.9214 --0.0000 16.7138 1.7742 I * SECTION PROPERTIES FOR Z 9.00 x 2.500 x 14 GA * * I * (1996 AISI 55.0 KSI STEEL IX FOR DEFL., SX FOR STRESS) * * - * DEPTH 8.00 IN FLANGE WIDTH = 2.5000 IN LIP LENGTH = 0.6760 IN * * LIP ANGLE = 50.00 DEG INSIDE RADIUS = 0.1250 IN THICKNESS = 0.0750 IN * I* * IX = 7.9772 IN4 SX = 2.0921 IN3 RX = 3.0912 IN * * IV = 1.3866 IN4. SY = 0.5631 IN3 RY = 1.1524 IN * I V * AREA = 1.0441 IN2 WT = 3.55 FLF AEFF 09756 IN2 H/T = 101.3333 * * MA = 68.90KIP-IN VA = 4.63 VIP 1 = 0.0020 IN4 * 1* .. * *0 * IXY = 2.6946 IN4 IX2 = 0,6113 IN4 RMIN = 0.7652 IN * * THETA = --16.05 DEG IV2 = 10.7524 IN4 * I * . ,•'ç ;; * BEARING LENGTH ,p ° I * 1 2 I * ALLOW. END BEARING (KIPS) . 1.0857 1.2134 1.3412 * ALLOW. INT. BEARING (KIPS) 2.1031 2.2827 2.462 1 : I . 00 .. . 20931 / 1 I H. B. SHORES CORP. DESIGN CRITERIA I GIVEN: - 100'- 0" x 175'- 0" x 32'- 0" ROOF SLOPE 1.00:12 I LOCATION: CARLSBAD, CA BUILDING USE CATEGORY I GROUND SNOW LOAD UNKNOWN 1Df = 0.7 * 1986 MBMA • ADJACENT STRUCTURES N.A. 1986 MBMA SNOW LOAD INPORTANCE FACTOR 1.00 1986 MBMA SEISMIC ZONE 4 .' V = [( z * * C ) / Rw] * W 1991 UBC SEISMIC LOAD INPORTANCE FACTOR 1.00 1991 UBC BASIC WIND SPEED 80 MPH • p = 0.O02.56K(IV)2- (GC) EXPOSURE C • 1986 MBMA 1986 MBMA • ENCLOSED BUILDING w/1 RIGID END FRAME w/1 BRACED END FRAME 1986 MBMA .I 1986 MBMA WIND LOAD INPORTANCE FACTOR.1.00 1986 MBMA i i EDGE STRIP (DETERMINE WIND COEFF. FOR PARTS & PORTIONS) WIDTH OF EDGE STRIP, Z a) THE SMALLER OF 10% OF 100.00 FT = 10.00 FT • 40% OF 32.00 FT = 12.80 FT I.. b) BUT NOT LESS THAN • • • 4% OF 100.00 FT 4.00 FT 0 3 FT. I . THEREFORE, Z= 10.00 FT END ZONE (DETERMINE WIND COEFF. FOR MAIN WIDTH OF END ZONE, X • FRAMING) • 0 I • • THE LARGER OF 2Z = 2 * 10.00 = 20.00 FT 20 FT I I X= 20.00 FT T HEREFORE, • 0 • ,FESS/04 I 0 0• • . 0 0 • 0 • tI ce I C35148 ols I ; • 0 0 0 •0 • I H. B. SHORES CORP. 2 .9 0 I i 0 0 S 41 9 0 1 1 10 13 1' 14 1 I 22.' 1 23 2 STANDARD, GRID 2, 3, 8, 9 & 12 I i 00 0 0 0 .0 S ' 19.08 50.00 50.00 50.00 . 100.00 32.00 1.00 8.00 8.00 .00 .00 .00 .00 12.00 6.00 20.00 .00 .00 .00 .00' : I 1 1 0 .000 38.0000 10.0000 .0000 6.0000 .5000 .1793 '6.0000 .2500 2 5 0 10.000 44.0000 .0000 .0000 6.0000 .2500 .2500 6.0000 .2500 I . 0 010.000 10.000 .0000 16.0000 16.0000 .0000 :0000 .0000 6.0000. 6.0000 .2500 .2500 .2500 '6.0000 .1495' 6.0000 .2500 .2500 0 10.000 .0000 .0000 .0000 6.0000 .2500 .1495 .6.0000 .2500 0 ' .000 , .0000 32.0000 6.0000 6.0000 .2500 .1495 6.0000 . .2500 I I NTERMEDIATE STIFFENERS: 1. 2 , 3.667 7.5000 1 ' FLANGE BRACE LOCATION DATA FOLLOWS: ' ' 5 5 0 .000 .0000 ' I i 23 7.33 12.00 4 17.00 22.00 27.00 5 6 0 10 1.007 4.9166 I 2 4 6 8 9 10 I uj Om H. B. SHORES CORP. 3 STANDARD, GRID 2, 3, 8, 9 & 12 BAY SP = 19.1' WIDTH=100.0' ANALYSIS MODE LEFT RIGHT DIM TO RIDGE 50.000' 50.000' PSF KLF ROOF PITCH 1.000/12 1:000/12! LL= 12.00 .234 FYF= .50.00 KSI EAVE. HT' 32.000 32.000 ! DL= 6.00 .117 .FYW= 50.00 KSI PURL DEPTH" 8.000 8.000 ! WL= 20.00 FYP= 50.00 KSI GIRT DEPTH" 8.000 8.000 ! A B C Cl = .25 .65 . .00 C2 = -1.00 -.60 .00 C3 = -.65 -.25 .00 C4 = -.55 -.15 .00 EXT COL BASE HINGED HINGED LO.. COMB. LL DL WL CONC. LO. 1) 1.00 1.00 .00(L-R)A .00 .00 1.00 1.00(L-R)A .00 .50 1.00 1.00(L-R)A .00 1.00 1.00 .50(L-R)A .00 .00 .1.00 1.00(L-R)B .00 .50 1.00 1.00(L-R)B .00 1.00 1.00 .50(L-R)B .00 FLANGEBRACE LOCATIONS; • . LEFT EXT COL GIRT & FB (FT FROM GROUND UP) (B=BRACED) 1) 7.33'B 2) 12.00'B 3) 17.00'B 4) 22.00'B 5).27.00.'B LEFT RAF PURLIN & FB (FT FROM RIDGE TO EAVE) (B=BRACED) 1) 1.01' • 2) 5.92'B 3) 10.84' 4) 15.76'B 5) 20.67' .6) 25.59'B 7)30.51' 8) 35.42'B 9) 40.34'B .10) 45.26'B 11) 50.17' • MEM FT TYPE SEG FT WD1" WD2"WEB" • T 'OR R FLG" B OR L FLG" 31.387.ECOL 1 31.387 38.00 10.00 .1793 6.000 X .5000 6.000 X .2500 49.504 LRAF 1 10.000 44.00 32.37 .2500 6.000 X .2500' 6.000 X .2500 LRAF 2 10.000 32.37 16.00 .2500 6.000 X .2500 6.000 X .2500 LRAF 3 10.000 16.00 21:46 .1495 6.000X .2500 6.000 X 2500 LRAF 4 10.000 21.46 26.93 .1495 6.000 X .2500 6.000 X .2500 LRAF 5 9.504 26.93 32.00 .1495 6.000 X .2500 6.000 X .2500 MEN STIFFENER LOCATIONS (MEASURED FROM LEFT MEMBER END, FT • 1 3.67 7.50 . .. ' . . • H. B. SHORES CORP. LOAD COLUMN BASE REACTIONS (K, ) MEMBER NO.---> COMB 1 4 HOR 8.8 -8.8 VER 17.2 17.2 HOR -8.4 -.4 VER -12.6. -6.8 HOR -5.5 -3.3 VER -6.8 -1.0 HOR 3.1 -7.5 VER 8.0 10.9 HOR -7.0. -1.8 VER -5.1 .7 HOR -4.1 -4.7 VER .6 6.4 . . . 7)- HOR 3.8 -8.2 . . . VER. 11.8 14.7 WEIGHT OF FRAME = 4986. LBS RECOMMENDED 36 KSI ANCHOR BOLTS: LEFT EXT. COL. BASE - 2 PAIRS -OF - .75000 " DIAM RT. EXT. COL. BASE - 2 PAIRS OF .75000 " DIAM RECOMMENDED BASE PLATE THICK.= .75000 50.0 KSI 4. 1(C35148 rn 't' OFC' U. B. SHORES CORP. STANDARD, GRID 2, 3, 8, 9 & 12 0 STRESS ANALYSIS (DIM. MEASURED ALONG STRUCTURAL AXES) LOAD COMB 1) L1.00 LL 1.00 DL .00 WL(L-R)A .00 CONC. L' MEMSEG WD' CS UBLX" UBLY" M(K") P(K) V(K) 'RATIO:V 1 1 38.000 1.00 366 42 -2659 17.2 -8.8 .873 2 1 44.000 1.00 588 46 2614 10.1 15.5 .725 2 24.024 1.00 588 117 755 9.7 13.0 .533 3 21.464 1.00 588 58 -779 9.3 9.5 .591 4 26.929 1.00 588 58 -1321 9.0 6.1 .742 5 26.929 1.00 588 58 -1321 9.0 2.6 .882 LOAD COMB 2) .00 LL 1.00 DL 1.00 WL(L-R)A .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 MEM SEG WD' CB UBLX" UBLY" M(K") P(K) V(K) ' RATIO:V 1 1 38.000 1.00 366 42 1620 -9.4 6.3 .873 2 1 44.000 1.00 588 58 -1583 -4.9 -8.6 .725 2 32.366 1.00 588 58 -941 -4.9 -7.1 .533 3 16.000 1.00 588 58 -245 -5.0 -5.1 .591 4 26.929 1.00 588 117 540 -5.2 -3.2 .742 5 29.401 1.00 588 140 586 -5.2 -1.2 .882 3 1 29.401 1.00 588 140 569 -5.2 .8 .882 2 26.929 1.00 588 117 533 -5.2 1.8 , .742 3 21.464 1.00 588 117 368 -5.1 2.7 .591 4 16.000 1.00 588 117 85 -5.1 3.7 .533 5 44.000 1.00 588 58 -581 -4.9 4.4 .725 4 1 38.000 1.00 366 42 -558 -5.1 -4.1 .873 LOAD COMB 3) .50 LL 1.00 DL 1.00 WL(L-R)A .0000NC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 MEM SEG WD" CB UBLX" UBLY" M(K") P(K) V(K) RATIO:V 1 1 38.000 1.00 366 '42 955 -5.1 4.1, .873 2 1 44.000 1.00 588. 58 -929 -2.4 -4.7 .725 2 32.366 1.00 588 58 -577 -2.5 -3.9 .533 3 16.000 1.00 588 ' 58 -199 -2.6 -2.8 .591 4 26.929 1.00 588 117 210 -2.9 -1.6 .742 5 29.401 1.00 588 140 229 -3.0 -.5 ' .882 3 1 29.401 1.00 588 140 212 -3.0 .1 .882 2 21.464 1.00 588 117 173 -2.8 .2 .742 3 16.000 1.00 588 117 130 , -2.7 .4 .591 4 16.000 1.00, 588 117 130 -2.7 .5 .533 5 32.366 1.00 588 58 102 -2.5 .6 .725 4 1 19.136 1.00 366 56 197 -.8 2.5 .873 H. B. SHORES CORP. 6 LOAD COMB 4) 1.00 LL 1.00 DL .50 WL(L-R)A .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 HEM SEG WD' CB UBLX" UBLY" M(K') P(K) V(K) .RATIO:V 1 1 38.000 1.00 366 42 -851 6.0 . -3.3 . .873 2 1 44.000 1.00 588 46 842 3.9 5.4 .725 2 24.024 1.00 588 117. 193 3.6 4.6 .533 3 21.464 1.00 588 58 -353 3.3 '3.4 .591 4 26.929 1.00 588 58 -555 3.0 . 2.2 .742 5 26.929 1.00 588 58 -555 3.0 1.0 .882 3 1 26.929 1.00 588 58 -558 3.0 -1.2 .882 2 26.929 1.00 588 58 -558 3.0 -2.9 .742 3 21.464 1.00 588 58 -303 3.2 -4.6 ' .591 4 24.024 1.00 588 117 437 3.6 -6.3 .533 5 44.000 1.00 588 46 1343 3.8 -7.5 .725 4 . I . 28.318 1.00 366 60 984 8.2 5.6 .873 LOAD COMB 5) .00 LL 1.00 DL 1.00 WL(L-R)B .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 HEM SEG WD' CB UBLX" UBLY" M(K") P(K) , V(K) RATIO:V 1 1 22.197 1.00 ' 366 60 572 -3.8 5.2 .873 2 1 44.000 1.00 588 58 -771 .1 -3.6 ' .725 , 2 32.366 1.00 .588 58 -486 .0 -3.0 ' 533 3 16.000 1.00 588 58 -171 .0 -2.2 .591 4 26.929 1.00 588 117 152 . -.2 .. -1.3 ' .742 5 . 29.401 1.00 588 140 169 -.2 -.5 .882 3 1 32.000 1.00 588 140 165 -.3 .2 .882 2 21.464 1.00 588 117 142 -.2 .1 .742 3 16.000 1.00 588 117 158 -.1 -.2 .591 4 ' 16.000 1.00 588 117 158 -.1 -.4 .533 5 32.366 1.00 588 58 194 .0 -.5 .725 4 1 22.197 1.00 366 60 151 .5 1.3 , .873 LOAD COMB 6) .50 LL 1.00 DL 1.00 WL(L-R)B .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 HEM SEG WD CB UBLX" UBLY" M(K) P(K) V(K). ' RATIO:V 1 1 ' 16.076 1.00 366 87 184 .5 3.1 . .8.7.3 2 1 32.366 1.00 '588 ,58 -121 2.5 ' .2, .725 2 16.000 1.00 588 58 -126 2.4 .2 .533 3 16.000 1.00 588 58 -126 2.4 .2 .591 4 21.464 1.00 588 58 -154 2.2 .2 .742 5 26.929 1.00 588 58 -177 2.1 .1 , .882 3' 1 ' 29.401 1.00 588 '58 -204 2.0 -.5 .882 2 26.929 1.00 588 58 -184 2.0 -1.6 .742 3 16.000 1.00 588 117 .204 2.3 -2.6 .591 4 24.024 1.00 ' 588 117 .362 2.4 -3.6 .533 5 44.000 1.00 588 46 883 2.6 -4.4 .725 4 1 28.318 1.00 , 366 60 632 4.8 ' 3.5 .873 LXF 01-9f, M. B. SHORES CORP. S 7 LOAD COMB 7) 1.00 LL 1.00 DL .50 WL(L-R)B .00 CONC. L I FORCES ARE REDUCED BY A FACTOR OF 0.75 MEM BEG WD" CB UBLX" UBLY M(K') P(K) V(K) RATIO:V M+A. 1 1 38.000 1.00 366 42 -1248 8.8 -5.5 .873 .374 2 1 44.000 1.00 588 46 1248 6.3 7.9 .725 .373 I 2 24.024 1.00 588 117 315 6.1 6.6 .533 .322 3 21.464 1.00 588 58 -466 5.8 4.9 .591. .421 I 4 5 26.929 26.929 1.00 1.00 588 588 58 58 -749 -749 5.5 5:5 3.1 1.3 .742 .882 .509 .509 3 1 26.929 1.00 588 58 -753 5.5 -1.6 .882 .511 2 26.929 1.00 588 58 -753 5.5 -3.8 .742 .511 I . 3 21.464 1.00 588 58 -416 5.7 -6.1 . .591 .382 4 24.024 1.00 588 117 558 6.1 -8.3 .533 .519 5 44.000 1.00 588 46 1748 6.3 -9.9 . .725 .505 4 1 38.000 1.00 366 42 1779 11.0 6.1 .873 .523 I II I I 1 I 5 S I I I ... . I f1J1 I 5: !' 7EJ I H', EXP- H. B. SHORES CORP. ' 8 STANDARD, GRID 2, 3, 8, 9 & 12 DEFL. IN INCHES: LOAD COMB. LEFT KNEE RIDGE RIGHT KNEE (+=IJPWARD & TO RIGHT) VER. HOR. VER. 'HOR. VER. HOR. I 1 -.02 -.47 -5.96 .00 -.02 .47 2 .02 .2.58 3.18 2.33 .01 2.08 3 .01 2.42 1.20 2.33 .00. 2.24 I 4 -.01 .90 -3.37 1.16 -.02 1.43 5 .01 2.41 .98 2.33 .00 2.25 6 .00 2.25 -1.0.1 2.33 -.01 2.40 1 7 -.02 .81 -4.47 1.16 -.02 1.52 MAX CONNECTION MOM(K-.IN) LEFT KNEE TEN ." T OR R TEN " B OR L SHEAR (K) HORZ 1621. 2659. ' 9. I DIAG VERT ' ' 1903. 2614. 3208, 1583. 7. 16. RIDGE 553. ' '1400. 0. ui tp 6XPc1Qif I SEISMIC FORCE CALCULATION M. B. SHORES CORP. 9 I ------------------------------.-' C = ( 1.25 * S )/ T ** 2/3 I ---- V=The total design lateral force or shear at the base (lbs). S I Ct='0.035 for a steel moment resisting, frame Ct=0.020 for a braced frame or shear' wall ' 0 I=Importance Factor as shown in TABLE 23-1, 1991 U.B.C. Z=Numerical coefficient dependent upon the zone where the building I is sited as shown on Figurs 2, 1991 U.B.C. W=The total dead load including collateral loads and partition loads where applicable in pounds (lbs) I.EXCEPTIONS ' W= Total DL + 25% of the floor (mezzanine) live load in storage. & warehouse occupancies. W= Total DL + 25% of roof snow load where the, snow load is 31 psf or greater Width = 100.0000 ft ' Height = 32.0000 ft ' I Length = 175.0000 ft Bayspace = 19.0833 ft Seismic Zone =4 Z= .4 Site Coefficient = 1.5 Importance Factor = 1 0 I' c = 3.001591 T = .493713 0 C need not exceed 2.75 therfore C= 2.75 Roof Dead Load 5 lb/ft**2 0 Wall Dead Load 2 lb/ft**2 0 Roof Collateral Load 1 lb/ft**2 0 0 Roof Snow Load is N.A. 0 0 No Mezzanine (floor) 0 TRANSVERSE DIRECTION 0 0 0 0v = [( Z I C)/Rw] W Area Roof = 1908.333 ft**2 0 0 Area Wall = 610.6667 ft**2 0 Moment Resisting Frame, Rw=6 0 0 & WALL W= 12671.33 lb. ' I ROOF ROOF & WALL V= [( •4 * 1 * 2.75 )] / 6 * 12671.33 lb. V= 2.32 Kips 0 I LONGITUDINAL DIRECTION V = [( Z I C)/Rw] W Area Roof = 8750 ft**2 Wall = 4504.167 ft**2 0 I Area 0 Braced Frame, Rw=4 - 0 0 C35148 Uj I ROOF & WALL W=61508.33 lb. ' 2.7-g ROOF & WALL V= N .4 * 1 * 2.75 )]/ 4 * 61508.33 lb. ' , 0 0 V= 16.91 Kips 0 '0 U 0 0 0 M. B. SHORES CORP. 10 1 10 0 10 4 1 9 0 I 10 1 0 11 1 13 1 14 1 I 18 1 22, 1 23 2 I SEISMIC, GRID 2, 3, 8, 9 & 12 • 1 4 0 0 1 0 19.08 50.00 50.00 50.00 ' 100.00 32.00 1.00 8.00 8.00 .00 .00 .00 .00 12.00 6.00 20.00 .00 .00 .00 .00 2 .000 2.320 .000 .667 .000 -2.320 .000 .667 .00 1.00 .00 1.00 A 1 2 1 I 1 .00 1.00 .00 1.00 A 1 2 1 .00 1.00 .00 1.00 A 1 2 2 1.00 1.00 .00 1.00 A 1 2 2 I i1 0 .000 38.0000 10.0000 .0000 6.0000 .5000 .1793 6.0000 .2500 2 5 0 10.000 44.0000 .0000 .0000 6.0000 .2500 .2500 6.0000 .2500 0 10.000 .0000 16.0000 .0000 6.0000 .2500 .2500 6.0000 .2500 0 10.000 16.0000 .0000 .0000 6.0000 .2500 .1495 6.0000 .2500 I 0 10.000 .0000 .0000 .0000 6.0000 .2500 .1495 6.0000 .2500 0 .000 .0000 32.0000 6.0000 6.0000 .2500 .1495 6.0000 .2500 I INTERMEDIATE STIFFENERS: • • 1 2 3.667 7.5000 I FLANGE BRACE LOCATION DATA FOLLOWS: 5 5 0 .000 .0000 1 2 3 4 5 ' 7.33 12.00 17.00 22.00 27.00 6 0 10 1.007 4.9166 I I .2 4 6 • 8 9 10 . I I .: •• I 1 H. B. SHORES CORP. 11 SEISMIC, GRID 2, 3, 8, 9 & 12 .BAY SF = 19.1' WIDTH=100.0' ANALYSIS MODE LEFT RIGHT ! DIM TO RIDGE 50.000' 50.000' ! PSF KLF ROOF PITCH 1.000/12 1.000/12! LL= 12.00 .234 FYF= 50.00 KSI SAVE HT' 32.000 32.000 ! DL= 6.00 .117 FYW= 50.00 KSI PURL DEPTH 8.000 8.000 ! WL= 20.00 FYP= 50.00 KSI GIRT DEPTH' 8.000 8.000 ! A •B C Cl = .25 . .65 .00 C2 = -1.00 -.60 .00 C3 = -.65 -.25 .00 C4 = -.55 -.15 .00 EXT COL BASE HINGED HINGED . . CONC. L. HEM VER(K) HOR(K) I1(K') LOCATION' 2 .00 2.32 .00 .67 .00 72.32 .00 .67 LO. COMB. LL DL WL CONC. LO. (HEM-CODE:1LT CONC LO, 2RT, 3BOTH .00 1.00 .00(L-R)A 1.00 ( 2-1, 1.00 1.00 .00(L-R)A 1.00 ( 2-1, .00 1.00 .00(L-R)A 1.00 ( 2-2, 1.00 1.00 .00(L-R)A 1.00 ( 2-21 FLANGE BRACE LOCATIONS: LEFT EXT COL GIRT & FB (FT FROM GROUND UP) (B=BRACED) 1) 7.33'B 2) 12.00'B 3) 17.00'B 4) 22.00'B 5) 27.00'B LEFT RAF PURLIN & FB (FT FROM RIDGE TO EAVE) (B=BRACED) 1) 1.01' 2) 5.92'B 3) 10.84' 4) 15.76'B 5) 20.67'. 6) 25.59'B 7) 30.51' 8) 35.42'B 9) 40.34'B 10) 45.26'B 11)50.17' MEl-! FT TYPE SEG FT WD1" WD2" WEB" T OR R FLG" B OR L FLG" 31.387 ECOL 1 31.387 38.00 10.00 .1793 6.000 X .5000 6.000 X .2500 4.9.504 LRAF 1 10.000 44.00 32.37 .2500., 6.000 X .2500 6.000 X .2500 LRAF 2 10.000 32.37 16.00 .2500 6.000 X .2500 6.000 X .2500 LRAF 3 10.000 16.00 21.46 .1495 6.000 X .2500 6.000 X .2500 LRAF 4 10.000 21.46 26.93 .1495 6.000 X .2500 6.000 X .2500 LRAF 5 9.504 26.93 32.00 .1495 6.000 X .2500 6.000 X .2500 HEM STIFFENER LOCATIONS (MEASURED FROM LEFT MEMBER END, FT 1 3.67, 7.50 . 0 I H. B. SHORES CORP. LOAD COLUMN BASE REACTIONS (K, ) MEMBER NO.---> I COMB 1 4 HOR 1.7 -4.0 VER 5.0. 6.4 HOR 7.5 -9.9 S I VER 16.5 17.9 HOR 4.2 -1.8 I VER HOR 6.4 5.0 10.0 -7.7 VER 17.9 16.5 WEIGHT OF FRAME = 4986. LBS I RECOMMENDED 36 KSI ANCHOR BOLTS: LEFT EXT. COL. BASE - 2 PAIRS OF .75000 "DIAM I RT. EXT. COL. BASE - 2 PAIRS OF .75000 " DIAM RECOMMENDED BASE PLATE THICK.= .75000 " 50.0 KSI 12 OESSi ) C3514-8' cwv (9• CF C A,.\ M. B. SHORES CORP. 13 SEISMIC, GRID 2, 3, 8, 9 & 12 STRESS ANALYSIS (DIM. MEASURED ALONG STRUCTURAL AXES) 1) .00 LL 1.00 DL .00 WL(L-R)A 1.00 .CONC. L WD" CB UBLX" UBLY" M(K") P(K) V(K) RATIO:V 38.000 1.00 366 42 -484 5.0 -1..7 .873 44.000 1.00 588 46 434 4.4 4.4 .725 16.000 1.00 588 58 -195 4.2 3.5 .533 21.464 1.00 588 58 -421 4.1 ' 2.4 .591 21.464 1.00 ' 588 58 '-421 4.1 1.2 .742 26.929 1.00 588 58 -507 4.0 -1.0 .882. 32.000 1.00 588 22 -460 4.1 ' -.1.5 .882 26.929 1.00 588 58 -345 4.1 -2.6 .742 16.000 1.00 588 117 313 4.3 -3.8 . .591' 24.024 1.00 588 117 537 4.4 -5.0 .533 44.000 1.00 588 46 1237 4.5 -5.8 . .725 38.000 1.00 366 42 1239 , 6.4 4.0 ' .' .873 2) 1.00 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L WD" CB UBLX" UBLY" M(K") P(K) V(K) ' RATIO:V 38.000 1.00 366 42 -2257 16.5 -7.5 ' .873 44.000 1.00 588 46 21,77 11.1 14.7 .725 24.024 1.00 588 117 447 10.8 12.2 . ' .533 21.464 1.00 588 58' -941 10.3 ' 8.7 ' .591 26.721 1.00 588 58 -1379 10.0 5.2 .742 26.929 1.00 588 , 58 -1388 10.0 1.8 .882 29.401 1.00 588 58 -1368 10.0 -3.2 ' .882 26.929 1.00 588 58 -1225 10.2 -6.7 , .742 16.000 1.00 588 117 435 10.7 -10.2 ' ' .591 24.024 1.00 588 117 1040 ' 10.9 -13.7 .533 44.000 1.00 ' 588 46 2980 11.2' -16.1 .725 38.000 1.00 366 42 3011 17.9 9.9 .873' 3) .00 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L WD" CB UBLX' UBLY" M(K') P(K) V(K) RATIO:V 37.501 1.00 366 .42 -1265 6.4 -4.2 ' .873 44.000 1.00 588 46 1308 2.3 6.0 .725 24.024 1.00 588 117 560 2.2 5.2 , .533 16.000 1.00 588 117 317 2.2 4.0 .591 26.929 1.00 588 58 ' -372 2.0 2.8 .742 32.000 1.00 588 22 , -502 1.9 , 1.7 .882 26.929 1.00 , 588 58 -535 1.9 .9 .. ' .882 24.041 1.00 588 58 -499 1.9 -1.4 .742 21.464 1.00 ' 588 58 -433 2.0 -2.6,. .591 16.000 1.00 588 58 -191 2.1 -3.7 ' .533 44.000 1.00 588 46 505 2.2 -4.5 ' , .725 38.000 1.00 366 42 533 5.0 1.8 ' .873 LOAD COMB MEM SEG 1 1 2 '1 2 3 4 5 31 2 '3 4 5 4 1 LOAD COMB MEM SEG 1 1 2 1 2 3 '4 5 3 1 2 3 4 - 5 4 1 LOAD COMB HEM SEG 1 1 2 1' 2 3 4 5 3 1' 2 3 4 5 4 1. M+A .155 144 .231 .369 .369. 348 277 .250 .494 .483 .358 .357 M+A .679' .650 .480 .836 .943 .941 .860 .844 .747 .962 .864 .881 M+A 371 .362 .478 .471 .246 .278 .343 360 .355 .206 .149 167 I C35148 H. B. SHORES CORP. . 14 LOAD COMB 4) 1.00 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L HEM SEG WD' CE UBLX" UBLY" M(K") P(K) V(K) RATIO:V M+A 1 1 38.000 1.00 366 42 -3060 17.9 710.0 .873 .893 2 1 44.000 1.00 588 46 3051 9.1 16.3 .725 .868 2 24.024 1.00 588 117 1063 8.7 13.8 .533 .958 3 16.000 1.00 588 117 439 8.6 10.4 .591 .725 4 26.929 1.00 588 58 -1253 8.0 6.9 .742 .839 5 29.401 1.00 588 58 -1402 7.9 3.4 .882 .859 3 1 26.929 1.00 588 58 -1416 7.9 -1.9 .882 .937 2 26.721 1.00 588 58 -1406 7.9 -5.4 .742 .938. 3 21.464 1.00 588 58 -953 8.2 -8.9 .591 .822 4 32.366 1.00 588 58 1137 8.7 -12.4 .533 .480 • 5 44.000 1.00 588 46 2248 8.9 -14.9 .725 .655 4 1 38.000 1.00 366 42 2306 . 16.. 5 7.7 .873 .691 Is 00.0orR 0f M. B. SHORES CORP. 15 SEISMIC, GRID 2, 3, 8, 9 & 12 DEFL. IN INCHES: LOAD COMB. LEFT KNEE RIDGE RIGHT KNEE I (+=UPWARD & TO RIGHT) VER. HOR. VER., HOR. VER. HOR. 1 -.01 1.59 -1.92 1.74 -.01 1.89 2 -:02 1.28 -5.89 1.74 -.03 2.20 3 -.01 -1.90 -2.05 -1.74 -.01 -1.57 I 4 -.03 -2.21 -6.02 -1.74. -.02 -1.26 I MAX CONNECTION MOH(K-IN) LEFT KNEE TEN T OR R TEN B OR L SHEAR(K) HORZ 0. 3061; 10. I DIAG 0. 3659. . 7. VERT 3052. 0 16. RIDGE 0. 1427. 1. • S S I S 5 .1 I I I I OFESS,o S Go I CA S S H. B. SHORES CORP. 16 • '0 - HORIZONTAL COLUMN CONNECTION 2 7 S 1.500 5.500 I 1.500 5.500 8.500 11.500 14.500 17.500 20.500 6.000 .500 50.000 3.500 6.000 .250 50.000 3.500 38.000 .179 50.000 5 .I 6.000 .750 50.000 3.000 .750 1710.000 3225.000 SI S S S S I ItOFESSI I C35148 uj CF 'LIN CAO 5, p'i..',c S H. B. SHORES CORP. 17 BOLTED END PLATE CONNECTION ANALYSIS HORIZONTAL COLUMN CONNECTION S TOP FLANGE = .6.00 X .5000 50.0 KSI 3.5000 IN FROM TOP EDGE WEB = 38.00 X .1793 50.0 KSI BOT FLANGE = 6.00 X .2500 50.0 KSI 3.5000 IN FROM BOT EDGE SPLICE PLT = 6.00 X .7500 50.0 KSI 45.7500 IN LONG 3.0000 IN GAGE TOP FLANGE BOLT LOCATIONS (FROM TOP EDGE DOWN) 1 1.50 IN 2 5.50 IN BOT FLANGE BOLT LOCATIONS (FROM BOT EDGE UP 1 1.50 IN S 2 .5.50 IN 3 8.50 IN . 4 11.50 IN . . .5. 5 14.50 IN 6 17.50 IN 7 20.501N . . . BOLT TYPE = .7500 IN H. S. BOLTS 0 --TENSION AT TOP FLANGE-- . (BOLT GROUPS COUNTING FROM TOP EDGE DOWN) CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG CONTRL FACTORS . PLATE WEB - BOLT PU(K) M(K.-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR 38.38"MOM ARM 90. 3445. 150. 5756. 101. 3890. BOLT PAIR * 2 ASSUME 1ST PAIR BEND ABOUTTOP . SUM OF PU'S = 90. KIPS ALLOWABLE COMP= 150. KIPS SUM OF ULT MOM = 3445. K-IN S S ALLOWABLE I1014= . 3445./1.7 = 2027. K-IN S S ALLPIED TEN @ TOP MOM = 1710. K-IN RATIO= .84 II. B. SHORES CORP. 18 --TENSION AT BOT FLANGE-- (BOLT GROUPS COUNTING FROM BOT EDGE UP ) CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG CONTRL FACTORS PLATE WEB BOLT PU(K) M(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR # 1 38.38"MOM. ARM 83. 3199. 75. 2878. 99. 3798. BOLT PAIR # 2 BOLT PAIR * 3 33.50"MOM ARM 60. 1998. 27. 901. 55. 1841. BOLT PAIR * 4 30.50"MOM ARM 60. 1819. 27. 820. 55. 1676. BOLT PAIR * 5 27.50'MOM ARM 60. 1641. 27. 740. 55. 1511. BOLT PAIR * 6 24.50"MOM ARM 60. 1462. 27. 659. 55. 1346. BOLT PAIR #.7 21. 50"11OM ARM 60. 1283. 27. 578. 55. 1181. ASSUME 1ST PAIR BEND ABOUTTOP SUM OF PU'S = 209. KIPS ALLOWABLE COMP= 320. KIPS SUM OF ULT MOM = 6576. K-IN ALLOWABLE MOM= 6576./1.7 = 3868. K-IN ALLPIED TEN @ BOT MOM = 3225. K-IN RATIO= .83 OFES U. .oF ESSi,, C35148 )cP q.c'r 'I H. B. SHORES CORP. 0 I RIDGE CONNECTION 2 3 1.500 5.500 1.500 5.500 8.500 I 6.000 .250 50.000 6.000 .250 50.000 I 32.000 6.000 .149 .750 50.000 50.000 565.000 1440.000 I I I .1 I I I I I I I H. B. SHORES CORP. 20 BOLTED END PLATE CONNECTION ANALYSIS RIDGE CONNECTION TOP FLANGE = 6.00 X .2500 50.0 KSI 3.5000 IN FROM TOP EDGE WEB= 32.00 X .1495 50.0 KSI BOT FLANGE = 6.00 X .2500 50.0 KSI 3.5000 IN FROM BOT EDGE SPLICE PLT 6.00 X .7500 50.0 KSI 39.5000 IN LONG 3.0000 IN GAGE TOP FLANGE BOLT LOCATIONS (FROM TOP EDGE DOWN) 1 1.50 IN 2 5.50 IN . . BOT FLANGE BOLT LOCATIONS (FROM BOT EDGE UP 1 1.50 IN 2 5.50 IN 3 8.50 IN . BOLT TYPE = .7500 IN H. S. BOLTS . --TENSION AT TOP FLANGE-- (BOLT GROUPS COUNTING FROM TOP EDGE DOWN) CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG CONTRL FACTORS PLATE WEB . BOLT PU(K) 14(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR # 1 32.25"MOM ARM 83. 2689. 75. 2419. 99. 3192. .BOLT PAIR * 2 ASSUME 1ST PAIR BEND ABOUTTOP SUM OF PU'S = 75. KIPS . . ALLOWABLE COMP= . 195. KIPS .. SUM OF ULT MOM .= 2419. K-IN . ALLOWABLE MOM= 2419./1.7 = 1423. K-IN ALLPIED TEN @ TOP MOM = 565. K-IN RATIO= .40 --TENSION AT BOT FLANGE-- (BOLT GROUPS COUNTING FROM BOT EDGE UP CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG CONTRL FACTORS PLATE WEB . BOLT PU(K) M(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR # 1 . 32.25'MOH ARM 83. 2689. 75. 2419. 99. 3192. BOLT PAIR * 2 . BOLT PAIR.* 3 27.38"MOM ARM 59. 1613. 22. 614. 55. 1500. ASSUME 1ST PAIR BEND ABOUTTOP SUM OF PU'S = 97. KIPS . . ALLOWABLE COMP= . 195. KIPS . OESS,0 SUM OF ULT MOM = 3033. K-IN . 0 ALLOWABLE MOM= 3033./1.7 = 1784. K-IN ALLPIED TEN 8 BOT MOM = 1440. K-IN RAT 0 .81 C. 11. B. SHORES CORP. 21 9 0 1 0 4 1 9 0 .10 1 11 1 13 1 14 1 22 2 23 2 STANDARD, GRID , & 7 1 0 0 0 0 0 0 39.79 50.00 50.00 50.00 100.00 32.00 1.00 8.00 8.00 .00 .00 .00 12.00 6.00 20.00 .00 .00. .00 .00 1 0 .000 48.0000 12.0000 .0000 6.0000 .5000 2 5 0 10.000 56.0000 .0000 .0000 6.0000 .2500 0 10.000 .0000 16.0000 .0000 6.0000 .2500 0 10.000 16.0000 .0000 .0000 6.0000 .3125 0 10.000 .0000 .0000 .0000 6.0000 .5000 0 .000 .0000 32.0000 .0000 6.0000 .5000 INTERMEDIATE STIFFENERS: 1 .0 . 2 2 4.000 7.5000 . FLANGE BRACE LOCATION DATA FOLLOWS: 5 5 0 .000 .0000 1 2 34 5 7.33 12.00 17.00 22.00 27.00 6 0 10 1.007 4.91.66 . 2 4 6 8 9 10 • iIIII OFESs, M. B SHORES CORP. 22 STANDARD, GRID 4 & 7 BAY SP = 39.8' WIDTH=100.0' ANALYSIS MODE LEFT RIGHT DIM TO RIDGE 50.000' 50.000' ! PSF KLF ROOF PITCH 1.000/12 1.000/12! LL= 12.00 .489 FYF= 50.00 KSI. EAVE HT' 32.000 32.000 ! DL= 6.00 .245 FYW= 50.00 KSI PURL DEPTH" 8.000 8.000 ! WL= 20.00 FYP= 50.00 KSI GIRT DEPTH" 8.000 8.000 ! A B C Cl = .25 .65 .00 C2 = -1.00 -.60 .00 C3 = -.65 -.25 .00 C4 .= -.55 -.15 .00 EXT COL BASE HINGED HINGED LO. COMB. LL DL WL CONC. LO. 1.00 1.00 .00(L-R)A .00 .00 1.00 1.00(L-R)A .00 .50 1.00 1.00(L-R)A .00 1.00 1.00 .50(L-R)A .00 .00 1.00 1.00(LR)B .00 .50 1.00 1.00(L-R)B .00 1.00 1.00 .50(L-R)B .00 FLANGE BRACE LOCATIONS: LEFT EXT COL GIRT & FB (FT FROM GROUND UP) (B=BRACED) 1) 7.33'B 2) 12.00'B 3) 17.00'B 4) 22.00'B 5) 27.00'B LEFT RAF PURLIN & FP (FT FROM RIDGE TO EAVE) (B=BRACED) 1) 1.01' 2) 5.92'B 3) 10.84' 4) 15.76'B 5) 20.67' 6) 25.59'B 7) 30.51' 8) 35.42'B 9) 40.34'B 10) 45.26'B 11) 50.17' HEM FT TYPE SEG FT WD1' WD2" WEB" T OR R FLG" BOR L FLG. 31.387 ECOL 1 31.387 48.00 12.00 .2500 6.000 X .5000 6.000 X .2500 49.504 LRAF 1 10.000 56.00 40.46 .2500 6.000 X .2500 6.000 X .5000 LRAF 2 10.000 40.46 16.00 .2500 6.000 X .2500 6.000 X .3750 LRAF 3 10.000 16.00 21.46 .1793 6.000 X .3125 6.000 X .3750 LRAF 4 10.000 21.46 26.93 .1793 6.000 X .5000 6.000 X .3750. - LRAF 5 9.504 26.93 32.00 .1793 6.000 X..5000 6.000 X .3750 HEM STIFFENER LOCATIONS (MEASURED FROM LEFT MEMBER END, FT 1 2 4.00 7.50 H. B. SHORES CORP. 23 LOAD COLUMN BASE REACTIONS (K, ) MEMBER NO.---> COMB, 1 4 HOR 18.7 -18.7 VER 35.8 35.8 HOR 17.7 -.6 VER -26.2 -14.0 HOR -11.5 -6.8 -14.2 -2.1 VER HOR 6.7 -15.9 VER 16.8 22.8 HOR -14.7 -3.6 VER -10.6 1.5 HOR -8.4 -9.9 VER 1.3 13.4 7)- HOR 8.3 -17.4 VER 24.5 30.6 WEIGHT OF FRAME = 6610. LBS RECOMMENDED 36 KSI ANCHOR BOLTS: LEFT EXT. COL. BASE - 2 PAIRS OF .75000 " DIAM RT. EXT. COL. BASE - 2 PAIRS OF .75000 "DIAM RECOMMENDED BASE PLATE THICK.= .75000 " 50.0 KSI H. B. SHORES CORP. 24 STANDARD, GR 'D 4 & 7 STRESS A ALYSIS (DIM. MEASURED ALONG STRUCTURAL AXES) LOAD COMB 1) 1.00 LL 1.00 DL 00 WL(L-R)A .00 CONC. L MEM SEG WD" CB UBLX UBLY' MK" P(K)f)çV(K) RATIO:V M+A 1 1 47.999 1.00 366 42 ("5350 r3t'8 -18.7 .791 .988 2 1 56.000 1.00 587 45 513 21.4 31.8 .923 .900 2 27.848 1.00 587 117 1690 20.7 27.2 .830 .949 3 21.465 1.00 587 58 -144A 19.8 19.9 .636 .958 4 26.929 1.00 587 58 7245 19.2 12.6 .619 .989 5 .26.929 1.00 587 58 /-2545J 19.2 5.3 .735 .989 LOAD COMB 2) .00 LL 1.00 DL' 1.00 WL(L-R)A '.00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 I1EM SEG WD" CS UBLX" UBLY' M(K") P(K) V(K) RATIO:V M+A 1 1 47.999 1.00 366 42 3257 -19.6 13.3 ' .791 .751 2 1 56.000 1.00 587 58 -3130 -10.4 -17.5 .923 .762 2 40.456 1.00 587 58 -1987 -10.5 '-14.9 ' .667 .542 3 16.000 1.00 587 58 -586 -10.6 -10.7 ' .493 .512 4 26.929 1.00 587 117 1037 -10.9 -6.6 .619 .534 5 29.406 1.00 587 140 1131 -11.0 -2.4 .735 .657 3 1 29.406 1.00 587 140 1097 -11.1 1.6 .735 .636 2 26.730 1.00 587 117 1016 -11.0 3.6 .619 ' .528 3 21.465 1.00 587 117 697 -10.9 5.7 .493 .490 4 40.456 1.00 587 58 -560 '-10.6 7.7 .667 .153 5 56.000 1.00 587 58 -1107 -10.5 9.0 • .923 .270 4 1 47.999 1.00 366 42 -1081 -10.5 -8.4 .791. .250 LOAD COMB 3) .50 LL 1.00 DL 1.00 WL(L-R)A .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 HEM SEG WD" CB UBLX' UBLY" M(K') P(K) V(K) RATIO:V M+A 1 1 47.999 1.00 366 42 1919 -10.7 8.6 .791 .443 2 1 56.000 1.00 587 58 -1836 -5.0 -9.6 .923 .447 2 16.000 1.00 587 58 -443 -5.5 -8.1 .667 .406 3 16.000 1.00 587 58 -445 -5.5 -5.8 .493 .388 4 26.929 1.00 587 117 401 -6.1 -3.4 .619 .207 5 29.406 1.00 587 140 440 -6.3 -1.1 .735 .255 3 1 29.406 1.00. 587 140 405 -63 .2 .735 .235 2 21.465 1.00 587 117 329 59 5 .619' .220 3 16.000 1.00 587 117 250 -5.6 .7 • .493 4 16.000 1.00 587 117 251 -5.6 .9 .667. .254 5 40.456 1.00 587 58 ' 225 -5.3 1.1 .923 .065 4 1 24.155 1.00 366 56 410 -1.6 5.1 .791 .210 uj H. B. SHORES CORP. 25 LOAD COMB 4) 1.00 LL 1.00 DL .50 WL(L-R)A .00 CONC. L' I FORCES ARE REDUCED BY A FACTOR OF 0.75 HEM SEG WDCS ' UBLX" UBLY' M(K,) P(K) V(K) RATIO:V H+A 1 1 47.999 1.00 366 42 -1715 12.6 -7.1 .791 .358 2 1 56.000 1.00 587 45 1668 8.2 11..1 .923 .297 I 2 27.848 1.00 587 117 456 7.7 9.6 .667 .302 3 21.465 1.00 587 58 -661 7.0 7.1 .493 .455 4 26.929 1.00 587 58 -1072 6.6 4.6 .619 .408 I 5 26.929 1.00 587 58 -1072 6.6 2.1 . .735 .408 3 1 26.929 1.00 587 58 -1078 6.5 -2.5 .735 .410 2 26.929 1.00 587 58 -1078 6.5 -6.1 .619 .410. I 3 16.000 1.00 587 117 406 7.4 -9.6. .493 .467 4 27.848 1.00 587 117 965 7.6 -13.1 .667 ' .560 5 56.000 1.00 587 45 2679 8.2 -15.4 .923 .451 I 4 1 44.518 100 366 60 2592 17.1 11.9 .791, .569 LOAD COMB 5) .00 LL 1.00 DL 1.00 WL(L-R)B .00 CONC. L I HEM SEG WD" FORCES ARE CB UBLX" REDUCED UBLY" BY A M(K") FACTOR P(K) OF 0.75 V(K) RATIO:V' M+A 1 .1 20.082 1.00' 366 87 675 -8.0 '11.0 .791 .496 2 1 56.000 1.00 587 58 -1568 .1 -7.4 .923 .383 I 2 16.000 1.00 587 58 -386 -.1 -6.3 .667 .353 3 16.000 1.00 587 58 -386 -.1 -4.6 .493 .337 4 26.929 1.00 587 117 289 -.4 -2.8 .619 .149 5 29.406 1.00 587 140 326 -.5 . -1.1 . .735. .189 I . 3 1 29.406 1.00 587 140 291 -.6 .5 .735 .169 2 21.465 1.00 587 '117 272 7-.4 .2 .619 .182 'I 3 4 16.000 16.000 1.00 1.00 587 587 .117 117 308 309 -.2 -.2 -.8' -.5 .667 .299 5 40.456 1.00 587 58 386 -.1 -1.0 .923 .091 4 1 28 .227 1.00 366 60 307 1.1 2.7 .791 .12 0 I LOAD COMB 6) .50 LL 1.00 DL 1.00 WL(L-R)B .00 CONC. L' FORCES ARE REDUCED BY A FACTOR OF 0.75 . HEM SEG WD"' CB UBLX" UBLY" M(K') P(K) V(K) RATIO:V I 1 . 1 ' 20.082 1.00 366 87 . 381 1.0 6.3 •, .791 .287 2 1 40.456 1.00 587 58 -266 5.3 .5 .923 .099 2 16.000 .1.00 587. 58 -247 ' 5.0 . ' .5 . .667 ' .268 I 3 16.000 1.00 587 58 -245 5.0 ' .4 .493 .260 4 21.465 1.00 587 58 -298 4.7 .3 , ' .619 .163 5 26.929 1.00 587 58 -346 4.4 '.3 .735 .145 I 3 1 29.406 1.00 587 58 -400 . 4.1 -1.1 .735 .149 .2 26.929 1.00 587 , 58 -359 4.3' -3.3 .619 .149 3 16.000 1.00 ' 587 117 449 ' 4.9 -5.4 " .493 .485 ' 416.000 1.00 '587 117 448 4.9 -7.6 ' ' .667 .478 I 5 .56.000 1.00 587 45 1747 5.4 -9.0 . '.923 .295 4 1 44.518 1.00 366 60 1663 10.1 7.4 .791 .360 .4ESSI -C35148 uj tp OF CA H. B. .SHORES CORP. 26 LOAD COMB 7) 1.00LL 1.00 DL .50 WL(L-R)B .00 CONC. L FORCES ARE REDUCED BY A FACTOR OF 0.75 IiE1I SEG WD" CB UBLX" UBLY" M(K) P(K) V(K) RATIO:V. M+A 1 1 47.999 1.00 366 42 -2489 18.4 -11.4 .791 .520 2 1. 56.000 1.00 587 45 2449 13.5 16.2 .923 .443 2 27.848 1.00 587 117 718 12.9 13.8 .667 .482 3 21.465 1.00 587 58 -874 12.3 10.1. .493 .624 4 26.929 1.00 587 58 -1446 11.8 6.5 .619 .567 5 26.929 1.00 587 58 -1446 11.8 2.8 .735 .567 3 1 26.929 1.00 587 58 -1452 11.8 -3.2 .735 .569 2 26.929 1.00 587 58 -1452 11.8 -8.0 .619 .569 3 16.000 1.00 587 117 506 12.7 -12.7 .493 .614 4 27.848 1.00 587 117 1227 12.9 -17.4 .667 .741 5. 56.000 1.00 587 45 3460 13.4 -20.4 .923 .597 4 1 47.999 1.00 366 42 3577 22.9 13.1 .791 .729 H. B. SHORES CORP. 27 STANDARD, GRID 4 & 7 DEEL. IN INCHES: LOAD COMB. LEFT KNEE RIDGE RIGHT KNEE (+=UPWARD & TO RIGHT) VER. HOR. 'VER. HOR. VER. HOR. I .1 -.04 -.52 -6.79 .00 -.04 .52 2 .03 3.06 3.62 2.78 .01 2.51 3 . .02 2.88 1.35 . 2.78 .00 2.69 I 4 -.02 1.09 -3.85 1.39 -.02 1.69 5 .01 2.87 1.10 2.78 .00 2.69 6 .00 2.70 -1.16 2.78 -.01 2.87 I 7 -.03 1.00 -5.11 1.39 . -.03 1.78 .MAX CONNECTION MOM(K-IN) I LEFT KNEE TEN " T OR R TEN ",B OR L SHEAR(K) HORZ. 3257. 5351. 19. I DIAG - VERT 4026, 5174. 6850. 3130. 14. 32. H RIDGE 1070. 2721. 1 I I I I C35148 1 0 I uj I OF CA10i I. . . pl- £ I H. B. SHORES CORP. 28 SEISMIC FORCE CALCULATION I -------- --------------------------------------------------- V = C = ( 1.25 * S ) / T ** 2/3 T ---(hfl )**3/4 ----- V=The total design lateral force or shear at the base (lbs). I Ct=0.035 for a steel moment resisting frame Ct=0.020 for a braced frame or shear wall I=Importance Factor as shown in TABLE 23-1, 1991 U.B.C. Z=Numerical coefficient dependent upon the zone where the building I is sited as shown on Figurs 2, 1991 U.B.C. W=The total dead load including collateral loads and partition loads where applicable in pounds (ibs) 1 EXCEPTIONS W= Total DL + 25% of the floor (mezzanine) live load in storage & warehouse occupancies. W= Total DL + 25% of roof snow load where the snow load is 31 psf or greater I Width = 100.0000 ft Height ='32.0000 ft U Length = 175.0000 ft Bayspace = 39.7917 ft I Seismic Zone =4 Z= .4 Site Coefficient = 1.5 Importance Factor = 1 C = 3.001591 T = .493713 C need not exceed 2.75 therfore C= 2.75 Roof Dead Load 5 lb/ft**2 Wall Dead Load 2 lb/ft**2 Roof Collateral Load 1 lb/ft**2 Roof Snow Load isN.A. No Mezzanine (floor) ------------------------------------------------------------------------------- TRANSVERSE DIRECTION V = [( Z I C)/RwJ W Area Roof = 3979.17 ft**2 Area Wall = 1273.334 ft**2 Moment Resisting Frame, Rw=6 ROOF & WALL W= 26421.69 lb. ROOF & WALL V= [ ( .4 * 1 * 2.75 ) I / 6 * 26421.69 lb. V= 4.84 Kips LONGITUDINAL DIRECTION V rt Area Wall = 4504.167 ft**2 Braced Frame, Rw=4 ROOF & WALL W= 61508.33 lb. ROOF & WALL V= [( .4 * 1 * 2.75 )]/ 4 * 61508.33 lb. V= 16.9.1 Kips I H. B. SHORES CORP. 29 10 0 1 0 I 41 9 0 10 1 1 I ii 13 1 14 1 18 22 1 2 . . S 23 2 SEISMIC, GRID 4 & 7 I i 40 0 1 0 0 39.79 50.00 50.00 50.00 100.00 32.00 1.00 8.00 8.00 .00 .00 .00. .00 12.00 6.00 20.00 .00 .00 .00 . .00 2 .000 4.840 .000 .667 .000 -4.840 .000 .667 .00. 1.00 .00 1.00 A 1 2 1 .50 1.00 .00 1.00 A 1 2 1 I .00 1.00 .00 . 1.00 A 1 2 2 . .50 1.00 .00 1.00 A 1 2 2 1 1 0. .000 48.0000 12.0000 .0000 6.0000 .5000 .2500 6.0000 .2500 2 5 0 10.000 56.0000 .0000 .0000 6.000 .2500 .2500 6.0000 . .5000 I 0 10.000 .0000 16.0000 .0000 6.0000 .2500 .2500 6.0000 .3750 0 10.000 16.0000 .0000 . .0000 6.0000 .3125 .1793 6.0000 .3750 .0 10.000 .0000 .0000 .0000 6.0000 .5000 .1793 6.0000 .3.750 I 0 .000 .0000 32.0000 .0000 6.0000 .5000 .1793 6.0000 .3750 INTERMEDIATE STIFFENERS: S S 1 1.0 2 2 . 4.000 7.5000 . . . . FLANGE BRACE LOCATION DATA FOLLOWS: S 5 I 5 5 0 .000 V.0000 .. .. S 1 2 3 4 5 . . 7.33 12.00 17.00 22.00 27.00 5 I 6 0 10 1.007 4.9166 4 6 8 9 10 I 2 I S I I S S C35148'. • S S a: I S S I S ( H. B. SHORES CORP. SEISMIC, GRID 4 & 7 BAY SP = 39.8' WIDTH=100.0' ANALYSIS MODE LEFT RIGHT DIM TO RIDGE 50.000' 50.000' ! PSF KLF ROOF PITCH 1.000/12 .1.000/12! LL= 12.00 .489 FYF= 50.00 KSI EAVE HT' 32.000 32.000 ! DL= 6.00 .245 FYW= 50.00 KSI PURL DEPTH" 8.000 8.000 ! WL= 20.00 FYP= 50.00 KSI GIRT DEPTH" 8.000 8.000 ! A B C Cl = .25 .65 .00 C2 = -1.00 -.60 .00 C3 = -.65. -.25 .00 C4 = -.55 -.15 .00 EXT COL BASE HINGED HINGED CONC. L. tIEM VER(K) HOR(K) M(K') LOCATION' 2 .00 4.84 .00 . .67 .00 -4.84 .00 .67 LO. COMB. LL DL WL CONC. LO. (MEM-CODE:1=LTCONCLO, 2RT, 3=BOTH .00 1.00 .00(L-R)A 1.00 ( 2-11 .50 1.00 .00(L-R)A 1.00 ( 2-1, .00 1.00 .00(L7R)A 1.00 ( 2-2, .50 1.00 .00(L-R)A 1.00 ( 2-2, • FLANGE BRACE LOCATIONS: . LEFT EXT COL GIRT & FB (FT FROM GROUND.UP) (B=BRACED) 1) 7.33'B 2) 12.00'B 3) 17.00'B 4) 22.00'B 5)2.7.00'B LEFT RAF PURLIN & FB (FT FROM RIDGE TO EAVE) (B=BRACED) 1) 1.01' 2) 5.92'B 3) 10.84' .4) 15.76'B 5) 20.67' .6) 25.59'B 7)30.51' 8) 35.42'B 9) 40.34'B 10) 45.26'B 11)50.17' 14EM. FT TYPE SEG FT WD1" WD2" WEB" T OR .R FLG" B OR L FLG" 31.387 ECOL 1 31.387 48.00 12.00 .2500 6.000 X .5000 6.000 X .2500 49.504 LRAF 1 10.000 56.00 40.46 .2500 6.000 X .2500 6.000 X .5000 LRAF 2 10.000 40.46 16.00 .2500 6.000 X .2500 6.000 X .3750 LRAF 3 10.000 16.00 21:46 .1793 6.000 X .3125 6.000 X .3750 LRAF 4 10.000 21.46 26.93 .1793 6.000 X .5000 6.000 X .3750 LRAF 5 9.504 26.93 32.00 .1793 6.000 X .5000 6.000 X .3750 HEM STIFFENER LOCATIONS (MEASURED FROM LEFT MEMBER END, FT 1 2 4.00 7.50 • /Slo* 3 C35148 -z?-q . C/V\.. I H. B. SHORES CORP. 31 LOAD COLUMN BASE REACTIONS (K, ) MEMBER NO.---> coirn 1 4 . . I HOR 3.7 -8.5 VER 10.4 13.4 HOR 9.9 -14.7 I VER 22.4 25.4 HOR 8.8 -4.0 . VER 13.4 10.4 I HOR 15..0 -10.2 . VER 25:4 22.4 WEIGHT OF FRAME = 6610. LBS I RECOMMENDED 36 KSI ANCHOR BOLTS: . LEFT EXT. COL. BASE - 2 PAIRS OF .75000 " DIAM I RT. EXT. COL. BASE - 2 PAIRS OF .75000 " DIAM RECOMMENDED BASE PLATE THICK.= .75000 50.0 KSI I. .- . 1 I I ti. B. SHORES CORP. 32 SEISMIC, GRID 4 & 7 I STRESS ANALYSIS (DIM. MEASURED ALONG STRUCTURAL AXES) LOAD COMB 1) .00 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L HEM SEG WD CB UBLX" UBLY" H(K") P(K) V(K) RATIO:V 1 1 47.999 1.00 366 42 -978 10.4 -3.7 .791 2 1 56.000 1.00 587 45 .807 9.3 8.9 .923 2 16.000 1.00 587 58 -353 8.9 7.4 .667 3 21.465 1.00 587 58 -822 8.7 4.9 .493 4 21.465 1.00 587 58 -811 8.7 2.5 .619 5 26.929 1.00 587 58 -989 8.5 -2.2 .735 3 1 32.000 1.00 587 22 -888 8.6 -3.1 .735 2 26.929 1.00 587 58 -648 8.8 -5.5 .619 3 16.000 1.00 587 117 713 9.2 -8.0 .493 4 16.000 1.00 587 117 710 9.2 -10.4 .667 5 56.000 1.00 587 45 2457 9.5 -11.9 .923 4 1 47.999 1.00 . 366 42 2487 13.4 8.5 .791 LOAD COMB 2) .50 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L HEM SEG WD" CB UBLX" UBLY M(K') P(K) V(K) RATIO:V 1 1 4.7.999 1.00 366 1 42 -2762 22.4 -9.9 .791 2 1 56.000 1.00 587 45 2531 16.4 19.5 .923 2 40.456 1.00 587 58 1310 16.2 16.4 . .667 3 21.465.1.00 587 58 -1303 15.3 11.6 .493 4 24.055 1.00 587 58 -1619 15.2 6.7 . .619 5 26.929 1.00 587 58 -1837 14.9 -2.7 .735 3 1 29.406 1.00. 587 58 -1719 15.0 . -4.9 .735 2 26.929 1.00 587 58 -1497 15.2 -9.7 .619 3 16.000 1.00 587 117 901 16.0 -14.6 .493 4 27.848 1.00 587 117 1714 16.2 -19.4 .667 5 56.000 1.00 587 45 4181 16.7 -22.5 .923 4 1 47.999 1.00 366 42 4271 25.4 14.7 . . .791 M+A .221 .171 .399 566 .418 .391 3.04 .275 .783 .771. .424 .494 M+A 587 .471 407 908 .725 .720 .625 .605 .992 1.018 .724 860 LOAD COMB HEM SEG 1 1 2 1 2 3 4 5 3 1 2 3 4 5 4 1 3) .00 LL 1.00 DL .00 WL(L-R)A WD" CB UBLX"UBLY" H(K") P(K) V(K) 4.7999 1.00 366 42 -2588 13.4 -8.8 56.000 1.00 587 45 2642 5.0 12.3 16..000 1.00 587 117 725 4.7 10.8 16.000 1.00 587 117 726 4.7 8.3 26.929 1.00 . 587 58 -707 4.3 5.9 32.000 1.00 587 22 -977 . 4.1 3.5 26.929 1.00 587 58 -1047 4.0 1.8 24.055 1.00 587 58 -972 4.1 -2.9 21.465 1.00 587 58 -841 4.2 -5.3 16.000 1.00 587 58 -338 4.4 -7.7 56.000 1.00 587 45 992 4.8 -9.3 47.999 1.00 366 42 1079 10.4 4.0 1.00 CONC. . L RATIO: V .791 923 .667 .493 .619 .735 .735 .619 .493 .667 .923 .791 M+A .511 .429 .744 .753 .269 304 .397 .425 .543 .347 .176 23a FE SS , ( UC35148 7 0, OW Of CAO Exp 01-9,V M. B. SHORES CORP. . . 33 LOAD COMB 4) .50 LL 1.00 DL .00 WL(L-R)A 1.00 CONC. L HEM SEG WD" CB UBLX" UBLY" M(K"), P(K) V(K) RATIO:V M+.A 1 1 47.999 1.00 366 42 -4372 25.4 -15.0 .791 .877 2 1 56.000 1.00 587 45 43.67 . 12.2 22.9 .923 .729 2 27.848 1.00 587 117 1778 11.7 19.8 .667 1.009 3 16.000 1.00 587 117 914 11.5 15.0 .493 1.001 4 26.929 1.00 587 58 -1555 10.7 10.1 .619 .598 5 29.406 1.00 587 58 -1793 10.5 5.2 .735 .622 3 1 26.929 1.00 587 58 -1896 10.4 2.3 .735 .714 2 26.730 1.00 587 .58 -1884 10.4 -7.1 .619 .715 3 21.465 1.00 . 587 58 -1323 10.8 -11.9 .493 .885 4 40.456 1.00 587 58 1426 11.6 -16.8 .667 .406 5 56.000 1.00 587 45 2717 11.9 -19.9 .923 . .476 4 1 47.999 1.00 366 42 2863 22.4 10.2 .791 .604 OFESS,o H. B. SHORES CORP. ' 34 SEISMIC, GRID 4 & 7 I DEFL. IN INCHES: LOAD COMB. LEFT KNEE , RIDGE RIGHT KNEE (+=UPWARD & TO RIGHT) VER. HOR; VER. HOR. VER.' HOR. I 1 -.01 2.09 -2.19 2.26 -.01 2.42 2 -.02 1.91 -4.46 2.26 -.03 2.59 3 -.01 -2.43 -2.34 -2.25 -.01 -2.07 I 4 ' -.03 -2.61 -4.60 -2.25 -.02 -1.89 CONNECTION MOM(K-IN) U MAX LEFT KNEE' TEN'" T OR R TEN B OR L SHEAR(K) HORZ 0. 4372. 15. '. DIAG ' 0. 5510. 10. I VERT 4367. 0. ,23'. RIDGE . 0. 1869. 2. ' I I 4 'I I I I ..' I 0 0 I I I N. B. SHORES CORP. 35 HORIZONTAL COLUMN CONNECTION 3 8 1.500 5.500 8.500 1.500 5.500 8.500 11.500 14.500 17.500 20.500 I 2,3.500 6.000 .500 50.000 3.500 I 6.000 48,000 .250 .250 50.000 50.000 3.500 • 6.000 .750 50.000-1 3.000 .750 2585.000 5630.000 I . ,• . • 1 .. •• •• I S S. • 'I S 5 S S I S '. 5. . 5.• . S 5 S . S • C3614 .. . S S uj I • . S • • XPc°6 M. B. SHORES CORP. 36 BOLTED END PLATE CONNECTION ANALYSIS HORIZONTAL COLUMN CONNECTION TOP FLANGE = 6.00 X .5000 50.0 KSI 3.5000 IN FROM TOP EDGE : WEB- 48.00 X .2500 50.0 KSI BOT FLANGE 6.00 X .2500 50.0 KSI 3.5000 IN FROM BOT EDGE SPLICE PLT = 6.00 X .7500 50.0 KSI 55.7500 IN LONG 3.0000 IN GAGE TOP FLANGE BOLT LOCATIONS (FROM TOP EDGE DOWN) 1 1.50 IN 2 5.50 IN 3 8.50 IN - BOT FLANGE BOLT LOCATIONS (FROM BOT EDGE UP ) 1 1.501N 2 5.50 IN 3 8.50 IN 4 11.. 50 IN 5 14.50 IN 6 17.50 IN 7 20.50 IN 8 23.501N BOLT TYPE = .7500 IN H. S. BOLTS --TENSION AT TOP FLANGE-- (BOLT GROUPS COUNTING FROM. TOP EDGE DOWN) CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE :PAIRS INSIDE OF FLG CONTRL FACTORS PLATE WEB BOLT PU(K) M(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) 'BOLT PAIR *1 48.38"MOM ARM 90. 4343; 150. 7256; 101. 4904. BOLT PAIR # 2 BOLT PAIR * 3 43.63"MOM ARM 65. 2829. 38. 1636. 56; 2447. ASSUME 1ST PAIR BEND ABOUTTOP Suli OF PU'S = 127. KIPS ALLOWABLE COMP= 150. KIPS SUM OF ULT MOM = 5979. K-IN ALLOWABLE MOM= 5979./1.7 = 3517. K-IN ALLPIED TEN @ TOP MOM = 2585. K-IN RATIO= .73 uj Ex 10 q-qr I . . . it. B SHORES CORP. . '. 37 --TENSION AT BOT FLANGE-- (BOLT GROUPS COUNTING FROM BOT EDGE UP ) CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG CONTRL FACTORS PLATE WEB I BOLT I . PU(K) M(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR # 1 . I. B OLT PAIR #2 48.38"MOM . ARM . 83. 4033. 75. 3628. 99. 4788. BOLT PAIR * 3 43.50"MOM ARM 65. 2821. 38. 1631. 56. 2440. BOLT PAIR * 4 40.50"140M ARM . 65'. 2626. 38. 1519. . 56. 2272. I. BOLT PAIR # 5 37.50"MOM ARM 65. 2432. 38. 1406. 56. 2104.- BOLT PAIR # 6 34. 50"MOM ARM 65. 2237. '38 1294. 56. 1935. BOLT PAIR # 7 31.50"MOM ARM 65. 2043. 38. 1181. 56. . 1767. I BOLT PAIR * '8 28.50'HOM 'ARM 65. 1848. 38. '1069. 56. 1599. ASSUME 1ST PAIR BEND ABOUTTOP . I . SUM OF PU'S = 300. KIPS . ALLOWABLE COMP= 450. KIPS . . . . . SUM OF ULT MOM 11728. K-IN . I ALLOWABLE, HOM= 11728./1.7 = 6899. K-IN . . . ALLPIED TEN @ BOT MOM = 5630. K-IN RATIO= .82 I I I I, I I I C35141 uj I II. B. SHORES CORP.. .. . 38 0 I RIDGE CONNECTION 2 7 1.500 5.500 1.500 5.500 8.500 11.500 14.500 17.500 20.500 I . 6.000 .500 50.000 3.500 . 6.000 .375 50.000 3.500 . . . 32.000 .179 50.000 I . 6.000. .750 50.000 3.000 .750 . 775.000 2730.000 . .. . 1 I 1 1. . 1 .. I I ... ..,.. .. .. ...... ,. ........ I Lo I . . . .. oltv I H. B. SHORES CORP. 0 39 BOLTED END PLATE CONNECTION ANALYSIS I RIDGE CONNECTION TOP FLANGE = 6.00 X .5000 50.0 KSI 3.5000 IN FROM TOP EDGE WEB = 32.00 X .1793 50.0 1<51 I BOT FLANGE = 6.00 X .3750 50.0 KSI . 3.5000 IN FROM BUT EDG,E 1SPLICE PLT = 6.00 X .7500 50.0 KSI 39.8750 IN. LONG 3.0000 IN GAGE I TOP FLANGE BOLT LOCATIONS (FROM TOP EDGE DOWN) 1 1.50 IN 2 5.50 IN 0 I BUT FLANGE BOLT LOCATIONS (FROM BUT EDGE UP 1 1.50 IN 0 2 5.50 IN 0 3 8.501N 0 H I , 4 11.50 IN 0 5 14.50 IN . I 6 17.50 IN 7 20.50 IN BOLT TYPE = .7500 IN H. S. BOLTS 0 I --TENSION AT TOP FLANGE-- (BOLT-GROUPS COUNTING FROM TOP EDGE DOWN) 0 CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG I . CONTRL FACTORS PLATE WEB BOLT PU(K) M(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR # 1 I 0 32.44'MOM ARM 90. 2912. 150. 4866. 101. 3288. • B OLT PAIR 2 I ASSUME 1ST PAIR BEND ABOUTTOP . SUM OF PU'S = 90. KIPS . I . ALLOWABLE COMP= 150. KIPS • SUM OF ULT MOM = 2912. K-IN . . • ALLOWABLE MOM= 2912./1.7 = 1713. K-IN I ALLPIED TEN @ TOP MOi'1= 775. 1<-IN RATIO= .45 p I . . H. B. SHORES CORP. 40 -TENSION AT BOT FLANGE-- . (BOLT GROUPS COUNTING FROM BOT EDGE UP ) . CASE OF ONE PAIR OUTSIDE OF FLG & ONE OR MORE PAIRS INSIDE OF FLG .CONTRL FACTORS PLATE WEB BOLT I PU(K) W(K-IN) PU(K) M(K-IN) PU(K) M(K-IN) BOLT PAIR# 1 32.44"MOM ARM 90. 2912. 113. 3649. 101. 3288; I . BOLT PAIR #2 BOLT PAIR # 3 27.63"1401-1 ARM 60. 1648. 27. 743. 55, 1518. BOLT PAIR # 4 24.63"IiO11 ARM 60. 1469. . 27. 662. 55. 1353. BOLT PAIR * 5 21.63"MOM ARM 60. 1290. 27. 582.', 55. 1188. I BOLT PAIR # 6 18.63MOM ARM 60. 1111. 27. 501. .55 1023. BOLT PAIR * 7 15.63'MOM ARM 60. 932. 27. 420. .55.. 859. ASSUME 1ST PAIR BEND ABOUTTOP . SUM OF PU'S = 224. KIPS . . I ALLOWABLE COMP=, 293. KIPS . SUM OF ULT MOM = 5820. K-IN .. ALLOWABLE MOM= 5820./1.7 = 3424. K-IN I ALLPIED TEN @ BOT MOM = 2730. K-IN RATIO= .80 I . . . . . I uj I 1 Of CAL%i H. B. SHORES CORP. 41 DESIGN WIND PRESSURE CALCULATION GIVEN 80 MPH BASIC WIND SPEED, EXPOSURE C, ENCLOSED. p = q(GC) (Eq. 5-1, 1986 MBMA) p = DESIGN WIND PRESSURES (psf) q =.VELOCITY PRESSURE (psf) GCp PEAK COMBINED PRESSURE COEFICIENT FOR THE MAIN FRAMING OR PARTS & PORTIONS AS GIVEN IN TABLES 5.2(a) AND (b), TABLES 5.7(a) AND (b) AND FIGURES & TABLES 5.3 THROUGH 5.6. I THE COFFICIENTS, GCp REPRESENT THE PEAK COMBINED EXTERNAL AND INTERNAL PRESSURE COFFICIENTS AND INCLUDE THE GUST RESPONSE FACTOR. WIND VELOCITY PRESSURE (STAGNATION PRESSURE) I q = 0.00256K(IV)2 (Eq. A4-3, 1986 MBMA) S 0.00256 BASED ON MASS DENSITY OF AIR AT SEA LEVEL AND 15 DEG C (LB-HR2-FT-2-MILES--2 ) S K = 2.58(Z/Zg )2'a FORZ 15 FT (Eq. A4-3, 1986 MBMA) I FOR EXPOSURE C Z = MEAN ROOF FIT. CAN USE E.H. IF SLOPE <= 10 DEC I a= 7 (TABLE A4.2 MBMA) Zg = 900 (TABLE A4.2 MBMA) I 1= WIND IMPORTANCE FACTOR (TABLE C5.1 & TABLE C2.1, 1986 MBMA) I THEREFORE q = 0.00256 (2.58)(34.0833/900)2/7 (1 * 80)2 (Eg. A4-2 1986 MBMA) SI q 16.5897 psf WIND VELOCITY PRESSURE I . FOR INPUT S TORIFDA (RIGID FRAME DESIGN AND ANAYLISIS) PROGRAM USE: S q= 20.0000 PSF S S S I RIFDA USES COEFFICIENTS GCp FROM TABLE 5.2(a) uj 9 U H. B. SHORES CORP. S 42 DESIGNWIND PRESSURES FOR PURLINS, GIRTS & SHEETS p = q(GC) (Eq. 5-1, 1986 MBMA) q = 16.59 psf WIND VELOCITY PRESSURE • S COEFFICIENTS (GC) FOR PARTS AND PORTIONS (TABLE 5.7A, 1986 HBMA) GIRTS (GC) = 1.0 PRESSURE S S S I (GC) SUCTION 1.1 S = I PURLINS (GC) = 1.2 SUCTION . I WALL PANEL I (GC) = 1.2 PRESSURE S (GCp) = 1.2 SUCTION .ROOF PANEL S . (GC) = 1.3 SUCTION S . I THEREFORE 1 GIRTS . . ..S GC j, q = DESIGN WIND PRESSURE / SUCTION * 16.59 = 16.59 PSF PRESSURE . S 16.59 = 18.25 PSF SUCTION . I : * PURLINS I GCp q = DESIGN WIND PRESSURE / SUCTION . S 1.2 * 16.59 = 19.91 PSF SUCTION . I 1 Vik S, OFEs CAL (L I 1 S S H. B. SHORES CORP. 43 ALLOWABLE LOADS ALLOWABLE LOAD = PLF / PURLIN OR GIRT SPACING SIDEWALL (GIRT TRIBUTARY SPAN = 6'- 0") . .. . 15 ga. w/2.25 LAP & VAR SPAN= 144.00 * 1.33 = 192.00 PLF PRESSURE ALLOWABLE = 192.00 / 6.0000 = 32.00 LB . . . 32.00 > 16.59 ok 15 ga. w/2.25 LAP & VAR SPAN = 140.27 * 1.33 =187.03 PLF SUCTION ALLOWABLE = 187.03 / 6.'0000= 31.17 LB'. .. S 31.17. > 18.25 ok ENDWALL, (GIRT TRIBUTARY SPAN = 6'- 0') 15 ga. w/FLUSH LAP & 20 SPAN = 129.30 * 1.33 = 172.40 PLF PRESSURE ALLOWABLE = 172.40 / 6.0000 = 28.73 LB ., 28.73 > 16.59 ok 15 ga. w/FLUSH LAP & 20 SPAN = 108.88 * 1.33 = 145.17 PLF SUCTION ALLOWABLE = 145.17 / 6.0000 = 24.20 LB . 24.20 > 18.25 ok . ROOF (PURLIN TRIBUTARY SPAN = 4'- 11") 5 . 15 ga. w/2.25 LAP & 19.0833 SPAN = 94.66 * 1.33 = 126.21 PLF SUCTION ALLOWABLE = 126.21 / 4.9167 = 25.67'LB S 25.67 > 19.91 ok F ki U I 14. B. SHORES CORP. , 44 V R & II 'STEEL COMPANY P.O. BOX 3198 BOISE, IDAHO 83703 (208)853-1600 . JOB NUMBER : SIDEWALL GIRTS ' V ' DATE 04-15- 1994 I ' ' SECTION PROPERTIES FOR Z SECTION (1980 AISI, 55.0 KSI STEEL; IX FOR DEFL., SX FOR STRESS) , V DEPTH = 8.0000 IN LIP LENGTH = 0.6875 IN . INSIDE RADIUS = 0.1250 IN TOP FLANGE = 2.50 IN TOP LIP ANGLE = 50.0 DEG THICKNESS = 0.0670 IN BOTTOM FLANGE = 2.50 IN BOT. 'LIP ANGLE = 50.0 DEG V V , X-X AXIS PROPERTIES Y AY AY2' 10 I A LIP .' V 0.0393 0.3149 0.0124 0.0039 ' 0.0007 CORNER 0.0093 0.0529 0.0005 0.0000 ' , 0.0000 FLANGE 0.1479 , 0.0335 . 0.0050 0.0002 . 0.0000 'I CORNER 0.0167 0.0910 0.0015 , 0.0001 ' , 0.0000 V WEB 0.5103 4.0000 2.0411 ' 8.1644 V ' 2.4665 CORNER , 0.0167 7.9089 0.1319 1.0434 ' 0.0000 FLANGE , 0.1479 7.9665 1.1783 9.38.68 ' ' 0.0000 I CORNER , 0.0093 7.9471 0.0736 0.5852 ' .' 0.0000 LIP . 0.0393 7.6851 0.3023., ' 2.3229... 7V. 0•000 I SUM 0.9366 V , 3.7465 ' 21.5068 V , V :2.4679. Y-Y AXIS PROPERTIES I ' A X , AX .AX2 ' ' .' 10 LIP , 0.0393 V -2.6761 -0.1053 0.2817 ' 0.0005 CORNER 0.0093 -2.4309 V -0.0225 0.0548' 0.0000 V FLANGE 0.1479 -1.2623 V -0.1867 0.2357 0.0601 I CORNER 0.0167 -0.0575 -0.0010 , 0.0001 0.0000 WEB 0.5103 0.0000 0.0000 '0.0000 . 0.0000 V CORNER 0.0167 0.0575 V V 0.0010 ,, V 0.0001 Ø•ØØØØ I FLANGE 0.1479 , 1.2623 0.1867 0.2357 V 0.0601 CORNER V 0.0093 ' 2.4309 0.0225 . 0.0548 ' 0.0000 LIP 0.0393' . 2.6761 0.1053 0.2817 0.0005 I ' 0.1212 SUM ' 0.9366 0.0000 , 1.1443 YBAR = 4.0000 IN IX = 8.9886 IN4 SX = 2.1969 IN3 RX = 3.0978 IN V XBAR = 0.0000 IN , IY = '1.2654 IN4 SY = 0.5131 I143 RY= ' 1.1623 IN I AREA 0.9366 IN2 WT 3.18 PLE MINLIP = 0.5945 IN, J = 0.0014 IN4 FB = 33.00 KSI FBWEB = 30.47 KSI FV = 6.45 KSI H/T = 113.6716 =0.6314 QA = 0.6314 QS = 1.0000 I, IXY = 2.4431 IN4 IX2 = .0 .5575 IN4 RMIN = .0..7715 IN THETA = -16.16 DEG ' IY2 = 9.6965 IN4 • V V ' BEARING LENGTH (IN.) , V V 1 ALLOW END BEARING (KIPS) 0.8257 0.9329 1.0402 ALLOW. INT. BEARING (KIPS) 1.6414 1.7967 : 1.9519 3548 " tp I OF CAL U. B. SHORES CORP. 45 I P.O. R & H STEEL COMPANY BOX 3198 BOISE, IDAHO 83703 (208)853-1600 SIMPLE SPAN & SHORT LAP MAXIMUM ALLOWABLE LOADS IN POUNDS PER LINEAR FOOT FOR.Z 8.0X 2.5X15 - I - LIVE LOADS I . SPAN SIMPLE SPAN 2 SPANS 3 OR MORE SPANS FT STRESS DEFL. STRESS DEFL. STRESS DEFL. I (L/180) (L/180) 20.2 119 97* 132 . 113* 144 129* I I * DENOTES LOAD CONTROLLED BY DEFLECTION I., I I'. I I I I, ep OF CAO' ypSc,-G V H. B. SHORES CORP. V 46 I P.O. R &I1 BOX 3198 BOISE, STEEL IDAHO 83703 COMPANY (208)853-1600 COPYRIGHT 1987 BY: TONDELLI ENGINEERING, P.A. TAMPA, FLORIDA 33609 [DESCRIPTION: V V SIDEWALL GIRTS DATE: 04-15-1994 V V I ANALYSIS FOR CONTINUOUS PURLINS NUMBER OF BAYS = 9 V LEFT RIGHT V I BAY 4t SPAN LAP LAP DEPTH THICK SX IX FB FY FBW V FV (FT) (IN.) (IN) (IN) (IN) IN3 IN4 KSI KSI KSI KSI 1 18.50 0.0 2.3 8.00 0.067 2.19 8.97 55.0 • 30.47 6.4.5 2 19.08 2.3 2.3 8.00 0.067 2.19 8.97 V33•0 55.0 30.47 6.45 3 19.08 2.3 2.3 8.00 0.067 2.19 8.97 330 55.0. 30.47 6.45 4 20.17 2.3 2.3 8.00 0.067 2.19 8.97 33.0 55.0 30.47 6.45 I V 5 20.17 • 2.3 2.3 8.00 0.067 2.19 8.97 33.0 550 30.47 6.45 6 20V.17 2.3 2.3 8.00 0.067 2.19 8.97 33.0 55.0 30 .47.-.6.45 19.08 2.3 2.3 8.00 0.067 2.19 8.97 33.0 550 30.47 6.45 8 V V 19.08 2.3 2.3 8.00 0.067 2.19 8.97 33.0. 55.0 30.47 6.45 9 18.50 2.3 0.0 8.00 0.067 2.19 8.97: 33.0 55.0 .30.47 6.4 V ALLOWABLE LOADS FOR REVERSE LOADING (,WIND UPLIFT ) V NODE 4t 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ELEM # I 1 2 3 I 4 5 6 7 I 8 9 10 11 I 12 13 14 I I :<- BAY 1 _>:<_ BAY 2 --- BAY 3 >:V< BAY 4 >: FOR ADDITIONAL SPANS ADD 20 NODES AND 20 ELEMENTS I ** RE ACT (KIPS) V V V I • V V 'V V V V V V V V V cLTC3514 Of CAL I U. B. SHORES CORP. 47 NODE * (+ DOWN) DEFLECT. ELEI1 * LENG IX SX LOAD(PLF) STRESS DEFLECTION LOAD(PLF) LOAD(PLF) (IN.) (IN) (IN4) (I113) BRACED UNBRACED L/180 L/240 1 -0.000 P 2 -0.680 1 86.65 8.97 2.19 -140.27 -140.27 -140.27 -140.27 3 -0.007 2 133.10 8.97 2.19 -140.27 -140.27 -140.27 -140.27 4 -0.000 3 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 0.006 4 2.25 17.94 4.38 -140.27. -140.27 -140.27 -140.27 5 6 -0.215 5 118.06 8.97 2.19 -140.27 -140.27 -140.27 -140.27 7 0.001 6 106.44 8.97 2.19 -140.27 -140.27 -140.27 -140.27 8 -0.000 7 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 9 -0.001 8 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 10 -0.310 9 109.30 8.97 2.19 -140.27 -140.27 -140.27 -140.27 11 0.001 10 115.20 8.97 2.19 -140.27 7140.27 -140.27 -140.27 12 -0.000 11 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 13 -0.002 12 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 14 -0.410 13 117.88 8.97 2.19 -140.27 -140.27 -140.27 -140.27 -0.001 14 119.62 8.97 2.19 -140.27 -140.27 -140.27 -140.27 15 16 -0.000 15 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 17 0.000 16 2.25 17.94 4.38 -140.27 .-140.27 .-140.27.-140.27 18 -0.375 17 118.75 8.97 2.19 -140.27 -140.27 -140.27 -140.27 P 190.000 18 118.75 8.97 2.19 -140.27 -140.27 -140.27 -140.27 20 -0.000 19 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 21 -0.001 20 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 22 -0.410 21 119.62 8.97 2.19 -140.27 -140.27 -140.27 -140.27 23 -0.002 22 117.88 8:97 2.19 -140.27 -140.27 -140.27 -140.27 24 -0.000 23 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 25 26 0.001 -0.310 24 25 2.25 115.20 17.94 8.97 4.38 .2.19 -140.27 -140.27 -140.27 -140.27 -140.27 . -140.27 -140.27 -140.27 27 -0.001 26 109.30 8.97 2.19 -140.27 -140.27 -140.27 -140.27 28 -0.000 27 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 P 29 . 0.001 28 - 2.25 17.94 4.38 -140.27 -140.27 -140.27 -140.27 30 -0.215 29 106.44 8.97 2.19 -140.27 -140.27 -140.27 -140.27 31 0.006 30 118.06 8.97 2.19 -140.27 -140.27 -140.27. -140.27 32-0.000 31 2.25 17.94 4.38 -140.27 -.140.27 -140.27 -140.27 P 33 -0.007 32 2.2517.94 4.38 -140.27 -140.27 -140.27 -140.27 34 -0.680 33 133.10 8.97 2.19 -140.27 -140.27 -140.27 -140.27 35 -0.000 34 .86.65 8.97 2.19 -140.27 -140.27 -140.27 -140.27 I I oFLSS, I LAJ I I . - H. B. SHORES CORP. 48 11014 SHEAR SHEAR UNITY UNITY fb/FB FB fb/FB FB RGT LEFT RGT LEFT RGT LEFT LET RGT RGT - KIPS ) (KIPS) (KIPS) (fv/.FV)2+(fb/FBW)2 KSI KSI -43.89 1.013 0.000 0.09 0.43 0.00 -33.00 0.73 27.29 59.65 -0.000 1.556 0.43 1.00 0.73 27.29 0.82 33.00 63.18 -1.556 1.582 0.25 0.28 0.41 33.00 0.44 33.00 60.05 1.406 -1.380 0.27 0.24 0.44 33.00 0.42 33.00 -21.42 1.380 -0.000 0.97 0.10 0.83 33.00 0.34 29.15 44.80 0.000 1.244 0.10 0.58 0.34 29.15 0.62 33.00 47.63 -1.244 1.271 0.14 0.16 .0.31 33.00 0.33 33.00 44.73 1.304 -1.278 0.16 0.15 0.33 33.00. 0.31 33.00 -25.10 1.278 0.000 0.58 0.14 0.62 33.00 0.40 28.63 52:46 0.000 1.347 0.14 0.77 0.40 28.63 0.73 33.00 55.52 -1.347 1.373 0.19 0.21 0.36 33.00 0.38 33.00 52.39 1.404 -1.378 0.21 0.19 0.38 33.00 0.36 33.00 -28.83 1.378 0.000 0.77 0.19 0.72 33.00 0.47 28.01 54.81 -0.000 1.398 0.19 0.84 0.47 28.01 0.76 33.00 57.98 -1.398 1.425 0.21 0.23 0.38 33.00. 0.40 33.00 54.83 1.41.4 -1.388 0.23 0.21 0.40. 33.00 0.38. 33.00 -27.59 1.388 -0.000 0.84 0.17 0.76 33.00 .0.4.4. 28.58 54.83 0.000 1.388 0.17 0.84 0.44 28.58 0.76 33.00 57.98 -1.388 1.414 0.21 0.23 0.38 33.00 0.40 33.00 54.81 1.425 -1.398 0.23 0.21 0.40 33.00 0.38 33.00 -28.83 1.398 0.000 0.84 0.19 0.76 33.00. 0.47 28.01 52.39 -0.000 1.378 0.19 0.77 0.47 28.01 0.72 33.00 55.52 -1.378 1.404 0.19 0.21 0.36 ' 33.00' 0.38 33.00 52.46 1.373 -1.347 0.21 0.19 0.38 33.00 0.36 33.00 -25.10 . 1.347 0.000 0.77 0.14 ' 0.73 33.00 0.40 28.64 44.73 -0.000 1.278 0.14 0.58 0.40 28.64 0.62, 33.00 47.63 -1.278 1.304 0.15 0.16 ' 0.31 33.00' 0.33 33.00 44.80 1.270 -1.244 .0.16 0.14 0.33' 33.00., 0.31 33.00 -21.42 1.244 -0.000 0.58 0.10 0.62 33.00 0.34 29.13 60.05 0.000 1.380 0.10 0.97 0.34 29.13 0.83 33.00 63.18 -1.380 1.406 0.24 0.27 0.42. 33.00 0.44' 33.00 59.65 1.582' -1.556 0.28 0.25 0.44 33.00' 0.41 33.00 -43.89 1.556 0.000 1.00 0.43 0.82 33.00 0.73 27.29 0.00 -0.000 . 1.013 0.43 0.09 0.73 27.29, 0.00 33.00 F ES Lu C35148 C35U CAO ELEMENT MOM I LFT IN 1. -0.00 2 -43.89 3 59.65 4 63.18 5 60.05 6 -21.42 7 44.80 8 47.63 9 44.73 10 -25.10 11 52.46 12 55.52 13 52.39 14 -28.83 15 54.81 16 57 98 17 54.83 18 -27.59 19 54.83 20 57.98 21 54.81 22 -28.83 23 52.39 24 55.52 25 52.46 26 -25.10 27 44.73 28 47.63 29 44.80 30 -21. 42- 31 60.05 32 63.18 33 59.65 34 -43.89 1 . H. B. SHORES CORP. 49 LOCATION OF CRITICAL POINTS ALONG BAY SPAN --- .. I --- BAY # LENGTH INFLECTION CONTRAFLEX. INFLECTION Lu ift Lu'ctr Lu rgt .1 .222.00, .0.00 86.65 173.31 0.00 74.00 0.00 I S 0.00 ' 27.29 ., 0.00 2 229.00 59.81 ' 120.31 180.75 0.00 66.25 0.00 0.00 29.15 ' 0.00 3 229.00 46.01 111.55 177.13 0.00 68.49 0.00 U : . 0.00 28.63 0.00 4 '242.00 49.89 120.13 190.39 0.00 71.11 ' 28.01 , 0.00 I ' . 0.00 0.00 5 242.00 52.29 121.00 . 189.70 0.00 68.71 0.00 . 0.00 28.58 0.00 I . 0.00 6 242.00 51.64' '121.87 192.12 0.00 71.12 . 0.00 28.01 0.00 I . 229.0.0 51.92 117.45 182.98 0.00 68.48 0.00 0.00 28..64 0.00 I8 229.00 48.17 108.69 169.20 0.00 66.33 0.00 0.00 29.13', 0.00 I9 222.00 . 48.68 , 135.35 222.00 0.00 . 74.00 , 0.00 0.00 27.29 0.00 BAY # ' S A G R.0 D L 0 C A T I 0 N S (INCHES FROM LEFT OF BAY) I 1 74.00 148.00 0.00 0.00 0.00 0.00 0.00 2 114.50 0.00 0.00 , 0.00 0.00 0.00 0.00 3 . 114.50 . 0.00 ''0.00 ' . 0.00 0.00 .0.00 0.00 I 121.00 0.00 ' 0.00 ' 0.00 0.00 ' 0.00 : 0.00 5 121.00 0.00 : : .0.00 0.00 0.00 0.00, 0.00 6 , . 121.00 0.00 0.00 ' 0.00 0.00 ' .0.00 0.00 7 114.50 0.00 . 0.00 0.00 0.00 0.00 0.00 I 8 : 114.50 0.00 0.00 0.00 ' 0.00 0.00 , 0.00 9 74.00 . 148.00 0.00 0.00 0.00 , 0.00 0.00 DESIGN IS CONTROLLED BY STRESS BASED ON UNBRACED LENGTH (STRESS COLUMN 2.) This Printout is for 'continuous purlins with Z cross-section. I Allowable loads DO -NOT include self-weight and weight of panels... S Allowable loads shown may he increased by 33-1/3 % if due: to w IESSI0 I Adequate bearing is..-Assumed for allowable loads shown.' . C35148 I ypcjr I U. B. SHORES CORP. 50 R & N STEEL COMPANY U P.O. BOX 3198 BOISE, IDAHO 83703 (208)853-1600 COPYRIGHT 1987 TONDELLI ENGINEERING, P.A. TAMPA, FLORIDA 33609 I COLD FORMED SECTION LOAD ANALYSIS • S PER1980 A.I.S.I. REQUIREMENTS FOP..UNSUPPORTED LENGTH DESCRIPTION:. ENDWALL GIRTS . DATE: 04-15-1994 PROPERTIES FOR Z 8 x 2.5 x .067 USING 55 K.S.I. STEEL LIP LENGTH = .6875 LIP ANGLE = 50 I FULL SECTION PROPERTIES YBAR = 4.0000 IN IX = 8.9886 IN4 SX = 2.1969 IN3 RX.= 3.0978 IN XBAR = 0.0000 IN. I? = 1.2654 IN4 SY = 0.5131 IN3 flY = 1.1623 IN AREA = 0.9366 IN2 WT = 3.18 PLF MINLIP =0.5945 IN J 0.0014 IN4 I FB = 33.00 KSI FBWEB = 30.47 KSI FV = 6.45 KSI H/T = 113.6716 Q = 0.6314 QA 0.6314 QS = 1.0000 I IXY •= 2.4431 IN4. IX2 = 0.5575 IN4 RUIN = 0.7715 IN THETA = -16.16 DEG IY2 = 9.6965 IN4 . ALLOWABLE UPLIFT LOADS SPAN FULLY BRACED LU METHOD FT . PLF . PLF 19.3 129.30 108.88 . I ALLOWABLE LOADS MAY BE INCREASED BY 33 % IF DUE TO WIND, AS PER AISI 3.1.2.1 I Number of brace points = 2 Unbraced length = 77.33334 Inches Location of brace points (Inches from end) 77.33 154.67 0.00 0.00 . 0.00 0.00 0.00 CIF CAILW" I I H. B. SHORES CORP. 51. R & H STEEL COMPANY I P.O. BOX. 3198 BOISE, IDAHO 83703 (208)853-1600 JOB NUMBER ROOF PURLINS DATE 0415-1994 I . SECTION PROPERTIES FOR Z SECTION i (1980 AISI, 55.0 KSI STEEL; IX FOR DEFL., SX FOR STRESS) I DEPTH = 8.0000 IN LIP LENGTH = 0.6875 IN INSIDERADIUS = 0.1250 IN TOP FLANGE = 2.50 IN ..TOP LIP ANGLE = 50.0 DEG THICKNESS = 0.0670 IN BOTTOM FLANGE = 2.50 IN BOT. LIP ANGLE = 50.0 DEG X-X AXIS PROPERTIES A Y A? AY2 10 I . LIP 0.0393 0.3149 0.0124 0.0039 . 0.0007 CORNER 0.0093 0.0529 0.0005 0.0000 0.0000 0.1479 0.0335 0.0050 0.0002 0.0000 I FLANGE CORNER . 0.0167 0.0910 . 0.0015 0.0001 . 0.0000 WEB . 0.5103 4.0000 2.0411 8.1644 .2.4665 CORNER 0.0167 .7.9089 0.1319 1.0434 . 0.0000 0.1479 7.9665 1.1783 9.3868 0.0000 I FLANGE CORNER 0.0093 7.9471 0.0736 0.5852 0.0000 LIP 0.0393 7.6851 0.3023 2.3229 0.0007 SUM 0.9366 3.7465. . 21.5068 2.4679 Y-Y AXIS PROPERTIES I . A X AX AX2 . I® LIP 0.0393 . -2.6761 -0.1053 0.2817 0.0005 CORNER 0.0093 T24309 -0.0225 0.0548 .0.0000 FLANGE 0.1479 -1.2623 -0.1867 0.2357 . 0.0601 I CORNER 0.0167 . -0.0575 -0.0010 . 0.0001 0.0000 WEB 0.5103 0.0000 0.0000 0.0000 0.0000 CORNER 0.0167 0.0575 0.0010 0.0001 0.0000 I FLANGE 0.1479 1.2623 0.1867 0.2357 0.0601 CORNER 0.0093 2.4309 0.0225 0.0548 0.0000 LIP 0.0393 , 2.6761 0.1053 0.2817 . 0.0005 I sum 0.9366 0.0000 1.1443 0.1212 I YBAR = 4.0000 IN IX '= 8.9886 IN4 SX = 2.1969 IN-3 .RX = .3.0978 IN XBAR - 0.0000 IN IY = 1.2654 IN4 SY = 0.5131 IN3 RY = 1.1623 IN I AREA = 0.9366 IN2 WT = 3.18 PLF HINLIP= 0.5945 IN J = 0.0014 IN4 FB = 33.00 KSI FBWEB = 30.47 .KSI FV = 6.45 KSI HIT = 113.6716 Q = 0.6314 QA = 0.6314 QS = 1.0000 . . . I IXY = 2.4431 IN4 IX2 = 0.5575 IN4 RI4IN = 0.7715 IN THETA = -16.16 DEG IY2 = 9.6965 IN4 . I . BEARING LENGTH -. ALLOW. END BEARING (KIPS) 0.8257 0.9329 . . 1.0 C3t.187 11 ALLOW. INT. BEARING (KIPS) 1.6414 1.7967 1.95 £XP '-' .1 H. B. SHORES CORP. 52 R & H STEEL COMPANY I P.O. BOX 3198 BOISE, IDAHO 83703 (208)853-1600 SIMPLE SPAN & SHORT LAP MAXIMUM ALLOWABLE LOADS IN POUNDS PER LINEAR FOOT FOR Z 8.0 X 2.5 X 15 I LIVE LOADS SPAN SIMPLE SPAN 2 SPANS 3 OR MORE SPANS FT STRESS DEFL. STRESS DEFL. STRESS DEFL.. I (L/180) (L/180) (L/180) 19.1 133 115* 147 133* 161 150* I * DENOTES LOAD CONTROLLED BY DEFLECTION I HI. I I C35148 :i II H. 1 OF C IL I . H. B. SHORES CORP. 53 B & H STEEL COMPANY P.O. BOX 3198 BOISE, IDAHO 83703 (208)853-1600 COPYRIGHT 1987 BY: TONDELLI ENGINEERING, P.A. TAMPA, FLORIDA 33609 I DESCRIPTION: ROOF PURLINS . . DATE: 04-15-1994 ANALYSIS FOR CONTINUOUS PURLINS NUMBER OF BAYS = 3 LEFT RIGHT BAY # SPAN LAP LAP DEPTH THICK SX IX FB FY FBW . FV I (FT) (IN) (IN) (IN) (IN) IN3 IN4 KSI KSI KSI . KSI 1. 18.83 0.0 2.3 8.00 0.067 2.19 8.97 33.0 55.0 30.47 6.45 2 19.08 2.3 2.3 8.00 0.067 2.19 8.97 33.0 55.0 30.47 6.45 I 3 19.08 2.3 0.0 8.00 0.067 2.19 8.97 33.0. 55.0 30.47 6.45 ALLOWABLE LOADS FOR REVERSE LOADING ( WIND UPLIFT NODE # 1 2 3 4 5 6 7 8 9 . . 10 11 I ELEII 1 1 2 ____>I< --------------------------------------------------------------------- 6718 BAY ------ BAY 2 BAY 0.710 1.972 1.994 0.720 I REACT (KIPS) (+ DOWN STRESS DEFLECTION. I . NODE * DEFLECT. ELEI'1 * LENG IX SX LOAD(PLF) LOAD(PLF) .LOAD(PLF) (IN.) (IN) (IN4) (IN3) BRACED IJNBRACED L/180 L/240 1 -0.000 . . I 2 -0.529 1 89.97 8.97 2.19 -141.50 -94.66 -94.66 -94.66 3 -0.007 2 133.78 8.97 2.19 -141.50 -94.66 7-94.66 -94.66 4 -0.000 3 2.25 17.94 4.38 -141.50 -94.66 -94.66 -94.66 0.006 4 2.25 17.94 4.38 -141.50 -94.66 -94.66 -94.66 I 5 6 -0.039 5 111.70 8.97 2.19 -141.50 -94.66 -94.66 -94.66 7. 0.007 6 112.80 8.97 2.19 -141.50 -94.66 -94.66 -94.66.. 8 -0.000 7 2.25 17.94 4.38 -141.50 -94.66 -94.66 . -94.66 I 9 -0.007 8 2.25 17.94 4.38 -141.50 -94.66 -94.66 -94.66 10 -0.559 9 135.53 8.97 2.19 -141.50 -94.66 -94.66 -94.66 11. -0.000. 10 91.22 8.97 2.19 -141.50 -94.66 -94.66 -94.66 I .. . . . .. . ... I ., . ..., cli r c35l4B t i1 I ... .., H . I .., .. I S H. B. SHORES CORP. 54 ELEMENT MOM 11011 SHEAR SHEAR UNITY UNITY fb/FB FB fh/FB FB ' LFT RGT LEFT RGT LEFT RGT LEFT LFT RGT RGT IN - KIPS ) (KIPS) (KIPS)(fv/FV)2+(fb/.FBW)2 KSI KSI 1 -0.00 -31.93 0.710 0.000 0.04 0.23 0.00 33.00 0.54 26.95 I 2 -31.93 38.66 -0.000 1.055 0.23 0.43 0.54 26.95 0.53 33.00 3 38.66 41.05 -1.055 1.073 0.11 0.12, 0.27 '33.00 0.28 33.00 4 41.05 39.05 0.899 -0.881 0.11 0.10 0.28 33.00 0.27 33.00 5 39.05 -10.16 0.881 0.000 0.41 0.02. 0.54 33.00 0.14 32.17 6 -10.16 40.02 -0.000 0.890 0.02 043 0.14 32.17 0.55 33.00 7 40.02 42.05 -0.890 0.907 0.11 0.12 0.28 33.00 0.29 33.00 8 42.05 .39.62 1.087 -1.069 0.12 0.11 0.29 33.00 0.27 33.00 I 9 39.62 -32.82 1.069 -0.000 0.45 0.24 0.55 33.00 1.00 14.97 10 -32.82 . 0.00 0.000 0.720 0.24 0.04 1.00 14.97 0.00 33.00 I --- LOCATION OF CRITICAL POINTS ALONG BAY SPAN BAY #LENGTH INFLECTION CONTRAFLEX. INFLECTION Lu ift Lu ctr Lu rgt I i 226.00 0.00 89.97 179.95 . 0.00 75.33 0.00 0.00 26.95 0:00 l 2 229.00 63.24 113.95 164.58 0.00 51.26 . 0.00 0.00 32.17 0.00 3 229.00 46.53 137.78 229.00 0.00 114.50 0.00 0.00 14.97 0.00 BAY * . S A G Ii 0 D L 0 C A T. 10 N S (INCHES FROM LEFT OF BAY) I 1 75.33 150.67 ' 0.00 0.00 ' 0.00 0.00 0.00 2 114.50 0.00 0.00 0.00 ' 0.00 0.00 000 1 3 114.50 0.00 ' 0.00 0.00 . 0.00 0.00 0.00 I DESIGN IS CONTROLLED BY STRESS BASED ON UNBRACED LENGTH (STRESS COLUMN 2)!! This Printout is for continuous purlins with Z cross-section. I Allowable loads DO NOT include self-weight and weight of panels.. Allowable loads shown may be increased by 33-1/3 % if due to wind. Adequate bearing is assumed' for allowable loads shown. ' S I 5. I I oFESS/0 C35148r 1 OF I 11. B. SHORES CORP. 55 BEAM DESIGN I MEMBER: GRID 1 RAFTER I Live Load = 20.000 Lb/FT2 Dead Load = 5.000 Lb/FT2 Wind Load = 20.000 Lb/FT2 TRIBUTARY AREA = 9.542 FT I SPAN 20.000 FT = 0 I UNBRACED LENGTH = 4.917 FT K.S.I. OF STEEL = 50.000 KSI w (Load/Lin-Ft) (LL+DL) * TRIBUTARY AREA w (Load/Lin-Ft) = ( 20.0 + 5.0 ) Lb/FT2 ( 9.54*) FT = 238.54 Lb/FT 1 = 20.00 FT 0 0 (Span) I w (Total Uniform Load) = w * 1 4,771 Lb Mivax = w * 12 / 8 = 11.927 Kip-Ft or 143,125 52 Lb-In Fb (Allow Unit Stress) = .6 Fy 30000 psi 0 Sreq = Min ax Fb = 4.7709 IN 3 0 I I I I I I 0 EP T9 I U. B. SHORES CORP. 56 TRY •W 8x10 RAFTER I IN 3 7.81 S = I I = 30.80 IN 4 d = 7.89 IN I t w = C'). 17 IN SECTION MODULUS S W 8x10 > 4.77 1 781> 477 1 - - ------------------------- - ----------------------------------- --------------- ok ALLOWABLE MOMENT WITH UNBRACED LENGTH GREATER THAN L I L u 3.700 FT I UNBRACDD LENGTH 4.917 FT ALLOWABLE H 17'.500 Kip - FT 17.500 > 11.927 Kip-FT ok SHEAR = V/ * dT= 1/2 * W / (d * tw) =2385 I. 1.341 I = 1,778 psi ALLOWABLE SHEAR STRESS = 20,000 psi (50 KSi STEEL) I ok 20,000 > 1,778 DEFLECTION deflection 5 * * 1 / (384 * E-*I) = 0.9614 i I allowable 1 / 180 = 1.3333 I 1.33,> 0.96 S ok E = MODULUS OF ELASTICITY OF STEEL AT 29,000 KSI V7 = MOMENT OF INERTIA OF BEAM I KIPS PER in. = 1 BET TOTAL LENGTH OF BEAI, WEEN REACTION .1 I I OF CA Xpq $ I LONGITUDINAL BR ACING CALCULATION 1 M. B. SHORES CORP I VELOCITY WIND LOAD = 80 MPH PRESSURE = 16.59 LB/FT"2 - 1:12 I I AREA ' I - 1001011 Ii END ZONE X = 20 FT I , FIND AREA UPON WHICH WIND ACTS AREA I - 20 ( 16 + .5 4E 20 4 1.66 PP2 AREA! = 236.6 FT2 •. ' AREA2 = 30 X 16 30 M 2,5 FT2 .5 AREA2 = 557.5 FT2 . I FIND WIND FORCE FORCE = AREA X COEFF, WIND LOAD /1000 FORCE = (236.6 * 1.2 + 567.5 .8) X 16.59 / 1000 I , FORCE = 14.23 Kips FIND SEISMIC FORCE I = 16.91 Kips (FROM SEISMIC CALCULATION) FIND FORCE @ SIDEWALL X-BRACED BAY THREE BRACED BAYS DIVIDE FORCE BY 2.25 I I . RESULTANT FORCE- 16.91 K 11,15 Kips /BAY I 19.083' CHECK CABLE SIZE , • BREAKING STRENGTH OF 3/8 EHS CABLE 15.4 Kips . - 154> 1445 C35148 CA 3/8 E.H.S. CABLE O/ I . . TRANSVERSE WIND BRACING CALCULATION M. B. SHORES CORP. WIND LOAD - 80 MPH WIND VELOCITY PRESSURE - 16.59 LB/FT"2 04, r - RIDGE : EAVE CN END ZONE X-2OFT . . ., I FIND AREA UPON WHICH WINO ACTS AREA 9.54 f 16 + 9.54 * 4.16 FT"2 I 192.42 FT2 FIND WIND FORCE FORCE - AREA M COEFF. * WIND LOAD /1000 I . - 19242 X 1.2 M 16,59 / 1000. - 3.83 Kips . . . FIND SEISMIC FORCE . FORCE - 3.56 (FROM SEISMIC CALCULATION) . . . FIND FORCE 12 ENDWALL BRACED SPAN . . 3.83K RESULTANT FORCE cl 12.77 Kips I BAY I . . 1016' 'I CHECK CABLE SIZE . I . BREAKING STRENGTH OF 3/8 EHS CABLE - 15.4 Kips I . . 15.4 > 1277 5148 1 . .... . 3/8EHS CABLE OK OF CA 1 . 0 MW i-I LU EP ccW 1 . _ cc a. I CN (-. D 0 w X. w. Li I ' Compare the strength of system to ordinary threaded brace rods Diameter-for-diameter, a stranded steel cable provides greater tensile strength than a I .solid steel rod. Referring to the table at right for EHS (Extra High Strength) galvan- ized steel cable and the 'five tables below for PSI yield, PSI design work stress and design work load (in pounds) of steel bar would find, for example, that a 1/2" diameter steel rod of 36,000 psi yield strength has a design work load of 3,070 pounds. A 1/2" diameter EHS stranded cable has a published rated breaking strength of 26,900 pounds and a design work load of 13,450 pounds (based on a two times safety factor) . . . over four times as strong. I Eyebolts designed for the BRACE-GRIP system, when used in the size specified for a specific BRACE-GRIP strand size, provide 100% or more of the tensile strength of the cable. Eyebolts maybe either galvanized or nongalvanized depending upon the option of the user. Rated Breaking Strength (lbs) of EHS Strand Size Strength 1/4"' 6,650 5/16" 11,200 3/8" 15,400 7/16"' 20,800 1/2" 26,900 9/16" 35,000 5/8" 42,400 3/4" 58,300 7/8" . 79,700 1" . 104,500 I 36,000 PSI YIELD 42,000 PSI YIELD 50,000 PSI YIELD 21,600 PSI DESIGN 25,200 PSI DESIGN 30,000 PSI DESIGN "WORK STRESS WORK STRESS WORK STRESS 60,000 PSI YIELD 65,000 PSI YIELD 36,000 PSI DESIGN 39,000 PSI DESIGN *WORK STRESS WORK STRESS Rod Size Design Work Load (Ibs.)* Strand Size Rod Size Design Work Load Ms.) Strand Size - Rod Size Design Work Load (lbs.)' - Strand Size - - Rod Size - Design Work Load Ms.)(lbs.)' -- Strand Size - Rod Size Design Work Load - Strand Size 3/8" 1,680 1/4" 3/8" 1,970 1/4" - 3/8" 2,340 1/4" 3/8" 2,810 1/4" 3/8" 3,040 1/4" 7/16" 2,290 1/4" 7/16" 2,670 1/4" 7/16" 3,180 1/4" 7/16" 3,820 5/16" 7/16" 4,130 5/16" 1/2" 1 3,070 1/4" 1 1/2" 3,580 1 5/16" 1/2" 4,260 5/16' 1/2" 5,110 5/16' 1/2" 5,540 5/16" 9/16" 3,930 5/16" 9/16 4,590 5/16" 9/16" 5,460 5/16" 9/16" 6,550 3/8" 9/16" 7,100 3/8" 5/8" 4,880 5/16" 5/8" 5,690 3/8" 5/8" 6,780 3/8" 5/8" 8,140 7/16" 5/8" 8,810 7/16" 11/16 6,240 3/8" 11/16" 7,280 3/8" 11/16 8,670 7/16" 11 /16" 10,400 7/16"111 /16" 11,270 1/2" 3/4" 7,210 3/8" 3/4" 8,420 7/16" 3/4" 10,020 7/16"13/4" 12,020 1/2" 3/4" 13,030 1/2" 13/16" 9,070 1/16" 13/16" 10,580 1/2" 13/16" 12,600 1/2" 13/16" 15,120 9/16" 13/16" 16,380 9/16" 1/8" 9,980 7/16" 7/8" 11,640 1/2" 7/8" 13,860 1/2" 7/8" 16,630 9/16" 7/8" 18,020 5/8" 15/16". 12,440 1/2" 15/16" 14,510 9/16" 15/16" 17,280 9/16" 1 5/16" 20,740 5/8" 1 5/16" 22,460 1 3/4" 1" 13,090 ' 1/2" 1" 15,270 9/16"11" - - 1 18,180 1 5/8" - 1" 21,820 1 3/4" 1 1" 23,630 1 3/4" Notes: * Based on 60% of PSI yield. Derived by multiplying the design work stress by the tensile stress area of the threaded rod. Based on a two times safety factor of the design work load. Listed below are the recommended eyebolt sizes to use with BRACE-GRIPS. Brace-Grip Cat. No. Strand Size Eyebolt , Size BRG-2580 1/4" ' 1/2" BRG-2582 5/16" 5/8" BRG-2583 3/8" 5/8" BRG-2584 ' 7/16" 3/4" BRG-2585 1/2" 7/8" For additional information, phqne 216/881-4900 or write to: SPECIAL INDUSTRIES DIVISION Preformed Line Products Company - 5349 St. Clair Avenue, Cleveland, Ohio 44103 Litho in U. S. A. '873-SM 'SP-2208 Copyright 1972: Preformed Line Products Company I - srEELCO, DIV. OF ALTA INDUSTRIES 187 S. 700 WEST SALT LAKE CITY, UT .84110 (8 1) 973-0911 I JSTOIlER R&M STEEL ItJF NUMBER : 102490T--1 1)ATE 10-24-1993 :SCRIPT ION SEC PROP, LOADS, SPANS :.fl4EL COVERAGE 15.03 IN IEoRETICAL Fl_AT WIDTH = 18. 3579 IN 'PTH OF PANEL 1.25 IN PANEL SECTION PROPERTIES FOR PBR-36 ., S Material Steel, Yield of 33 ksi PANEL TOP IN COMPRESSION PANEL BOTTOM IN COMPRESSION GA THICK WT Ix Sx Ma Ix Sx Ma S in P5W iri4/ft in3/ft in-ki p/ft 1n4/ft i)13/ft in-ki p/f 9 0.0163 0.81 0.0477 0.0480 1.73 8.3383 0.0532' 2.09 46 0.0206 1.01 0.0622 3.0654 2.35 0.0511 0.0331 2.99 4 0.0236 1.16 0.0729 0.0776 2.79 8.8610 0.1029 3.78 I Section properties are calculated H in accordance with 1986 AISI Specifications. X and Ma are for stress determination, Ix is for deflection determination. EURO. @165 IN. THICKNESS . . . ,/T EXCEEDS 7.0 (AISI SEC. C3.4) :Tj BEARING ALLOWEI) FOR 2.0 IN.' IS 0.218 K/FT FOR 0.0206 IN. THICKNESS • . . INTERIOR BEARING ALLOWED FOR 30 IN. IS 0.590 K/FT FOR 0.8206 I • ' BEARING FOR-2.0 IN. IN. THICKNESS 1I:ND IS 0.273K/FT FOR 0.0236 IN p 3.0 IN TERIOR FOR : 0]. IN. S I , I.. S • STEELCO, DIV. OF ALTA INDUSTRIES • 1387 S. 788 WEST SALT LAKE CITY, UT 81i110 (301)973-0911 j STOMER R&M STEEL JOB NUMBER : 1824901-1 DATE : 10-24-1990 ESCRIPTION : SEC PROP,LOADS,SPAMS I PANEL SECTION PROPERTIES FO1' : PI$R-36 I Material Steel, Yield of 30 ksi I PANEL TOP IN COMPRESSION PANEL BOTTOM IN COMPRESSION THICK UT Ix Sx Ma Ix Sx Ma IA in PSF in4/ft ii-3/ft in-ki p/ft ir4/ft. in3/ft in-kip/ft 11, 0.0165 0.31; 0.0477 0.0480 1.73 0.0383 0.0582 2.89 0.0206 1.01 0.8622 0.065'i 2.35 0.0511 0.0831 2.99 2' 0.0236 1.16 8.8729 0.0776 2.79 0.0618 0.1829 3.70 I S I MAXIMUM ALLOWABLE LOADS IN POUNDS PER SUUARE Foor • FO : PBR-36 • • LIVE LOADS I (Per 1986 AISI Sections C3.2, C3.3, C3.4) SPAN GA SIMPLE SPAN. 2 SPANS 3 OR MORE SPANS FTI STRESS DEFL. DEFL. STRESS DEFL. DEFL. STRESS DEFL. DEFL. I (L/100) (L/240) (1-/180) (L/240) (L/130) (L/240) 2.8 29 288 288 288 349 39 349 407 407 487 I 26 392 392 392 493 498 498 531 581 581 24 465. 465 465 617 617 617 719 719 719 2.5 29 184 184 184 223 223 223 260 260 260 26 251 251 251 319 319 319 372 372 372 24 297 297 297 395 395 395 460 460 460 I 3.0 29 128 128 1i3 155 .155 155 181 181 181 • 26 174 174 154* 221 221 221 2i8 258 258 24 207 287. 1.88* 274 274 274 320 320 320 3.5 29 94 94 74* 114 114 114 133 133 133 I 26 128 128 97* 163 163 163 190, 190 190 24 152 151* 113* 201 201 201 235 235 227* 87 87 102 102 ' 10031 4.0 29 72 66* 50* 87 26 98 86* 65* 124 124 124 145 145 13€* 24 116 101* 76* 154 154 154 180 180 152* 45 29 57 47*. 353* 69 69 69 80 80 70* 26 77 61 453* '133 98 '38 115 115 91* I 24 92 71* 53* 122 122 . 122 142 142 137* 5.0 29 46 . ' 34* 253 ' 56 56 56 65 65 51* 26 ' 63 ' 44* 333* 83 80 80 93 89* 66* 24 74 52* 39* 99 .9 13i* 115 104* 78* 1 29 38 26* . 19* 46 46 46* 54 51* 673* 38a 50* ' 26.2 .33* 25* 66 66 60* .77 24 61 39* 29* 82 82 7031 95 78* .58* 16.0 29 32 20* 153* ' 39 39 . 35* 45 39* ' 30* 26 44 ' 263 19* 55 55 463* 65 51* 33* 24 52 30* 22* 69 69 54* 80 603* 45* 6.5 29 27 15* 12* 33 33 28* 39 31* 23* 26 37 2031 .153* 47 47 36* 55 .43* 30* 24 44 24* 18 58 57* 43* 68 .47* 35* 7.0 29 23 12* 9* 28 28 22* . 33 25* . 19*. 26 32 163* 12* 41 . 39* 29* 47 . 32*' 24* • 24 ' 38 19* 14* 50 453* 34.3* 59 383* 28* 29 20 10* 8* 25 24* 18* 29 203* 15* 26 28 ' 13* 1031 35 323* 243* 41 2631 203* 24 33 ' :5 1231 44 373* 28* 51 313* 23* 18.0 29 18 8* 6* 22 20* 15* 20* 25 36 17w 22*. 12* 16* • 26 24 11* 83* 31 26* 24 29 , 13* 9* ' 39 . 30* 233* 45 253* ' . 19* I8.5 29 ' 16 7* 5* . 19 17* 12* , 23 , ' 14* 10* 26 22 9* 7* 28 22* 16* 32 . 18* . 1431 • .4 . 26 11* 3* 34 25* 193* 40 21* 16* 9.0 29 14 6a .43* 17 14* . 11* 20 12*. ' 26 19 3* 631 25 18* 143* 29. 15* 11* I 24 23 93* 73* 30 213* . 16* 36 18* ' 13* 9.529 13 5* 4* 15 12* 9* 18 10*, ' 7* • 26 17 '6* 5* 22 .163* 12* 26 . 13* 10* • 24 21 . 8* 634 27 18* 14* 32 15* 11* 10.0 29 12 4* 3* 14 ' 10* 8* 16 8*' 6* I 26 ' 16 '6* 4* 20 ' 13* 10* 23 11* 8* 24 ' 19 6* 531 ' 25 ' 163* 12* 29 1331 .13* 10.5 29 10 4* 331 . 13 ' 9* 7* 9* 15 21 7* 1034 6* 7* • 26 14 534 431 18 1234 24 .17 6* 431 22 133* 10* 26 ' " 11* ' . 3* 11.0 29 10 ' 3* 23* . ' 12 83* 6* 13 6* 5* .1 26 13 4* 3* 16 10* 8* 19 8* 6* 24 15 5* 4* 20 12* 9* 24 10* 7* t LUES 4 scmis FOR 3 OR MORE SPANS ARE BASED ON DENOTES LOAD CONTROLLED BY DEFLECTION U DENOTES LOAD CONTROLLED BY MOMENT IN BETWEEN SUPPORTS IESE LOAD CAPACITIES ARE FOR THE PANEL ITSELF. FRAMES, PURLINS,. CLIPS, ASTENERS, AND ALL SUPPORTS MUST BE DESIGNED TO RESIST ALL LOADS IMPOSED BY THE PANEL. IOR FULL PANEL CAPACITY (ESPECIALLY ON SHORT SPANS), BEARING MUST BE CHECKED USING ACTUAL LOADS AND BEARING LENGTHS. • . .HH I . 1 S I I I I I I I .5 '1.. I I MAXIMUM ALLOWABLE LOADS IN POUNDS PER SQUARE FOOT FOR : PBR-36 WIND LOADS 1 (Per 1986 AISI Sections C3.2, C3.3, C3.4.) DAN GA SIMPLE SPAN 2 SPANS 3 OR MORE SPANS STRESS DEFL. DEFL. STRESS DEFL. DEFL. STRESS DEFL' DEFL. I (L/183) (L/240) (L/183) (L/24@) (L/180) 2.0 29 384 384 384 465 465 465 542 542 542 • 26 522 522 522 664 664 664 774 774 774 I 24 620 620 620 822 822 822 959 959 959 25 29 245 245 245 298 298 298 347 347 347 26 334 334 334 425 425 42 496 496 496 24 397 397 397 526 526 526 614 614 614 130 29 170 173. .157* 207 207 207 241 241 241 U 26 232 232 205* 295 295 295 344 344 344 24 27S 275 240* 365 365 365 426 426 426 13.-5 29 125 125 99* 152 152 152 177 177 177 26 171 171 129* 217 217 217 253 253 . 253 24 202 201* 151* 268 268 268 313 313 303* 4.0 29 96 88* 66% 116 116 116 136 136 133* 26 131. 115* 86% 166 166 166 194 194 173* 24 155 135% 101* 205 205 205 240 240 203* 4.5 29 76 62* 47% 92 92, 92 107 107 93* I 26 103 81% 61% 131 131 131 1.53 153 121* I 24 122 '35* 71* 162 162 162 189 189 142* 5.0 29 61 45* 34% 74 74 74 87 87 68* 26 84 59* . 44* 136 136 106 124 118* 89* • 24 99 69* 52* 132 132 . 125* 153 138*. 104* I.5.529 51 34* 25* 61 61 61* .72 .68*. 51* 26 69 44* 33 88 88 80* 102 89* 67* 24 82 52* 39* 109 109 94* .127 104* 78* I 6.0 29 43 26* 20* 52 52 47* 60 52* 39* 26. . 58 34* 26* . 74 74 62* 86 68* 51* I 24 69 40% 33% 91 91 72* 107 80* 60* 6.5 29 36 21* . 15* 44 44 37•x 51 41% 31* .;26 49 27* 20* 63. 63 48%. 73• 54* 40* 24 59 31* 24* 78 76*. 57* 91 63* 47* 7.3 29. 31 16* 12* 38 38 30* 44 33* 25* I . 26 43 21% 16* 54 52* 39* 63. 43* 32* I 4 51 25 19 67 61* 45* 78 53* 38* I 29 27 13* 18* 33 32* 24* 39 27* • 26 37 1.7* 13* 47 42* 32* 55 3j* 24 44 28* 15* 58 49* 37* 68 41* 8.0 29 24 11* 6* 29 27* 20* 34 22* - 26 33 14* 11* 41 35* 26* 48 29* 39 1.7* 13* 51 41* 30* 68 34* I 24 8.5 29 21 9* 7* 26 22* 17* 30 16* 26 29. 12* 37 29* 22* 43 24* .1 24 34 14* 11* 46 34* 25* 53 28* 9.8 29 19 3* 6* 23 1'9* 14*. 27 16* - 26 24 26 31 10* 12* 8* 9* 33 41 24* 29* 18* 21* 38 47 20* 24* 9.5 29 17 7* 5* 21 16* 12* 24 13* I 26. 23 9* 6* 29 21* 16* 34 17* • 24 27 10* 8* 36 24* 18* . 42 20* 0.8 29 15 6* . 4* 19 14* 10* 22 11* I 26 21 . 7* . 6* 27 . 18* 13* 31 15* 24 25 9* 6* 33 21* 16* 38 17 10.5 29 14 5* 4* .. 17 12* 9* 20 10* - 26 . 19 6* 5* 24 15* 11* 28 13* 24 22 7* 6* 30 18* 13* 35 15* 1110 29 13 4* . 3* . 15 10* 8* . 18 9* 26 17 6* 4* 22 13* 10* 26 11* 24 20 6* J. 27 16*....'* 32 13* k ALUES FOR 3 OR. MORE SPANS' ARE BASED ON 4 SNThIS i 0t CAPACITIES HAVE BEEN INCREASED BY 33-1/3% AS PER AISI SEC. A4.4 *,. DENOTES LOAD CONTROLLED BY DEFLECTION . DENOTES LOAD CONTROLLED BY MOMENT IN BETWEEN SUPPORTS, LOAD CAPACITIES ARE FOR THE PANEL ITSELF. FRAMES, PURLINS, CLIPS, ,THESE FASTENERS, AND ALL SUPPORTS MUST BE DESIGNED TO RESIST ALL LOADS IMPOSED BY THE PANEL. 1FOR FULL PANEL CAPACITY (ESPECIALLY ON SHORT SPANS), BEARING MUST BE CHECKED USING I I . ACTUAL LOADS . . AND BEARING ., LENGTHS. 20* 26 * 31 * 17* 22* 251f 14* 18* 21* 12* 15* 18* 183* 13* 15* 7* 10* 11* 6* 8* 10* 1.... I I I PAN GA 12.0 29 26 1 24.. 2.5 29 26 94 3.0 29 I 26 24 29 1.3.5. 2G 2' 14.0 29 24 14.5 29 U 24 5.0 29 U .24 5•5 29 I 26 24 16.029 I 26 24 1 6.5 29 - 26 24 I 7.0 29 26 24 MAXIMUM ALLOWABLE LOADS IN POUNDS PER SQUARE FOOT FOR PFiR-36 WIND SUCTION (UPLIFT) LOADS (Per 1986 AISI Sections C3.2, C3.3, C3.11) SIMI:'LE SPAN 2 SPANS 3 OR MORE SPANS STRESS STRESS STRESS 465 384 . S 447 664 522 609 822 620 723 298 245 286 425 334 390 526 397 463 207 . 170 199 295 . 232 S 271 365 275 321 152 . . 125 146 217 : 171 199 268 202 236 .116 96 112 166 • 131 152 205 155 . 181 92 • 76 88 131 • 103 120 162 . 122 143 74 • 61 i'd 106 . . 84 . 97 132 99 • 116 61 . . 51 59 88 . 69 . 81 109 • • 82 96. 52 . . 43 50 74 58 • 68 91 . 69 80 44 36 . 42 63. . 49 58 78 59 . 68 38 • 31 37 . S 43 50 67 • : S 0• /.5 29 33 27 32 I 26 47 . 37 .43 24 58 44 51 _8.0 29 29 24 . . 28 26 41 33 38 24 51 . 39 S 18.5 29 26 21 . 25 26 37 29 34 24 46 34 4 29 23 19 . . 22 26 . 33 26 . . 30. 24 41 . . 31 36 9.5 29 21 . 17 20 26 . 29 . . 23 27 24 36 27 32 10.0 29 19 15 18 26. 27 21 24 24 33 . . . 25 29 _t0.5 29 17 . 14 16 26 24 19 22 24 30 . 22 . 26 11.0 29 15 . . 13 0• 15 26 .22 . 17 20 24 27 20 24 1 FOR 3 OR MORE SPANS ARE BASED ON 4 SPANS ABOVE CAPACITIES I HAVE BEEN NCREASE1) BY 33-1/3 AS PER AISI SEC. A4. 4 il DENOTES LOAD CONTROLLED BY MOMENT IN BETWEEN SUPPORTS IrESE LOAD CAPACITIES ARE FOR THE PANEL ITSELF. FRAMES, PURLINS, CLIPS, FASTENERS, AND ALL SUPPORTS MUST BE DESIGNED TO RESIST ALL LOADS IMPOSED BY THE PANEL. S S IF -01,31 FULL PANEL CAPACITY (ESPECIALLY ON SHORT SPANS), BEARING MUST BE CHECKED . USING ACTUAL LOADS AND BEARING LENGTHS. I I 1 I . : STEELCO, DIV. OF ALTA INDUSTRIES • 1367 S. 700 WEST SALT LAKE CITY, UT 81,110 973-0911 I0MER R&M STEEL JOB NUMBER 102490T--1 DATE 10-24-1990 :SCRIPT 1011 SEC PROP, LOADS, SPANS PANEL SECTION PROPERTIES FO R, PBR-36 Material Steel, Yield of 30 ksi Pffl4EL TOP IN COMPRESSION PANEL BOTTOM IN COMPRESSION ll-lICKWI Ix Sx Ma Ix Sx Ma in I PSF in4/ft in3/ft in-k ip/ft in4/ft in3/ft in--kip/ft 19 0.0165 0.81 0.0477 0.0460 1.73 0.0333 0.0582 2.09 6 0.0206 1.01 0.0622 0.0654 2.35 0.0511 0.0831 2.99 24 0.0236 1.16 0.0729 0.0776 2.79 0.0610 0.1029 3.70 I MAXIMUM ALLOWABLE SPANS IN FEET FOR PBR-36 LIVE LOADS S I. (Per 1986 AISI Sections C3.2, C3.3, C3.4) LOAD GA SIMPLE SPAN . 2 SPANS 3 OR MORE SPANS SF STRESS DEFL. DEFL. STRESS DEFL. DEFL. STRESS DEFL. DEFL. • (1-/180) (L/240) (L/180) (L/240) (L/180) _20 29 7.6 6.0*. 5,4* .8.4 8.0* 7.3* 9.0 7.5* 6.8* 26 8.9 6.5* 5.9* 10.0 3.7* .7.9* 10.8 8.2* - 7.5* 24 9.6 6.9* 6.2* 11.1 9.2* 8.4* 12.0 8.7* 7.9* 25 29 6.3 . 5.5* 5.0* 7.5 . 7.4* 6.7* 8.1 7.0* 6.3* • 26 7.9 6.0* 5.5* 8.9 . 8.1* 7.4* 9.6 7.6*. 6.9* 24 8.6 6.14*. 5.8* 9.9 8.5* 7.8* 10.7 8.0* .7.3* 30 29 6.2 5.2* 4.7* 6.8 6.8 6.3* 7.4 6.6* 6.0* 26 7.2 5.7* 5.2* 8.1 7.6* 6.9* 8.8 .7.2* 6.5* I .24 . 7.9 6,0* 5•5* 9.1 8.0* 7.3* .9.8 7.6* 6.9* 35 29 5.7 4,9* 4.5* 6.3 6.3 6.0* 6.8 6.2* 5,7* I 26 G 5.4* 4.9* 7.3 7.2* 6.6* 8.1 6.8* 6 24 7.3 5.7* 5.2* 8.4 7.6* 6.9* 9.1 7.2* 1110 29 3.4 4.7* 4.3* .5. 9. 5.9. 5.8* 6.4 6.0* 5 26 6.3 5.2* 4.7* 7.1 6.9* 6.3* 7.6 6.5* 5 24 6.8 3.5* 5.0* 7.9 7.3* 6.6* 8.5 6.9* 6 45 29 5.1 4.6* 4.1* 5.6 5.6 5.5* 6.0 5.7* 5 26 5.9 5' . 0 4.s* 6.7 6.7 6.1* 7.2 6.3* 5 I 24 6.4 .5. 2* 4.8* 7.4 7.0* 6.4* 8.0 6.6* 6 50 29 4.8 4.4* 4.0* 5.3 5.3 5.3 5.7 5.5* 26 5.6 4.8* 4.4* 6.3 6.3 5.8* 6.8 6.0* 5 24 6.1 *5. 1* 4.6* 7.0 6.8* 6.2* 7.6 6.4* 5 I ALUES FOR 3 OR MORE SPANS ARE BASED ON 4 SPANS DENOTES LOAD CONTROLLED BY 1)EFLECTION DENOTES LOAD CONTROLLED BY MOMENT IN BETWEEN SUPPORTS THESE LOAD CAPACITIES ARE FOR THE PA NEL ITSELF. FRAMES, PIIRLINS, CLIPS, IASrENERS, AND ALL SUPPORTS MUST BE DESIGNED TO RESIST ALL LOADS IMPOSED WY THE PANEL. OR FULL PANEL CAPACITY (ESPECIALLY ON SHORT SPANS), BEARING MUST BE CHECKED SING ACTUAL LOADS AND BEARING LENGTHS. I I I I i 'I I I' I U I . MAXIMUM ALLOWABLE SPANS IN FEEt . FÜR : PIR--36 WIND LOADS (Per 1986 AISI Sections C3.2, C3.3, C3.4) ROAD GA SIMPLE SPAN 2 SPANS 3 OR MORE SPANS pSF STRESS DEFL. DEFL. STRESS DEFL. DEFL. STRESS DEFL. DEFL. I (1-/180)'(L/240) (L/180) (L/240) (L/130) 20 29 8.8 6.6* 6.0* 9.6 8.3* 8.0* 10.4 8.3* 7.5* 26 10.2 7.2* 6.53* 11.5 . 9.6* 3.7* 12.4 9.0* 8.2* 24 11.1 /.•t* 6.'* 12.8 10.1* 9.2* 13.8 9.5* 8.7* _25 29 7.8 6.1* 5.5* 8.6 8.2* 7.4*. 9.3 7.7* 7.3* 26 9.1 6.7* 6.0* 10.3 8.9* 6.1* 11.1 8. 4*. 7.6* 24 10.0 . 7.0*. 6.4* 11.5 9.43* 8.5* 12.4 8.8* 8.* 130 29 7.2. 7* 5* 7.9 77* 7 3.5 7.2* 6.6* • 6 8.3 6.3* 5.7* 9.4 8.4* 7.6* 10.2 7.9* 7.2* 24 9.1 6.6* 6.0* 10.5 8.9* 8.0* 11.3 8.3* 7.6* 135 29 6.6 5.4* 4.9* 7.3 7.3 6.6* .7.9 6.9* 6.2* 6 7.7 . 5.9* 5.4* 8.7 8.0*. 7.2* 9.4 75* 6.3* I 24 8.4 6.3 5.7* 9.7 8.4* 7.6* 10.5 7.9* 7.2*: 40 29 6.2 5.23* . 4.7* 6.8 6.3 6.3* . 7.4 .6.6* . 6.0* 26 7.2 5.7* 5.2*. 8.1 7.6* . 6.9* 8.8 7.2* 6.5* 24 7.9 6.0*. 5.5* 91 8.0* 7.33* 9.8 7.6* 6.9* 45 29 .5.8 5.0* 4.6* 6.4 6.4 6.1* 6.9 6.3w 5.7* • 26 6.8 55* 5.0* 7.7 7.3* 6.7* 8.3 6.9* 6.3*. 24 .7.4 . 5.8* 5.2* 8.5 7.7* 7.0* . 9.2 . 7.3* 6.6* . 50 29 5.5 4.8* 44a 6.1' 6.1 5.9* 6.6 E,.1* 5.5* I . 26 6.5 5.3* 4.8* 7.3 7.1* 6.4 7.9 6.7* 6.0* 24 7.0 5.6* 5.1* 8.1 7.5* 6.3* 3.8 7.0* 6.4*. VALUES FOR 3 OR MORE SPANS ARE BASED ON 4 SI:'ANS . (.fltJ: CAPACITIES HAVE BEEN INCREASED BY 33-1/3 AS PER AISI SEC. A4.4 . . it DENOTES LOAD CONTROLLED BY DEFLECTION .. . DENOTES LOAD CONTROLLED BY MOMENT 114 BETWEEN SUPPORTS .I THESE LOAD CAPACITIES ARE FOR THE PANEL ITSELF. FRAMES, PURLINS, CLIPS, lc-i ENERS,. AND ALL SUPPORTS MUST BE DESIGME.1) TO RESIST ALL LOADS IMPOSED BY. THE PANEL.. . . . . I 1 I MAXIMUM ALLOWABLE SPANS' IN FEET FOR PBR-36 WIND SUCTION (UPLIFT) LOADS 1 (Per 1986 AISI Sections C3.2, C3.3, C3.10 It D GA SIMPLE SPAN 2 SPANS 3 OR MORE SPANS SF STRESS STRESS STRESS 10 29 9.6 .' 8.8 9.S 26 11.5 10.2 11.0 24 12.8 11.1 12.0 25 29 8.6 7 8' . 8.5 2G 24 10* 3 I 11.5 . . '• 10.0 . 9.9 10.8. . 30 29 7.9 7.2 1 26 9.4 . 8.3 . 9.0 • 24 10.5 . 9.1 9.8 29 7.3 6.6 7.2 26' 8.7 7.7 8.3 24 9.7 8.4 . ' 9.1 1 29 6.8 6.2 . 6.7 - 26 8.1 7.2 ' 7.8 24 .9.1 ' 7.9' ' 8.5 15 29 6.4 5.8 . , 6.3 26 7.7 6.8 7.4 24 8.5 . 7.4 . 8.0 50 29 6.1 5.5 ' 6.0 26 7.3 . '6.5 70 I 24 8.1 . 7.0 S , 7.6 I 'VALUES FOR 3 OR MORE SPANS ARE BASED ON 4 SPANS IBOVE CAPACITIES HAVE BEEN INCREASED BY 33-1/3% AS PER AISI SEC. fl4. 4 DENOTES LOAD CONTROLLED BY MOMENT IN. BETWEEN SUPPORTS AcL THESE LOAD 'CAPACITIES ARE FOR THE PANEL ITSELF. FRAMES, PURLINS, CLIPS, I ASTENERS, AND ALL SUPPORTS MUST BE DESIGNED TO RESIST ALL LOADS IMPOSED Y THE 'PANEL. FULL PANEL CflPACITY (ESPECIALLY ON SHORT SPANS), BEARING MUST BE CHECKED IOR ING ACTUAL LOADS AND BEARING LENGTHS. 5' 5 41 VE I PZ=Ao ZZAJO 0 I 4 eo QLr l4(pF) I • 0 1P4D 04D - 4-24 IOOf u O 30 g iZ;4 95 PsF I O LA1 L 44o I I I • 0 OFESs,0 I o. U . 0 0• 0 ;. C35148 rn or c 0i I 0 0 V Page Job A,v,co-i Date 4 --4 I Subject By Q IAA I I 20 P ,c I D 6 x I Joo2 }-&-r 400p - I '5 3ô V ) I P F V V V I I 'Th t)ç I I Z,A,,- A - I I • 0. • Ip I ___ Page I . Job AM! Date - Subject By -JIAA I I PAJ7 * 0. Mc 7-f-19 (a') I'1. C351 48 4 I I OF CA I i)(i = ° I I (- 3OtI I 1 7 C A AO-CA I 6D r i-i - :)(o - . 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JOEt _________________ PIECE C LO C: _JJ2854.23# 3 3/80 IAM TO Dma T Wm=,- - m W ~~1110 NEINFUNMEREMB INIMIN - N mmmm INNIM I NS INSIMMMIN -- 1 mummm VR INEWIMMIN 111MMIMMIN V _ - 0=5 W~ V - -- L V - LOW DISTANCE AMW WUCE --_P.E)4Aa(S le ISC . 38 A4J. V ;4r .itr6/I./4 A4w-P*AIL. 6.)47W 4O J3 J3 AoWx J .4.LØ GWIL JIQTE3 V - .3t - O I, - \j _• V •V• •. -. 7240 'VO LMt 6#E64P JI Th' u,LE/A.Jr ovm BY -JIM OleCKW BY ___________ SHOP DRINA - fl15FD BY 1 - _____ ui T;ii J19-. 81735423:ll 4 ca OR ce I UST No. '3 L!!icF-I 7-4-5l PI*czcaiJil PAW! gF ro ASP I a a_ a_ rmm - MEN I: ;Tjfl - __ ___ _---_a-_-a _ __ _ - - = d½Go wiEr _____or _-JtM olemw by __________ SHW --. - EA5eD BY Sheet _L_. of Date - ENGINEERING DEPARTMENT A Division of Nucor CorporIInn 5731 I 1!3!HAikprTY.TAH 84302 Project A(t2-L -'E-(' Job No. I '3 I 17€14i' ALL1 c& sr 1CTL4EAl Gl ______ .......... . -i-H-- I I J U J I_:.-.Jip- • .:i:t . ..j I.,... .. S - - _S:_i_ SI I I H -.4-4- .......................-....... ................................... ..LL. ....... 4J± i L J'L L-' - -4- - /çtf_ _L..... ..J......._.J_.L_ _LJ_.....-.. - L .._. - .:. . . II. i _01 0 i+-H I v )It - -± - :_:i - 4 / - I LJ I ILIlL L - - —: -- DEPTH. DEPTH DEPTH CENTER RIGHT• I LEFT 30 0/0 30 0/0 30 0/0 28. 7/8 ----------------- 28 7/8. 28 7/8 **TRUSS. ANALYSIS** ----------------- EFF P LOAD-LBS DEPTH 1 213.5 28.898 2 385.4 28.898 3 296.9 28.898 4 250.0 28.898 5 250.0 28.898 6 250.0 28.898 250.0 28.898 I 7 8 250.0 28.898 9 250.0 28.898 10 250.0 28.898 1 250.0 28.898 2 250.0 28.898 3 250.0 28.898 14 250.0 28.898 5 250.0 28.898 6 250.0 28.898 7 250.0 28.898 8 250.0 28.898 19 250.0 28.898 0 250.0 28.898 1 250.0 28.898 2 250.0 28.898 23 250.0 28.898 J4 250.0 28.898 WEB WEB AXIAL LD AXIAL LD AXIAL LD MEN SLOPE IN WEB TOP CHORD BOT CHORD 2 -.545 + 7430.9 6524.1 .0 2D -2.408 - 417.3 6364.1 .0. 3 1.376 - 3920.9 .0 8669.0 4' -1.204 + 3737.2 11056.7 .0 .V2 . .000 - 250.0 11056.7 .0 5 1.204 - 3412.2 . .0 13236.7 6 -1.204 + 3087.2 15209.1 . .0 V3 .000 - 250.0 15209.1 .0 7 1.204 - 272.3 .0 16973.9 8 -1.204 + 2437.3 18531.1 . .0 V4 .000 - 250.0 18531.1 .0, 9 1.204 - 2112.3 .0 19880.7 10 -1.204 + 1787.4 21022.6 .0 V5 .000 - 250.0 21022.6 .0 11 1.204 - 1462.4 .0 21956.9 12 -1.204 + 1137.4 22683.6 .0 V6 .000 - 250.0 22683.6 .0 13 1.204 - 812.4 .0 23202.6. 14 -1.204 + 487.5 ' 23514.1 .0 V7 .000 .- 250.0 23514.1 .0 15 1.204 - 162.5 . .0 23617.9 15R -1.204 - 162.5 23514.1 .0 V8 .000 - 250.0 23514.1 .0 14R 1.204 + 487.5 .0 23202.6 (ACTUAL) (EFF) TCX LEFT TCX RIGHT 0- 2 0/0 0- 2 0/0 Jun 22, 1994 I ANERICORP 76-4- 531 LIST 1 Ji 30 K 125 60' 8" **SHORT - - SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENGDEPT** - BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD STANDARD INCHES 30.00 60- 8 0/0 10.0 3.34 TL • . .2.67 LL I**LQAD CRITERIA** ----------------- TOTAL LOAD =. 125. PLF, LIVE LOAD = 100. PLF,' UPLIFT LOAD = IREQD RESISTING MOMENT = 682520.8 IN-LBS, REQD END REACTION = LIVE LOAD DEFLECTION SPECIFIED AS L/240 F*TCX/CANT LOAD CRITERIA** TCX LOADS: UNIFORM = 125. PLF. TCX LOADS: UNIFORM = . 125. PLF. ------------------- *BASIC DIMENSIONS** ------------------- LEFT RIGHT LEFT . RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 60.3333 4- 7 0/0 4- 7 0/0 1- 9 0/0 1- 9 0/0 12 AT 4- 0 0/0 LEFT TC. RIGHT TC END PANEL END PANEL 3-'7 0/0 3-.7 0/0 95. PLF. 3770.8 LBS 7 I I ERICORP Jun 22, 1994 76-4- 531 LIST 1 1 - ------------------ ANALYSIS** *TRUSS EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 25 250.0 28.898 13R -1.204 - 812.4 22683.6 .0 6 250.0 28.898 V9 .000 - 250.0 22683.6 .0 7 1 296.9 28.898 12R 1.204 + 1137.4 .0 21956.9 8 385.4 28.898 hR -1.204 - 1462.4 21022.6 .0 29 213.5. 28.898 V10 .000 - 250.0 21022.6 .0 .0 .000 1OR 1.204 + 1787.4 .0 19880.7 I 0 1 .0 .000 9R -1.204 - 2112.3 18531.1 .0 2 .0 .000 Vii .000 - 250.0 18531.1 .0 33 .0 .000 8R 1.204 + 2437.3 .0 16973.9 34 .0 .000 7R -1.204 - 2762.3 15209.1 . .0 5 .0 .000 V12 .000 - 250.0 15209.1 .0 6 .0 .000 6R 1.204 + 3087.2 .0 13236.7 7 .0 .000 SR -1.204 - 3412.2 11056.7 .0 38 .0 .000 V13 .000 - 250.0 11056.7 .0 .0 .000 4R 1.204 + 3737.2 .0 8669.0 0 19 .,0 .000 3R -1.376 - 3920.9 6364.1 .0 1 .0 .000 2DR 2.408 - 417.3 6524.1 .0 42 ---------------- .0 .000 2R .545 + 7430.9 .0 .0 *CHORD --------------- DESIGN** STEEL Fl = 50000. PSI AXIAL AXIAL MOMENT BENDING BENDING. COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO PANEL PP 6163.8 .2283 -1726.0 6059.9 . .2244 .4527 I END END PANEL NP 6163.8 .5054 1410.9 1882.5 .0914 .5968 VAR PANEL PP 6012.6 .2004 -1726.0 6059.9 .2020 .4024 I L VAR PANEL MP 6012.6 .3525 350.7 467.9 .0191 .3716. INT PANEL PP 22215.3 .7405 -500.0 1755.4 .0000 7405 . PANEL MP 22215.3 .9586 250.0 333.6 .0000 .9586 I INT VAR PANEL MP 6012.5 .3525 350.7 467.9 .0191 .3716 VAR PANEL PP 6012.5 ..2004. -1726.0 6059.9 .2020 .4024 R END PANEL MP 6163.8. .5054 1410.9 1882.5 .0914 .5968 I END PANEL PP 6163.8 .2283 -1726.0 6059.9 .2244 .4527 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 22 L 2 X 2 X.137 23514. 1.00 38.4. 442.8DEV .12 61- 0 0/0 C 22 L 2 X 2 X.13723618. 1.00 98.2 391.9REQ 13 52- 4 0/0 I .OREQ TL BOTTOM CHORD UPLIFT: 17950. 1.00 98.2 L/.RY SEC DESCRIPTION AXIAL STRESS CBRNP BC 22 L 2 X 2 X.137 22313. .7438 BOTTOM CHORD UPLIFT: 16958. .8774 I BOTTOM CHORD EXTENSION = 0- 5 0/0 BOTTOM CHORD HAS FILLERS LL240 LIVE LOAD DEV= 113.0 PLF, L/240 LIVE LOAD DEV- . 169.5. PLF .Lu.Ltuj LUAU rut L)L = 125. U PLF. I------------- *TCX. DESIGN** ------------- BENDING, ., , '. DEFLC I SEC ' MOMENT REQ S DEV S REQ I DEV I IN. L 22 TC 83. .003 .250 .001 .413 .017 0 TPL R22 TC 83. I 0 TPL *END PANEL DESIGN** AXIAL LOAD K I EFT 6524.1 1.00 IGHT 6524.1 1.00 LENGTH 0- 2 0/0 BEARING DEPTH 8.00 8.00' .003 .250 .001 .413 .017. 0- 2 0/0 KL/R FLR WEB TO END. BASEL NGM NGM B. DEPTH 103.3 0 2D 3- 7 0/0 , ' 8 0/0 103.3 0 2D 3- 7 0/0 8 0/0 I I. Jun 22, 1994 1qERICORP 64 531 LIST . 3. **WEB ------------------------- DESIGN FOR UPLIFT** NO DESCRIPTION FWEB --------------------------- UREQUDEV Q K KL/R AX LOAD AX LOAD 12 3 L 1 X 1 X.109 1 1.00 180.4 - 864. - 1261. V6 3 L 1 X 1 X.109 1 1.00 132.5 . I 13 14 8 3 L1-1/4X1-1/4X.111 L 1 X 1 X.109 1 1 1.00 1.00 143.6 180.4 - 370. - 1261. V7 3 L 1 X 1 X.109 1 1.00 132.5 15 8 L1-1/4X1-1/4X.111 1 1.00 143.6 15R 8 L1-1/4X1-1/4X. 111 1 1.00 143.6 3 L 1 X 1 X.109 11.00 132.5 I V8 14R 3 L 1 X 1 X.109 1 100 180.4 - 370. - 1261. 13R 8 L1-1/4X1-1/4X.111 1 1.00 143.6 V9 . 3 L 1 X 1 X.109 1 1.00 132.,5 12R 3 L 1 X 1 X.109 1 1.00 180.4 - 864. - 1261. I hR 8 L1-h/4X1-1/4X.111 1 1.00 143.6 yb 3 L 1 X 1 X.109 1.1.00 132.5 1OR 8 L1-1/4X1--1/4X.111 1 1.00 143.6 - 1358. - 2561. 9R .9 L1-1/4X1-1/4X.133 1 1.00 144.2 3 L 1 X 1 X.109 1 1.00 132.5 . IVi]. 8R 8.L1-1/4X1-i/4X.hii 1 1.00 143.6 - 1852. - 2561. 7R 14 Lh-1/2X1-i/2X.115 1 1.00 119.2 V12 3 L 1. X 1 X.109 1 1.00 132.5 8 L1-1/4X1-1/4X.iii 1 1.00 143.6 - 2346. - 2561. I 6R SR 14 L1-i/2X1-1/2X..i1.5 1 1.00 119.2 V13 3 L 1 X 1 X.109 1 1.00 132.5 4R 9 L1-1/4X1-i/4X.133 1 1.00 144.2 - 2840. -. 3014. 3R 22 L 2 X .2 X.137 1 1.25 105.3 3 L 1 X 1 X.109 1 1.00 146.0 . . U2DR 2R 117 .17/16 ROUND. 1 .80 163.6 -. 5647. - 6598. **BRIDGING REQUIREMENTS** I WORKING WORKING LEN DEVELOPED NO. OF TC RYY. BC RYY. LENGTH /(TC RYY) SPACING ROWS TYPE 1.222 1.222 60.333 592.311 12.133 4 H I ONE ROW OF BOLTED DIAGONAL BRIDGING REQUIRED NEAREST TO MIDSPAN. • UPLIFT BRIDGING NO. OF . SPACING ROWS CLEAR SPAN BC RYY L/RYY ------------------------ 10.000 • 8 51.500 1.222 98.173 JOIST. SELF-WEIGHT = 9.65 LBS/FT, FOR BRIDGING REQUIREMENTS 6.24 LBS/FT. I Li I I I I 11 Jun 22, 1994 UERICORP 6-4- 531 LIST 1 - **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR = 942.7 LBS. I END REACTION = 3770.8 LBS. REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD. SLOT 2 117 17/16 ROUND 1 1.00 204.5 + 7431.+ 26599. .237x 2.7 5.5+ .0 3 L 1 X 1 X.109 1 1.00 146.0 - 417.- 1445. .109x 2.0 2.6+ .0 I 2D 3 22 L 2 X 2 X.137 1 1.25 105.3 - 3921.- 6977. .137x 2.0 4.3+ .0 4 9 L1-1/4X1-1/4X.133 1 1.00 144.2 + 3737.+ 9444. .133x 2.0 3.3+ .0 V2 3 L 1 X 1 .X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 5 14 L1-1/2X1-1/2X.115 1 1.00 119.2 - 3412.- 3485. .115x 2.0 3.7+ .0 I 6 8 L1-1/4X1-1/4X.111, 1 1.00 143.6 + 3087.+ 7955. .11lx 2.0 3.3+ .0 V3 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 7 14 L1-1/2X1-1/2X.115 1 1.00 119.2 - 2762.- 3485. .115x 2.0 3.7+ .0 8 8 L1-1/4X1-1/4X.111 1 1.00 143.6 + 2437.+ 7955. .11lx 2.0 3.3+ .0 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 I V4 9 9 L1-1/4X1-1/4X.133 1 1.00 144.2 - 2112.- 2261. .133x 2.0 3.3+ .0 10 8 L1-1/4X1-1/4X.111 1 1.00 143.6 + 1787.+ 7955. .11lx 2.0 3.3+ .0 V5 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 I 11 12 3 L1-1/4X1-1/4X.111 L 1 X 1 X.109 1 1 1.00 1.00 143.6 180.4 - + 1462.- 1225.+ 1921. 6184. .11lx .109x 2.0 2.0 3.3+ 3.0+ .0 .0 V6 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 13 8 L1-1/4X1-1/4X.111 1 1.00 143.6 - 1225.- 1921. .11lx 2.0 3.3+ .0 14 3 L 1 X 1 X.109 1 1.00 180.4 + 1225.+ 6184. .109x 2.0 3.0+ .0 3 L 1 X '1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 1,V7 15 8 L1-1/4X1-1/4X.111 .1 1.00 143.6 - 1225.- 1921. .1'llx 2.0 3.3+ .0 15R 8 L1-1/4X1-1/4X.111 1 1.00 143.6 - 1225.- 1921. .11lx 2.0 3.3+ .0 V8 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 I 14R 13R 3 8 L 1 X 1 X.109 L1-1/4X1-1/4X.111 1 1 1.00 1.00 180.4 143.6 + - 1225.+ 1225.- 6184. 1921.' .109x .11lx 2.0 2.0 3.0+ 3.3+ .0 .0 V9 3 L 1 •X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 12R 3 L 1 X 1 X.109 1 1.00 180.4 + 1225.+ 6184. '• .109x 2.0 3.0+ .0 hR 8 L1-1/4X1-1/4X.111 1 1.00 143.6 - 1462.- 1921. .11lx 2.0 3.3+ .0 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 Ivio 1OR 8 L1-h/4X1-1/4X.111 1 1.00 143.6 + 1787.+ 7955. .11lx 2.0 3.3+ .0 9R 9 L1-h/4X1-h/4X.133 1 1.00 144.2 - 2112.- 2261. .133x 2.0 3.3+ .0 Vii 3 .L 1. X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 I 8R 7R 8 14 L1-i/4X1-1/4X.111 L1-h/2X1-1/2X.115 ' 1 1 1.00 1.00 143.6 119.2 + - 2437.+ 2762.- 7955. 3485. .lhix .115x 2.0 2.0 3.3+ 3.7+ .0 .0 V12 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 6R 8 Li-i/4X1-1/4X.111 1 1.00 143.6 + 3087.+ 7955. .11ix 2.0 3.3+ .0 5R 14 L1-i/2X1-1/2X.115 1 1.00 119.2 - 3412.- 3485. .115x 2.0 3.7+ .0 3 L 1 X 1 X.109 1 1.00 132.5 - 368.- 1752. .109x 2.0 2.7+ .0 IV13 4R 9 L1-1/4X1-h/4X.133 1 1.00 144.2 + 3737.+ 9444. .133x 2.0 3.3+ .0 3R 22 L 2 X 2 X.137 1 1.25 105.3 - 3921.- 6977. .137x 2.0 4.3+ .0 2DR 3 L 1 X 1 X.109 1 1.00 146.0 - 417.-. 1445. .109x 2.0 2.6+ .0 I *2R 117 17/16 ROUND 1 1.00 204.5 + 7431.+ 26599. .237x 2.7 5.5+ .0 WEB DESIGN FOR UPLIFT** UREQ UDEV WEB NO DESCRIPTION Q 1< KL/R AX LOAD AX LOAD 117 17/16 ROUND 1 .80 163.6 - 5647. - 6598. I 2 2D 3 L 1 X 1 X.109 1 1.00 146.0 3 22 L 2 X 2 X.137 1 1.25 105.3 4 9 L1-1/4X1-1/4X.133 1 1.00 144.2 - 2840. - 3014. 3 L 1 X 1 X.109 1 1.00 132.5 I V2 5 14 Li-i/2X1-1/2X.115 1 1.00 119.2 6 8 Li-i/4X1-1/4X.111 1 1.00 143.6 - 2346. - 2561.- V3 3 L 1 X 1 X.109 1 1.00 132.5 7 14 L1-1/2X1-1/2X.115 1 1.00 119.2 I 8 8 L1-1/4X1-1/4X.111 1 1.00 143.6 - 1852'. - 2561. V4 3 L 1 X 1 X.109 1 1.00 132.5 9 9 L1-i/4X1-1/4X.133 1 1.00 144.2 10 8 L1-1/4X1-1/4X.111 1 1.00 143.6 - 1358. - 2561. 3 L 1 X 1 X.109 1 1.00 132.5 I V5 -- 8 Li-1/4X1-1/4X.111 1 1.00 143.6 1 ERICORP Jun 24, 1994 76-4-- 531 LIST 2 J2 30LH 205 61' 0" ------------------------------------------------------------------------------ ----------------------------------------------------------------------------- ENGDEPT** BRIDGING LEFT END RGHT END ACTUALDEFL DEPTH BS LENGTH BC DEV STANDARD STANDARD INCHES 30.00 61- 0,0/0 10.0 2.76 TL I 2.76 LL ---------------- **LOAD CRITERIA** I0T LOAD = 205. PLF, LIVE LOAD = 205. PLF, UPLIFT LOAD = .270. PLF. LIVE LOAD DEFLECTION -------------------- I*BASIC DIMENSIONS** ------------------- LEFT WK LENGTH END PANEL 60.6667 . 3- 0 0/0 U LEFT TC RIGHT TC END PANEL END PANEL 3- 0 0/0 3- 0 0/0 DEPTH I DEPT H DEPTH . .. LEFT . CENTER RIGHT . 30 0/0 30 0/0 30 0/0 (ACTUAL) I 28 5/8 28 5/8 28 5/8 (EFF) . . *TRUSS ANALYSIS**------------------ . .. . . EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD UP 1 290.4 28.580 2 -.841 + 9212.6 7052.0 .0 2 444.2 28.580 Vi .000 - 444.2 7052.0 . .0 .3 358.8 28.580 3 1.588 - 6480.7 .0 10505.7 410.0 . 28.580 4 -1.191 + 6692.3 14809.4 . .0 I4 5 410.0 28.580 V2 .000 - 410.0 14809.4 . .0 6 410.0 28.580 5 1.191 - 6156.9 .0 18768.8 7 410.0 28.580 6 -1.191 + 5621.6 22383.9 .0 410.0 28.580 V3 .000 - 410.0 22383.9 .0 9 1 8 410.0 28.580 7 1.191 - 5086.2 .0 25654.6 0 410.0 28.580 8 -1.191 + 4550.8 2.8581.1 . .0 1 410.0 28.580 V4 .000 - 410.0 28581.1 .0 12 410.0 28.580 9 1.191 - 4015.4 .0 31163.3 3410.0 28.580 10 -1.191 + 3480.0 33401.2 .0 4 1 410.0 28.580 V5 .000 - 410.0 33401.2 .0 5 410.0 28.580 11 1.191 - 2944.6 . .0 35294.9 16 410.0 28.580 12 -1.191 + 2409.2 36844.2 .0 410.0 28.580 V6 .000 - 410.0 36844.2 .0 8 410.0 28.580 13 1.191 - . 1873.9 .0 38049.2 0 7 9 410.0 28.580. 14 -1.191 + 1338.5 38909.9 .0 0 410.0 28.580 V7 .000 - 410.0 38909.9 .0 21 410.0 28.580 15 1.191 - 803.1 .0 .39426.4 2 410.0 . 28.580 16 -1.191 + 267.7 39598.5 .0 3 410.0 28.580 V8 .000 - 410.0 39598.5 .0 4. 410.0 28.580 16R 1.191 + 267.7 .O 39426.4 25 410.0 28.580 15R -1.191 - 803.1 38909.9 .0 410.0 28.580 V9 .000 - 410.0 38909.9 .0 7 0 6 410.0 28.580 14R 1.191 + 1338.5 .0 38049.2 8 410.0 28.580 13R -1.191 - 1873.9 36844.2 .0 9 358.8 28.580 V10 .000 - 410.0 36844.2 .0 30 444.2 28.580 12R 1.191 + 2409.2 .0 35294.9 28.580 hR -1.191 - 2944.6 33401.3 .0 I i290.4 2 .0 .000 Vii .000 - 410.0 33401.3 .0 i I SPECIFIED AS L/240 NOTE: SPECIAL DIMENSIONS DEFINED-- RIGHT LEFT RIGHT END PANEL VAR DIM VAR DIM INTERIOR PANELS 3- 0 0/0 1- 6 0/0 1- 6 0/0 13 AT 4- 0 0/0 L L L I I JAM ERICORP 76-4- 531 LIST 2 J2 I**TRUSS ANALYSIS** EFF PP LOAD-LBS DEPTH .0 .000 I 33 34 .0 .000 35 .0. .000 36 .0 .000 37 .0 .000 138 .0 .000 39 .0 .000 40 .0 .000 41 .0 .000 .0 .000 I42 43 .0 .000 44 .0 .000 45 .0 .000 ---------------- Jun 24, 1994 WEB WEB AXIAL LD AXIAL LD AXIAL LD MEN SLOPE IN WEB TOP CHORD BOT CHORD lOP 1.191 + 3480.0 .0 31163.3 9R -1.191 - 4015.4 28581.1 .0 V12 .000 - 410.0 28581.1 .0 8.R 1.191 + 4550.8 .0 25654.6 7R -1.191 - 5086.2 . 22383.9 .0 V13 .000 - 410.0 22383.9 .0 6R 1.191 + 5621.5 .0 18768.8 SR -1.191 - 6156.9 14809.4 .0 V14 .000 - 4.10.0 14809.4 .0 4R 1.191 + 6692.3 .0 10505.7 - 3R -1.588 - 6480.7 7052.0 .0 V15 .000 - 444.2 7052.0 .0 2R .841 + 9212.6 .0 .0 **CHORD DESIGN** STEEL F? = 50000. PSI ---------------- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO PATIO END PANEL PP 3213.9 .1071 -1794.4 2454.8 .0818 .1890 END PANEL MP 3213.9 .1526 1652.9 896.6 .0309 .1835 VAR PANEL -PP 3213.9 .1071 -1794.4 2454.8 .0818 .1890 VAR PANEL MP 3213.9 .1226 -185.4 253.6. .0085 .1311 INT PANEL PP 18046.9 .6016 -820.0 1121.8 .0374 .6390 INT PANEL NP 18046.9 .6883 410.0 222.4 .0078 .6960 VAR PANEL MP 3213.9 .1226 -185.4 253.6 .0085 .1311 VAR PANEL PP 3213.,9 .1071 -1794.4 2454.8 .0818 .1890 . END PANEL MP 3213.9 .1526 1652.9 896.6 .0309 .1835 END PANEL PP 3213.9 .1071 -1794.4 2454.8 .0818 .1890 SEC DESCRIPTION AXIAL LOAD K KL/R 38 L2-1/2X2-1/2X.230 . 39599. .75 36.6 38 L2-1/2X2-1/2X.230 39426. 1.00 83.6 BOTTOM CHORD UPLIFT: 51927. 1.00 83.6 SEC DESCRIPTION AXIAL STRESS CBRNP BC 38 L2-1/2X2-1/2X.230 18047. .6016 I BOTTOM CHORD UPLIFT: 23666. .9727 BOTTOM CHORD EXTENSION = 0- 8 3/4 - BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 225.6 PLF, L/240 LIVE LOAD DEV = 338.4 PLF I **END TOTAL LOAD FOR DEFL = 205.0 PLF. PANEL DESIGN** ----------------- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 7052.0 1.00 69.0 0 V 3- 0 0/0 . 8 0/0 IGHT -------------- 7052.0 1.00 69.0 0 V 3- 0 0/0 8 0/0 **WEBDESIGN** STEEL F? = 50000. PSI. MIN VERT SHEAR = 1554.6 LBS. REACTION = 6218.3 LBS. - I END REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 * 29 L 2 X 2 X.213 2 1.00 72.4 + 9213.+ 48398. .188x 8.7 10.5+ .0 Vi 8 L1-1/4X1-1/4X.lil 1 1.00 116.0 - 642. 2944. .11lx 2.0: 3.8+ .0 3 22 L 2 X 2 X.137 1 1.20 102.2 - 6481.- 7287. .137x 3.2 5.1+ .0 4 22 L 2 X 2 X.137 1 1.00 94.1 + 6692.+ 15877. .137x 3.9 5.4+ .0 V2 8 L1-1/4 X1-1/4X.111 1 1.00 116.0 - 608.- 2944. .11lx 2.0 3.8+ .0 5 22 L 2 X 2 X.137 1 1.00 94.1 - 6157.- 8057. .137x 3.0 5.4+ .0 6 22 L 2 X 2 X.137 1 1.00 94.1 + 5622.+ 15877. .137x 3.9 5.4+ .0 V3 8 L1-1/4X1-1/4X.111 1 1.00 116.0 - . 608.- 2944. .11lx 2.0 3.8+ .0 7 22 L 2 X 2 X.137 1 1.00 94.1 - 5086.- 8057. .137x 2.5 5.4+ .0 * - WEB SEC NUN, SINGLE OR DOUBLE SPECIFIED W/WO WELD OR FILLET.. I. . I FLRS LENGTH 898.8DEV 0 61- 0 0/0 816.8REQ 14 56- 5 1/2 .OREQ TL L/RY ERI CORP 6-4- 531 :ST ------------ Jun 24, 1994 STEEL F? = 50000. PSI. WEB NO DESCRIPTION 8 20 L1-1/2X1-1/2X.170 I V4 8 Ll-1/4X1-1/4X.111 9 20 L1-1/2X1-l/2X.170 0 17 L1-1/2X1-1/2X.138 .V5 8 L1-1/4X1-1/4X.111 1 14 L1-1/2X1-1/2X.115 2 14 L1-1/2X1-1/2X.115 V6 8 L1-1/4X1-1/4X.111 13 9 L1-1/4X1-1/4X.133 14 8 L1-1/4X1-1/4X.111 I V7 8 L1-1/4X1-1/4X.111 5 9 L1-1/4X1-1/4X.133 6 8 L1-1/4X1-1/4X.111 V8 8 L1-1/4X1-1/4X.111 ( 6R 8 L1-1/4X1-1/4X.111 5R 9 L1-1/4X1-1/4X.133 V9 8 L1-1/4X1-1/4X.111 4R 8 L1-1/4X1-1/4X.111 13R 9 L1-1/4X1-1/4X.133 UR 0 8 L1-1/4X1-1/4X.111 R 14 L1-1/2X1-1/2X.115 14 L1-1/2X1-1/2X.115 j Vii 8 L1-1/4X1-i/4X.111 OR 17 L1-1/2X1-1/2X.138 9R 20 Li-1/2X1-1/2X.170 12 8 Li-1/4X1-i/4X.111 8R 20 Li-1/2X1-1/2X.170 7R 22 L 2 X 2 X.137 I 13 8 L1-1/4X1-i/4X.111 6R 22 L 2 X 2 X.137 5R 22 L 2' X 2 X.137 V14 8 Li-1/4X1-1/4X.111 .4R 22 L 2 X 2 X.137 22 L 2 X 2 X.137 V 3R 8 Li-1/4X1-1/4X.111 2R* 29 L 2 X 2 X.213 K KL/R L 1.00 126.9 L 1.00 116.0 L 1.00 126.9 L 1.00 126.3 L 1.00 116.0 L 1.00 125.8 L 1.00 125.8 L 1.00 116.0 L 1.00 152.1 L 1.00 151.4 L 1.00 116.0 1.00 152.1 L 1.00 151.4 L 1.00 116.0 1.00 151.4 1.00 152.1 L 1.00 116.0 1.00 151.4 1.00 152.1 L 1.00 116.0 1.00 125.8 1.00 125.8 1.00 116.0 1.00 126.3 1.00 126.9 1.00 116.0 -. 1.00 126.9 1.00 94.1 - 1.00 116.0 - 1.00 94.1 - 1.00 94.1 - 1.00 116.0 - 1.00 94.1 - 1.20 102.2 -. 1.00 116.0 1.00 72.4 MIN VERT SHEAR = END REACTION = REQ . DEV AX LOAD AX LOAD + 4551.+ 14433. - 608.- 2944. - 4015.- 4458. +, 3480.+ 11849. - 608.- 2944. - 2945.- 3133. + 2409.+ 9953. - 608.- 2944. - 2030.- 2032. + 2030.+ 7955. - 608.- 2944. - 2030.- 2032. + 2030.+ 7955. 608.- 2944. + 2030.+ 7955. - .2030.- 2032. - 608.- 2944. + 2030.+ 7955. - 2030.- 2032. - 608.- 2944. + 2409.+ 9953. - . 2945.- 3133. - 608.- 2944. + 3480.+ 11849. 4015.- 4458. - 608.- 2944. + 4551.+ 14433. - 5086.- 8057. - 608.- 2944. + 5622.+ 15877. - 6157.- 8057. - 608.- 2944. + 6692.+ 15877. - 6481.- 7287. - 642.- 2944. + 9213.+ 48398. 1554.6 LBS. 6218.3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .170x 2.9 4.7+ .0 .11lx 2.0 3.8+ .0 .170x 2.0 4.7+ .0 .138x 2.9 4.7+ .0 .11.ix 2.0 3.8+ .0 .115x 2.0 4.7+ .0 .115x 2.9 4.7+ .0 .111x 2.0 3.8+ .0 .133x 2.0 4.3+ .0 .11lx 2.4 4.3+ .0 .11lx 2.0 3.8+ .0 .133x 2.0 4.3+ .0 .11lx 2.4 4.3+ .0 .11lx 2.0 3.8+ .0 .11lx 2.4 4.3+ .0 .133x 2.0 4.3+ .0 .11lx 2.0 3.8+ .0 .11lx 2.4 4.3+ .0 .133x 2.0 4.3+ .0 .11lx 2.0 3.8+ .0 .115x 2.9 4.7+ .0 .115x 2.0 4.7+ .0 .11lx 2.0 3.8+ .0 .138x 2.9 4.7+ .0 .170x 2.0 4.7+ .0 .11lx 2.0 3.8+ .0 .170x 2.9 4.7+ .0 .137x 2.5 5.4+ .0 .11lx 2.0 3.8+ .0 .137x 3.9 5.4+ .0 .137x 3.0 5.4+ .0 .11lx 2.0 3.8+ .0 .137x 3.9 5.4+ .0 .137x.3.2 5.1+ .0 .11lx 2.0 3.8+ .0 .188x 8.7 10.5+ .0 I * - WEB SEC NUM, SINGLE OR DOUBLE SPECIFIED W/WO WELD OR FILLET. WEB DESIGN FOR UPLIFT** UREQ UDEV NO DESCRIPTION Q K KL/R AX LOAD AX LOAD I EB 2 * 29 L 2 X 2 X.213 2 1.00 56.6 - 12134. - 50105. Vi 8 L1-1/4X1-i/4X.111 1 1.00 116.0 3 22 L 2 X 2 X.137 1 1.20 102.2 4 22 L 2 X 2 X.137 1 1.00 94.1 - 8814. - 10743. 8 Li-1/4X1-1/4X.111 1 1.00 116.0 IV2 5 22 L 2 X 2 X.137 1 1.00 94.1 6 22 L 2 X 2 X.137 1 1.00 94.1 - 7404. - 10743. V3 8 L1-1/4X1-i/4X.111 1 1.00 116.0 L 2 X 2 X.137 1 1.00 94.1 I 22 8 20 L1-1/2X1-i/2X.170 1 1.00 126.9 - 5994. - 5994. V4 8 Li-1/4X1-i/4X.111 1 1.00 116.0 9 20 L1-1/2X1-i/2X.170 1 1.00 126.9 10 17 L1-1/2X1-i/2X.138 1 1.00 126.3 - 4583. - 4929. V5 8 Li-1/4 X1-1/4X.111 1 1.00 '116.0 1 14 L1-1/2X1-i/2X.115 1 1.00 125.8 2 14 L1-1/2X1-i/2X.115 1 1.00 125.8 - 3173. - 4177. V6 8 L1-1/4X1-i/4X.11]. .1 1.00 116.0 1 1.00 152.1 4 8 I Li-1/4X1-i/4X.133 Li-1/4X1-1/4X.111 1 1.00 151.4 - 1763. - 2302. I NERICORP Jun 24, 1994 76-4- f2 531 LIST 2 ------------------------- **WEB DESIGN FOR UPLIFT** WEBNO t------------------------DESCRIPTION Q K KL/R AX LOAD AX LOAD V7 8 L1-i/4X1-1/4X.111 1 1.00 116.0 15 9 Li-1/4X1-1/4X.133 1 1.00 152.1 8 L1-1/4X1-1/4X.111 1 1.00 151.4 - . 353. - 2302. I 16 VS 8 L1-1/4X1-1/4X.111 1 1.00 116.0 16R 8 L1-1/4X1-1/4X.111 1 1.00 151.4 - 353. - 2302. 15R 9 L1-1/4X1-1/4X.133 1 1.00 152.1 V9 8 Li-1/4X1-1/4X.111 1 1.00 116.0 14R 8 Li-1/4X1-1/4X.111 1 1.00 151.4 - 1763. - 2302. 13R I 9 Li-1/4X1-1/4X.133 1 1.00 152.1 yb 8 L1-1/4X1-1/4X.111 1 1.00 116.0 12R 14 L1-1/2X1-1/'2X.115 1 1.00 125.8 - 3173. - 4177. 14 L1-i/2X1-1/2X.115 1 1.00, 125.8 I hR Vii 8 L1-1/4X1-1/4X.111 1 1.00 116.0 1OR 17 L1-1/2X1-1/2X.,138 1 1.00 126.3 - 4583. - 4929. 9R 20 L1-1/2X1-1/.2X.170 1 1.00 126.9 8 L1-i/4X1-1/4X.111 1 1.00 116.0 8R I V12 20 L1-i/2X1-1[2X.170 1 1.00 126.9 - 5994. - 5994. 7R 22 L 2 X 2 X.137 I 1.00 94.1 V13 8 L1-1/4X1-1/4X.111 1 1.00 116.0 6R 22 L 2 X 2 X.137 1 1.00 94.1 -. 7404. - 10743. 22 L 2 X 2 X.137 1 1.00 94.1 I SR V14 8 L1-1/4X1-1/4X.111 1 1.00 116.0 4R 22 L 2 X 2 X.137 1 1.00 94.1 - 8814. - 10743. 3R 22 L 2 X 2 X.137 1 1.20 102.2 'ViS 8 L1-1/4X1-1/4X.111 1 1.00 116.0 I *2R* 29 L 2 X. 2 X.213 2 1.00 56.6 - 12134. - 50105. BRIDGING REQUIREMENTS**------------------------- . 'WORKING WORKING LEN DEVELOPED NO. OF ' , I TC .RYY BC RYY LENGTH I (TC RYY) SPACING ROWS. TYPE 1.435 1.435 60.667 507.203 20.222 2 H CENTER ROW X-BRIDGING REQUIRED IN PLACE OF ONE ROW OF BRIDGING. I . UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 10.000 8 55.000 1.435 83.605 13TE: VERTICAL IN END PANEL LEFT EITHER SET OR SPECIFIED. OTE: VERTICAL IN END PANEL RGHT EITHER SET OR SPECIFIED. . . I I. ' . I I I I ERICORP Jun 24, 1994 531 LIST 2 t76-4- 3 - 30LH 200 61' 0" ------------------------------------------------------------------------------ ** LONG SPAN JOIST DESIGN REQUIREMENTS v1.01 SJI SPECS VULCRAFT ENG DEPT** -.- I- - - 7 BRIDGING LEFT END RGHT END ACTUAL DEFL - DEPTH BS LENGTH• DEVELOPED STANDARD STANDARD INCHES 30.00 61- 0 0/0 20.2 2.69 TL. 9Q TI. I*LOAD-CRITERIA** -------------- TOTAL LOAD = 200. PLF, LIVE LOAD = 200. PLF. UVE LOAD DEFLECTION **BASIC DIMENSIONS* I LEFT WK LENGTH END PANEL 60.6667 3- 0 0/0 LEFT TC RIGHT TC I END PANEL END PANEL 3- 0 0/0 3- 0 0/0 DEPTH . DEPTH DEPTH CENTER RIGHT ILEFT 30 0/0 30 0/0 30 0/0 (ACTUAL) 28 5/8 28 5/8 28 5/8 (EFF) *TRUSS ------------ ANALYSIS** EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD I i283.3 2 433.3 28.580 28.580 2 Vi -.841 .000 + - 8987.9 . 433.3 6880..0 6880.0 . .0 .0 3 350.0 28.580 3 1.588 - 6322.6 .0 10249.5 4 400.0 28.580. 4 -1.191 + 6529.1 14448.2 . .0 5 400.0 28.580 V2 .000 - 400.0 14448.2 .,0 6 400.0 .28.580 5 1.191 - 6006.8 .0 18311.0 7 I 400.0 28.580 6 -1.191 + 5484.4 21837.9 . 0 8 400.0 .28.580 V3 .000 - 400.0 21837.9 .0 9 .400.0 28.580 7 1.191 - 4962.1 .0 25028.9 0 400.0 28.580 8 -1.191 + 4439.8 27884.0 .0 1 0 400.0 28.580 V4 .000 - 400.0 27884.0 .0 2 400.0 28.580 9 1.191 - 3917.5 .0 30403.3 3 400.0 . 28.580 10 -1.191 + 3395.1 32586.6 .0 14 400.0 28.580 V5 .000 - 400.0 32586.6 .0 400.0 28.580 11 1.191 - 2872.8 .0 34434.0 '5 6 400.0 28.580 12 -1.191 + 2350.5 35945.5 .0 7 400.0 28580 V6 .000 - 400.0 35945.5 .0 18 400.0 28..580 13 1.191 - 1828.1 .0 37121.2 400.0 28.580 14 -1.191 + 1305.8 37960.9 .0 . 0 09 400.0 28.580 V7 .000 - 400.0 37960.9 .0 1 400.0 28.580 15 1.191 - 783.5 .0 38464.8 2 400.0 28.580 16 -1.191 + 261.2 . 38632.7. . .0 23 . 400.0 28.580 V8 .000 - 400.0 38632.7 . .0 4 400.0 28.580 1.6R 1.191 + 261.2 .0 38464.8 400.0 28.580 ,15R -1.191 - 783.5 37960.9 .0 6 400.0 28.580 V9 .000 - 400.0 37960.9 . . .0 27 400.0 28.580 14R 1.191 + 1305.8 .0 37121.2 400.0 28.580 13R -1.191 - 1828.1 35945.5 .0 (90, 350.0 28.580 V10 .000 -400.0 35945.5 .0 433.3 28.580 12R 1.191 + 2350.5 ..0 34434.0 283.3 28.580 hR -1.191 '- 2872.8 32586.6 .0 32 .0 .000 Vii .000 - 400.0 32586.6 .0 .1 .. I. . . SPECIFIED AS L/240 NOTE: SPECIAL DIMENSIONS DEFINED-- RIGHT LEFT RIGHT END PANEL VAR DIM VAR DIN INTERIOR PANELS 3- 0 0/0 1- 6 0/0 1- 6 0/0 13 AT 4- 0 .0/0 END PANEL PP END PANEL MP VAR PANEL PP VAR PANEL MP INT PANEL PP INT PANEL MP VAR PANEL MP VAR PANEL PP END PANEL MP END PANEL PP STRESS 3135.6 3135.6 3135.6 3135.6 17606.7 17606.7 3135.6 3135.6 3135.6 3135.6 ----- WEB NO DESCRIPTION 2 * 25 L 2 X 2 X.163 I Vi 3 22 22 L L 2 2 X X 2 2 X.137 X.137 4 22 L 2 X 2 X.137 V2 22 L 2 X 2 X.137 5 22 L 2 X 2 X.137 22 L 2 X 2 X.137 I 6 V3 22 L 2 X 2 X.137 7 22 L 2 X 2 X.137 8 22 L 2 X 2 X.137 V4 . I 9 22 22 L L 2 2 X X 2 2 X.137 X.137 i I **WEB DESIGN** STEEL F? = 50000. PSI. Q K KL/R 2 1.00 71.6 1 1.00 72.0 1 1.20 102.2 1 1.00 94.1 1 1.00 72.0 1 1.00 94.1 1 1.00 94.1 1 1.00 72.0 1 1.00 94.1 1 1.00 94.1 1 1.00 72.0 1 1.00 94.1 * - WEB SEC NUM, SINGLE OR DOUBLE SPECIFIED W/WO WELD OR FILLET. MIN VERT SHEAR = END REACTION = REQ DEV AX LOAD AX LOAD + 8988.+ 37526. - 626.- 9947 - 6323.- 7287. + 6529.+ 15877. - 593.- 9947. - 6007.- 8057. + 5484.+ 15877. - 593.- 9947. - 4962.- 8057. + 4440.+ 15877. - 593.- 9947. - 3917.- 8057. 1516.7 LBS. 6066.7 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .163x 7.8 10.5+ .0 .137x 3.0 4.9+ .0 .137x 3.1 5.1+. .0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.0 5.4+ .0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.0 5.4+ .0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.0 -5.4+ .0 I I INERICORP 76-4- 531 LIST 2 3 --------------- **TRUSS ANALYSIS** EFF IP---L-O-A--D---LB-S------DEPTH 33 .0 .000 .0 .000 I4 5 .0 .000 6 .0 .000 37 .0 .000 .0 .000 9 o 8 .0 .000 0 .0 .000 1 .0 .000 42 .0 .000 .000 I .0 4 .0 .000 5 --------------- .0 .000 Jun 24, 1994 WEB WEB AXIAL LD AXIAL LD AXIAL LD MEM SLOPE IN WEB TOP CHORD BOT CHORD 1OR 1.191 + 3395.1 .0 30403.3 9R -1.191 - 3917.5 27884.0 .0 V12 .000 - 400.0 27884.0 .0 BR 1.191 + 4439.8 .0 25028.9 7R -1.191 - 4962.1 21837.9 .0 V13 .000 - 400.0 21837.9 .0 6R 1.191 + 5484.4 .0 18311.0 5R -1.191 - 6006.8 14448.2 .0 V14 .000 - 400.0 14448.2 .0 4R 1.191 + 6529.1 .0 10249.5 3R -1.588 - 6322.6 6880.0 .0 V15 .000 - 433.3 6880.0 .0 2R .841 + 8987.9 .0 .0 *CHORD DESIGN** STEEL FY = 50000. PSI --------------- AXIAL AXIAL MOMENT BENDING BENDING COMBINED RATIO UNI LOAD STRESS RATIO RATIO .1045 -1750.7 2394.9 .0798 .1843 .1489' 1612.5 874.8 .0301 .1790 .1045 -1750.7 2394.9 .0798 .1843 .1196 -180.9 . 247.4 .0083 .1279 .5869 -800.0 1094.4 .0365 .6234 .6715 400.0 217.0 .0076 .6790 .1196 -180.9 247.4 .0083 .1279 .1045 -1750.7 2394.9 .0798 .1843 .1489 , 1612.5 874.8 .0301 .1790 .1045 -1750.7 2394.9 .0798 .1843 SEC DESCRIPTION AXIAL LOAD K KL/R 38 L2-1/2X2-1/2X.230 38633. .75 36.6 38 L2-1/.2X2-1/2X.230 38465. 1.00 .97.5 I SEC DESCRIPTION AXIAL STRESS C 38 L'2-1/2X2--1/2X.230 17607. BOTTOM CHORD EXTENSION = 0- 8 3/4 L/240 LIVE LOAD DEV = U 225.6 PLF', TOTAL LOAD FOR DEFL = 200.0 PLF. *END PANEL DESIGN** I AXIAL LOAD K KL/R EFT 6880.0 1.00 69.0 IGHT 6880.0 1.00 69.0 ------------- C BRNP .5869 338.4 PLF L/240 LIVE LOAD DEV = FLR WEB TO END BASEL NGM NGM B. DEPTH 0 V 3- 0 0/0 8 0/0 0 V 3- 0 0/0 8 0/0 I FLRS 898.BDEV 0 796.9REQ . 0 .OREQ TL LENGTH 61- 0 0/0 56- 5 1/2 I I 13 22 14 22 V7 22 15 22 16 22 I V8 22 16R 22 15R 22 V9 22 I 14R 22 13R 22 V.10 22 12R 22 hR 22 I Vii 22 1OR 22 9R 22 V12 22 I 8R 22 7R 22 V13 .22 6R 22 5R 22 I V14 22 4R 22 3R 22 V15 22 - 2R* 25 Li ST 2 Jun 24, 1994 IMERICORP 76-4- 531 LI 3 -------------- *WEB DESIGN** ------------- WEB NO 10 22 I V5 22 11 22 12 22 V6 22 STEEL FY ='50.000. PSI. X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X..137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X. 137 X..137 X. 137 X. 137. DESCRIPTION L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 .X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L.2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X'2 L 2 X 2 L 2 X .2 .L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2 X 2 L 2' X 2 L 2 X 2 K KL/R L 1.00 94.1 L 1.00 72.0 L 1.00 94.1 L 1.00 94.1 L 1.00 72.0 L 1.00 94.1 L 1.00 94.1 L 1.00 72.0 L 1.00 94.1 L 1.00 94.1 L 1.00 72.0 L 1.00 94.1 L 1.00 94.1 L 1.00 72.0 1 1.00 94.1 L 1.00 94.1 L 1.00 72.0 L 1.00 94.1 L 1.00 94.1 L 1.00. 72.0 L 1..00 94.1 1.00 94.1 L 1.00 72.0 L 1.00 94.1 1.00 94.1 1.00 72.0 1.00 94.1 1.00 94.1 1.00 72.0 1.00 94.1 1.20 102.2 1.00 72.0 1.00 71.6 MIN VERT SHEAR = END REACTION = REQ DEV AX LOAD AX LOAD + 3395.+ 15877. - 593.- 9947. - 2873.- 8057. + 2350.+ 15877. - 593.- 9947. - 1980.- .8057. + 1980..+ 15877. - .593.- 9947. - 1980.- 8057. + 1980.+ 15877. - 593.- 9947. + 1980.+ 15877. 1980.- 8057. - 593.- 9947. + 1980.+ 15877. - 1980.- 8057. - 593.- 9947. + 2350.+ 15877. - 2873.- 8057. - 593.- 9947. + 3395.+ 15877. - 3917.- 8057. - 593.- 9947. '+ 4440.+ 15877. - 4962.- 8057. - 593.- 9947. + 5484.+ 15877. - 6007.- 8057. - 593.-. 9947. + 6529.+ 15877. - 6323.- 7287. - 626.- 994.7. + 8988.+ 37526. 1516.7 LBS. 6066.7 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.0 5.4+ .0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.0 5.4+ .0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ '.0. .137x 3.0 5.4+ ,.0 .137x 3.9 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.9 5.4+ .0 .137x 3.0 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.9 5.4+ .0 .137x 3.0 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.9 5.4+ .0 .137x 3.0 5.4+ . .0 .137x 3.0 '4.9+ .0 .137x 3.9 5.4+..-..0 .137x 3.0 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.9 5.4+ .0 .137x 3.0 5.4+ .0 .137x 3.0 4.9+ .,Q .137x 3.9 5.4+ .0 .137x3.0 5.4+ .0 .137x 3.0 4.9+ .0 .137x 3.9 5.4+ .0 .137x 3.1 5.1+ .0 .137x, 3.0 4.9+ .0 .163x 7.8 10.5+ .0 WEB SEC NUM, SINGLE OR DOUBLE SPECIFIED W/WO WELD OR FILLET. ---------------- **BRIDGING REQUIREMENTS** WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH /(TC RYY) SPACING ROWS TYPE 1.435 1.435 60.667 507.203 " 20.222 2 H I--- ----- - CENTER ROW REQUIRED IN PLACE OF ONE ROW OF BRIDGING. NOTE: VERTICAL IN END PANEL LEFT EITHER SET OR SPECIFIED. OTE: VERTICAL IN END PANEL RGHT EITHER .SET OR SPECIFIED. OTE: MINIMUM WEB SECTION SIZE SPECIFIED OTE: MINIMUM REQUIRED WELD LENGTH FOR WEBS SPECIFIED 1 1 I makMERICORP Jun 22,. 1994 76-4- 531 LIST 3 4 30LH 280 61' 0" ** LONG SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENGDEPT** 5 BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD STANDARD INCHES 3.0.00 61- 0 0/0 10.0 1.96 TL 1.96 LL *LOAD S . CRITERIA** TOTAL LOAD = 280. PLF, LIVE LOAD = 280. PLF, UPLIFT LOAD = 50. PLF. UVE LOAD - DEFLECTION SPECIFIED - AS L/360 **BASIC DIMENSIONS** IW_K___LE_N_G_T_H__ LEFT RIGHT LEFT RIGHT END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 60.6667 4- 7 0/0 4- 7 0/0 1-11 0/0 1-11 0/0 9 AT 5- 4 0/0 LEFT TC RIGHT TC I END PANEL END PANEL 4- 7 0/0 4- 7 0/0 1DEPT H LEFT DEPTH DEPTH CENTER RIGHT ...• 30 0/0 30 0/0 30 0/0 (ACTUAL) 28 0/0 28 0/0 28 0/0 (EFF) . . . . *TRUSS ANALYSIS**----------------- . . EFF WEB WEB AXIAL LD AXIAL LD AXIAL. LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 618.3 28.008 2 -.528 + 16855.0 14902.2 . .0 I1 2 886.7 28.008 Vi .000 - 886.7 14902.2 .0 3 641.7 28.008 3 1.218 - 9042.7 .0 20641.0 4 746.7 . 28.008 4 -.875 + 9636.5 27892.4 .0 746.7 28.008 V2 .000 - 746.7 27892.4 .0 6 1 5 746.7 28.008 5 .875 - 8502.8 .0 34290.6 7 746.7 28.008 6 -.875 + 7369.1 39835.8 .0 8 746.7 28.008 V3 .000 - 746.7 39835.8 .0 9 746.7 28.008 .7 .875 - 6235.4 .0 44527.8 746.7 28.008 8 -.875 + 5101.7 48366.7 .0 I 0 1 746.7 28.008 V4 .000 - 746.7 48366.7 .0 2 746.7 28.008 9 .875 - 3968.0 .0 51352.6 13 746.7 28.008 10 -.875 + 2834.3 53485.3 0 .746.7 28.008 VS .000 - 746.7 53485.3 . .0 5 0 4 746.7 28.008 11 .875 -. 1700.6 .0 54765.0 6 746.7 28.008 12 -.875 + 566.9 55191.5 . .0- 7 746.7 .28.008 V6 .000 - 746.7 55191.5 .0 18 746.7 28.008 12R .875 + 566.8 .0 54765.0 746.7 28.008 hR -.875 -, 1700.6 53485.4 .0 19 0 746.7 28.008 V7 .000 - 746.7 53485.4 .0 1 641.7 28.008 1OR .875 + 2834.3 .0 51352.6 22 886.7 28.008 9R -.875 - 3968.0 48366.8 .0 618.3 28.008 V8 .000 - 746.7 48366.8 .0 4 .0 . .000 8R .875 .+ 5101.7 .0. 44527.8 0 3 5 .0. .000 7R -.875 - 6235.4 39835.8 .0 6 .0 . .000 V9 .000 - 746.7 39835.8 .0 27 .0 .000 6R .875 + 7369.1 .0 34290.6 8 .0 .000 5R -.875 - 8502.8 27892.4 . 0 9 .0 .000 V10 .000 - 746.7 27892.4 .0 0 .0 .000 4R .875 + 9636.5 .0 20641.0 3.1 .0 .000 3R -1.218 - 9042.7 14902.2 .0 .0 .000 Vii . .000 - 886.7 14902.2 .0 3 I2 .0 .000 2R .528 + 16855.0 .0 .0 I I I ERICORP Jun 22, 1994 76-4- 531 LIST 3 -------------- I *CHORD DESIGN** STEEL FY = 50000. PSI AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO END PANEL PP 3254.2 .1085 -6121.3 2873.0 .0958 .2042 END PANEL MP 3254.2 .1660 5418.1 1019.7 .0353 .2013 VAR PANEL PP 3254.2 .1085 -6121.3 2873.0 .0958 .2042 VAR PANEL MP 3254.2 .1218 -382.9 179.7 .0060 .1278 INT PANEL PP 12052.3 .4017 -1991.1 934.5 .0312 .4329 PANEL MP 12052.3 .4543 995.6 187.4 .0064 .4607 I INT VAR PANEL MP 3254.2 .1218 -382.9 179.7 .0060 .1278 VAR PANEL PP 3254.2 .1085 -6121.3 2873.0 .0958 .2042 R END PANEL MP 3254.2 .1660 5418.1 1019.7 .0353 .2013 PANEL PP 3254.2 .1085 -6121.3 2873.0 .0958 .2042 I END SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH C 54 L3-1/2X3-1/2X.344 55192. .75 34.9 1725.7DEV 0 61- 0 0/0 BC 52 L3-1/2X3-1/2X.313 54765. 1.00 92.8 1673.4REQ 0 53-10 1./2 .OREQTL BOTTOM CHORD UPLIFT: 9779. 1.00 92.8 L/RZ SEC DESCRIPTION AXIAL STRESS CBRNP BC 52 L3-1/2X3-1/2X.313 13185. .4395 BOTTOM CHORD UPLIFT: 2336. .1078 I BOTTOM CHORD EXTENSION = 1- 0 1/4 L/360 LIVE LOAD DEV = 288.7 PL, L/240 LIVE LOAD DEV = 433..1-PLF TOTAL LOAD. FOR DEFL = 280.0 PLF. ***CHORDS GOVERNED BY LL DEFLECTION*** *END PANEL DESIGN** AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH FT 14902.2 1.00 77.0 0 V 4- 7 0/0 8 0/0 fGHT 14902.2 1.00 77.0 0 V 4- 7 0/0 8 0/0 **WEB DESIGN** STEEL Fl = 50000. PSI. MIN VERT SHEAR = 2123.3 LBS. -------------- END REACTION = 8493.3 LBS. DEV WELD SIZE AVBL B IVE REQ NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 9 L1-1/4X1-1/4X.133 2 1.00 156.2 + 16855.+ 18889. .133x 8.5 19.4+ .0 Vi 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1163.- 3066. .illx 2.0 3.8+ .0 L 2 X 2 X.213 1 1.20 110.8 - 9043.- 9815. .188x 3.2 5.4+ .0 I 29 4 17 L1-1/2X1-1/2X.138 1 1.00 143.9 + 9637.+ 11849. .138x 4.7 5.3+ .0 V2 8 Li-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 5 27 L 2 X 2 X.187 1 1.00 108.0 - 8503.- 9131. .187x 3.1 6.1+ .0 6 8 L1-1/4X1-1/ 4X.111 1 1.00 172.6 + 7369.+ 7955. .111x 4.5 4.9+ . 0 V3 I 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 7 22 L 2 X 2 X.137 1 1.00 107.2 - 6235.- 6787. .137x 3.1 6.1+ .0 8 8 L1-1/4X1-1/4X.111 .1 1.00 172.6 + 5102.+ 7955. .11lx 3.1 4.9+ .0 V4 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 22 L 2 X 2 X.137 1 1.00 107.2 - 3968.- 6787. .137x 2.0 6.1+ .0 I 9 10 8Li-1/4X1-1/4X.111 1 1.00 172.6 + 3224.+ 7•955. .11lx 2.4 4.9+ .0 V5 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 11 20 Li-1/2X1-1/2X.170 1 1.00 144.6 - 3224.- 3434. .170x 2.0 5.3+ .0 12 8 L1-1/4X1-1/4X.111 1 1.00 172.6 + 3224.+ 7955. .11lx 2.4 4.9+ .0 1 V6 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 12R 8 L1-1/4X1-1/4X.111 1 1.00 172.6 + 3224.+ 7955. .11lx 2.4 4.9+ .0 hR 20 L1-1/2X1-1/2X.170 1 1.00 144.6 - 3224.- 3434. .170x 2.0 5.3+ .0 V7 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 8 L1-1/4X1-1/4X.111 1 1.00 172.6 + 3224..+ 7955. .11lx 2.4 4.9+ .0 I 1OR 9R 22 L 2 X 2 X.137 1 1.00 107.2 - 3968.- 6787. .137x 2.0 6.1+ .0 V8 8 L1-1/4X1-1/4X.111 1 1.00 113.6 - 1023.- 3066. .11lx 2.0 3.8+ .0 8R 8 L1-1/4X1-1/4X.111 1 1.00 172.6 + 5102.+ 7955. .111x 3.1 4.9+ .0 7R 22 L 2 X 2 X.137 1 1.00 107.2 - 6235.- 6787. .137x 3.1 6.1+ .0 U END REACTION = REQ DEV KL/R AX LOAD AX LOAD 113.6 - 1023.- 3066. 172.6 + 7369.+ 7955. 108.0 - 8503.- 9131. 113.6 - 1023.- 3066. 143.9 + 9637.+ 11849. 110.8 - 9043.- 9815. 113.6 - 1163.- 3066. 156.2 + 16855.+ 18889. UREQ KL/R AX LOAD 122.2 - 3010. 113.6 110.8 143.9 - 1721. 113.6 108.0 172.6 - 1316. 113.6 107.2 172.6 - 911. 113.6 107.2 172.6 - 506. 113.6 144.6 172.6 - 101. 113.6 172.6 - 101. 144.6 113.6 172.6 - 506. 107.2 113.6 172.6 - 911. 107.2 113.6 172.6 1316. 108.0 113.6 143.9 - 1721. 110.8 113.6 122.2 - 3010. UDEV AX LOAD - 8401. - 3796. - 1773. - 1773. - 1773. -. 1773. - 1773. - 1773. - 1773. - 1773. - 3796. - 8401. H I UERICORP 6-4- 531 LIST 3 -------------- **WEB DESIGN** STEEL Fl = 50000. WEB NO DESCRIPTION Q K V9 8 L1-1/4X1-1/4X.111 1 1.00 6R 8 L1-1/4X1-1/4X.lil 1 1.00 I. 5R V-10 27 L 2 X 2 X.187 1 1.00 8 L1-1/4X1-1/4X.111 1 1.00 4R 17 L1-1/2X1-1/2X.138 1 1.00 29 L 2 X 2 X.213 1 1.20 I 3R V ii 8 L1-1/4X1-1/4X.111 1 1.00 2R 9 ------------------------Li-1/4X1-1/4X.133 2 1.00 **WEB DESIGN FOR UPLIFT** [WEB NO DESCRIPTION Q K 2 9 L1-1/4X1-1/4X.133 2 1.00 Vi 8 Li-1/4X1-1/4X.111 1 1.00 L 2 X .2 X.213 1 1.20 I 29 4 17 L1-i/2X1-1/2X.138 1 1.00 V2 8 L1-1/4X1-1/4X.lil 1 1.00 5 27 L 2 X 2 X.187 1 1.00 6 8 -1/4X1-1/4X.111 1 1.00 V3 I L1 8 L1-1/4X1-1/4x.111 1 1.00 7 22 L 2 X 2 ..X. 137 1 1.00 8 8 L1-1/4X1-1/4X.111 1 1.00 V4 8 Li-i/4X1-1/4X.111 1 1.00 22 L 2 X 2 X.137 1 1.00 I 9 10 8 Li-1/4X1-i/4X.111 1 1.00 V5 .8 L1-1/4X1-1/4X.111 11.00 ii 20 L1-1/2X1-1/2X.170 1 1.00 8 L1-1/4X1-1/4X.111 1 1.00 V6 I 12 8 L1-i/4X1-i/4x.111 1 1.00 12R 8 L1-1/4X1-1/4X.111 1 1.00 hR 20 L1-1/2X1-1/2X.170 1 1.00 • V7 8 L1-L/4X1-1/4X.111 1 1.00 8 Li-h/4X1-1/4X.111 1 1.00 I 1OR 9R 22 L 2 X 2 X.137 1 1.00 V8 8 L1-i/4X1-1/4X.111 1 1.00 8R 8 L1-1/4X1-1/4X.111 1 1.00 7R 22 L 2 X 2 X.137 1 1.00 8 Li-1/4X1-h/4x.111 1 1.00 I V9 6R 8 Li-1/4X1-i/4X.111 1 1.00 SR 27 L 2 X 2 X.187 1 1.00 via 8 L1-i/4X1-i/4X.111 1 1.00 17 L1-1/2X1-1/2X.138 1 1.00 I 4R 3R 29 L 2 X 2 X.213 1 1.20 Vii 8 L1-i/4X1-i/4X.111 1.1.00 2R 9 L1-h/4X1-1/4X.133 2 1.00 2123.3 LBS. 8493.3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .11lx 2.0 3.8+ .0 .lhlx 4.5 4.9+ .0 .187x 3.1 6.1+ .0 .11lx 2.0 3.8+ .0 .138x 4.7 5.3+ .0 .188x 3.2 5.4+ .0 .hlix 2.0 3.8+ .0 .133x 8.5 19.4+ .0 Jun 22, 1994 PSI. MIN VERT SHEAR = *BRIDGING REQUIREMENTS** I WORKING TC RYY BC RYY LENGTH 1.849 1.842 60.667 WORKING LEN DEVELOPED NO. OF /(TC Rh?) SPACING ROWS TYPE 393.792 20.222 • 2 H CENTER ROW X-BRIDGING REQUIRED IN PLACE OF ONE ROW OF BRIDGING. UPLIFT BRIDGING NO. OF I SPACING ROWS CLEAR SPAN BC RYY L/RYY 10.000 8 51.833 1.842 65.143 I 1 I Page Job _AM (to P Date —-94 I Subject By p OJE 4 I ISO 'y / I '' 91 le /' I I Page I . Job AAA, cp f-/AAi AE,& Date 7 -13— Subject By -J(,A I . . O7TOA C#-ioo jj . • M,kx/MM MJ7 1 I : : -#- M - ~4 ,,j. 135 ,. x 7 3ZGi^j -K I I 240 as AAfi I V4 0 eri • /FES/o MAX ,t(a4 - I 44 /AJ L ( —:z7 A/4 - OFF CA N I WES (.&) + I A1 &E.' • . I = 4l . ID Vt Page Job 4M?C-f /-L4/-E- Date 7- I Subject By -) A i VV Ec- o-MJ 1 -7- 14 a 08 14 I i.7f • I'z.c,.J I TaE V /1 ME 1-0 IC OFESS/o 0. 1/rc (3c)/449 C35148 I Ui I L 44 I 7;,1* i OFr CA I Akco • . 1-0 /i1 I • I F4- V - _ 10 - • V I Croo V • )'P. .9i5 Page Job cC1 Date *7-/:9 -54_ Subject By -J(AA I rr FO I -o. • I AAiD '7_ c 7 I 1ME-Fofr-E I P4b-r I 0 0 I. I. I RROM I I I 4 1 I . I I I I I. 6r- I I I Page AM'co -L4A.'€ Date _7-. i 94 ect By -JiAA pp_St AA., . 7— 1o7 G:O - k .4-7- d- AJ.O (J .=. -57 FtC-5.• Re4 c-. F-6 P- GO 0. C) 1jJ,4'1 L33(zc.j) cIt.r?. I 3.0 I.•. __ Page I Job A.*&i o-f A)t.t Date 7- Subject By --JIAA AJ 0 OA j be 44-3 7 i L (o/oi)/oJ I - - (c - 0 . //•3t I 0 0• 0 - 0 35148 rn I Co 5YJ ô 1/ + 0 I 0 H BUILT-UP SECTION PROPERTIES JOB NAME : MB SHORES ------------------------------------------------------ AMICORP HANGER TOP PLATE WIDTH = ------------------------------------------------------ 6.000 INCHES TOP PLATE THICKNESS = 0.250 INCHES VERT. PLATE HEIGHT = 16.000 INCHES VERT. PLATE-THICKNESS 0.150 INCHES BOTTOM PLATE WIDTH 6.000 INCHES BOTTOM PLATE THICKNESS = ------------------------------------------------------ 0-.250 INCHES SECTION PROPERTIES AREA Y Y*AREA D I-X 1.50 16.38 24.56 8.13 0.01 2.39 8.25 19.73 0.00 51.03 1.50 0.13 0.19 8. 13 0.01 5.39 44.48 CENTROID 8.25 INCHES MOMENT OF INERTIA Q 49.09 INCHES-4 SECTION MOD TOP = 30.19 INCHESA3 SECTION MOD BOT = 30.19 INCHESA3 AREAND*D .99. 02 0.00 99.02 BUILT—UP SECTION PROPERTIES ------------------------------------------ JOB NAME : MB SHORES AMICORP HANGER TOP PLATE WIDTH = 6.000 INCHES TOP PLATE THICKNESS = 0.250 INCHES VERT. PLATE HEIGHT = 38.000 INCHES VERT. PLATE THICKNESS = 0.179 INCHES BOTTOM PLATE WIDTH = 6.000 INCHES - BOTTOM PLATE THICKNESS = 0.500 INCHES SECTION PROPERTIES AREA Y ------------------------------------------------------ YN-AREA D IX 1.50 38.63 57.94 21.69 0.01 6.81 19.50 132.86 2.57 819.88 3.00 0.25 0.75 16.68 0.06 11.31 191.55 CENTROID = 16.93 INCHES MOMENT OF INERTIA = 2405.63 INCHESA4 SECTION MOD TOP 110.25 INCHES"3 SECTION MOD BOT = 142.08 INCHESA3 AREA*D'D. 705.94 44.96 834.78 Jc4O5.,3/Ii3I AT EP 9-5 T BUILT-UP SECTION PROPERTIES ------------------------------------------------------ JOB NAME : MB SHORES ANICORP HANGER TOP PLATE WIDTH = ------------------------------------------------------ 6.000 INCHES TOP PLATE THICKNESS = 0.250 INCHES VERT. PLATE HEIGHT = 10.000 INCHES VERT. PLATE THICKNESS = 0.179 INCHES BOTTOM PLATE WIDTH = 6.000 INCHES BOTTOM PLATE THICKNESS = 0.500 ------------------------------------------------------ INCHES SECTION PROPERTIES ------------------------------------------------------- AREA Y Y*AREA D I-X 1.50 10.63 15.94 6.41 0.01 1.79 5.50 9.86 1.28 14.94 3.00 0.25 0.75 3.97 0.06 6.29 26.55 CENTROID = INCHES MOMENT OF INERTIA = 126.77 INCHESA4 SECTION MOD TOP = . INCHESA3 SECTION NOD BOT = -------------------------------------------------------- 30.05. INCHES3 f_ox ------------------------------------------------------ AREA D*D 61.56 2.94 47.25 I Page___ I Job AMsco.P 9 Aoi 4 E Date 7)c?4 Subject By _JwA I CozA foL I ,-1 F-4 T-E 'r7 o i I - -,4R-- '7• • ,WJ1t,JA ij (,2C cr/jô..) ro I I 'WL l AT Wc'6T. Z4.E 4q7ctJ A eD c 1. H 0. I H £1(4C35148 TT I r--x.p dI5 i * p , : Page Job _Am icopL kA.Oe,E4 Date 7 -94 By —JIM IA) --'4N V 8 0 . - - I IO.7frJ . 0 Pi 14, coo - - - h/r //M .I!-/z2 c73 P-4,J . 2rJ E -HEA - a - ci ,,j. = ' py ('3a xiO) k4I) c.~c , Page Job Date - 7- L Subject By D,MJcTTOIJ 4c -rE AL-'/ 4C>4 3 cpri, - ' 3 -. j,u -rEJilc,J T/4E 47 (vk ri -,'-P4c rr'/ cP ,4P4AJ t A.AJo eJEL 7 ,4 4C i'T-)' eF 77-T. c)tj7 4P4c.,7Y ' 'J , B', I 7 - -Ac7b - 7C:) /A5,Jr cP41—( k M= PL (t') 8 2 - WE. I 0 3.c II o F 4 (c) 3 1Lr Z4.Pd4 -r\ c E#t,q f:%4, PC) Page Job AmiCø -'e. Date Subject By _j ("A ~iD I JA2- oJM,Ji P P M1AA (P4 -'4 -r cF- 3-4 0 .0 = £ 5MXVA , 6C I - I 6Cp PEE. . , a 1(0 9.10 z'- - o.33Zt(30.) 4r - PcF T-4 = /0.0 '(zc.o') a 2. P a- -x= qO8,4 C OA) * CAST-UTILITY BY CAST INC. N. TIME: E/23/94 14r53:42 PAGE 1 * *********************3*•X*****3**4**3c.3*** I, Et 4 fl * SUMMARY OF THE INPUT INFORMATION * i TYPE OF THE PROBLEM AISC CODE CHECK FOR W12X14 * Yielding Stress 3* Maximum Axial Force 3* Effective Length in major axis * Effective Length Factor (major) 3* Effective Length in minor axis 3* Effective-Length Factor(minor) * Max imum Major Axis Bending Moment 3* Unbracecl Leng th (Comp flange) * Maximum Minor Axis Bending Moment 3* Shear acting in local Y * Shear acting in local X 3* Factor of Safty (for member siz ing): 3* Cb (Section F1.3) 3* Cmx (Formula 1.5-1a) * Cmy (Formula 1.6-1a) 3@ KSI -5.2 KIP 4@8 :I:NcH 6@ INCH @ K:u:'••-:NcH 1 I NCH g KIP-INCH @ KIP @ KIP 1 1 1 1 3* The web and the flange of this member is continuously connected 3* This is not a Hybrid member. 3*3*3*3*3* *3*3*3*4*3*3*3*3* ******************4***3**3* *1*4*3*3*3*3*3*3*3*3*3*4*3*9*3*3*3*4*4*3*3*3*3* * SECTION TO BE CHECKED W12X1.4 * *3*3*3*3* SUMMARY ***** * SECTION tJ12X1.4 INTERACTION FORMULA RATIO 0.0723 Fa 1.250 Fbx N 0.000 I:.by 1 0.000 Fa_al].ow 17. 299 Fbxa].low .0.001 Fby allow i 0.001 EM' 9-167 * CAST-UTILITY BY CAS INC. 3* TIME: 6/23/94 14:52:22 PAGE: 1 * 3*3*3*3*3* *3*3*3*3*3*3*3*3*3*3*3*9*9*3*3*9*9* 3*3*3*3*3* •X• '3*3*3*3*3*3*3*3*3* '3* 3* 3*3*3*3(3* 3*' 3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3* P1, 1 * SUMMARY OF THE INPUT INFORMATION * L.4O TYPE OF THE PROBLEM AISC CODE CHECK FOR L412X14 I I I I 3* Yielding Stress 3* Maximum Axial. Force 3* Effective Length in major axis 3* Effective Length Factor (major) 3* Effective Len g th in minor axis 3* Effect ive' Length Factor (minor) * Ilaximum Major Axis Bending Moment 3* Un braced Len q th ( Cbm p fl an * Max imum Minor Axis Bend ing Moment * Shear acting 1fl1C)Ccl Y 3* Shear acting in local .X 3* Factor of Safty (for member si z ing) so KSI -1.2 KIP 408 :INCH 1, 60 INCH 1 576 K:cI:'-INCH 60 INCH 0 K:I:'-INcH O KIP 0 K11' 1. I .1 I i 1 3* (b (Section F 1.3) : 1.75 3* Cmx (Formula 1.61) 1 3* Cm).' (Formula 1.6-1a) 3* T eL web and the flanqe of t i. s m e m her J.s cc)nt:Lnuous].y connected * Thi s is not a Hy br id me m be r - *3* * * * *3*3*3*3*3*3*3*3*3*3*9*3*3* * * 3* * 3*3*3*3*3*3*3*3*3*3*3* X *3*3* •X• 3* * *3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3*3* * SECTION TO BE CHECKED L412X:14 3* SUMMARY 3*3*3*3*3* 3* SECTION : W12X14 1: HTERAcT:r.ON FORMULA RATIO 1.3248 Fa : 0.288 Fbx 38. 658 FI:y : 0.000 Faallow : 15.031 Fbxa].low : 29. 609 F y allow 0.001 rjFESSIO 0010, 9 (J..ti( C35148 I .7-4-94 J; ' OF IxP c1c I I I I Page I Job _ Date _---94 Subject By JIM I •..• .. ell t 4 Alt I I . fto#e TLZ 5. o L i5 Cp 4L)O . - cd 7-14-91f OF CA W,0x R- Esf' Page ob _,4itto-P Date I I ;ubject By I W"' I Zo 17 I = o'C) - I 6,Cp 1.0 33e O-35Pr - 352 H. S f,oL"\ 17-)44 JJ I S . AP4rrf 4- I 4. S A S 17. K S I I Page Job _A<rcX&f Date________ I Subject By I • . 1 JJ44 COAhAJ Ed-fl OA) Th I I I . I I I 'I I .' oOFESslo pq 'I' CARDIFF GEOTECI-INICAL CONSULTING ENGINEERS AND GEOLOGISTS .1 H I December 7, 1994 .. Michael B. Shores = . MB Shores Corporation I. P.O. Box 2.34069, - Leucadia, CA 92023-4069 S I .. • I .. References: 1) ROUGH GRADING REPORT Proposed Hanger Facility 2036 Palomar Airport Road I . Carlsbad; California Prepared by. Cardiff Geotechnical Dated December 5, 1994 2) PRELIMINARY GEOTECHNICAL INVESTIGATION -. Amicorp At Hangêr 10 Palomar Airport I Carlsbad; California S . . Prepared by Property DèvelopmentEngineers Dated November 29, 1993 SI NOTICE OF FOOTING EXCAVATION OBSERVATION - . . ,• T 1. h footing excavations for the proposed hanger -facility have been observed and • are approved by this-firm.,The footings are founded into non-expansive granular materials.. - S - S • • - 2 All loose debris should be removed from the base of the excavations prior to • pouring concrete. - - .• • . S I S - 135 LIVERPOOL DRIVE SUITE A • CARDIFF .-CA92067. 5 - S •S•• • S - S• (619)753-3697. FAX (619)753-4158 CARDIFF GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS December 5, 1994 - Michael B. 'Shores MB Shores Corporation P.O. Box 234069 ., . Leucadia, CA 92023-4069 Subject: ROUGH GRADING REPORT Proposed Hanger Facility . . . 2036 Palomar Airport Road Carlsbad,. California . Reference PRELIMINARY GEOTECHNICAL INVESTIGATION Amicorp At Hanger 10 Palomar Airport . • .. Carlsbad,-California . Prepared by Property Development Engineers Dated November 29, 1993 Dear Mr. Shores . In response to your request, we have performed field observations and testing dining the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report Based on the results of our testing, it is our opinion that the fill was placed in an -adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, please do not hesitate to contact us at (6'19)"753-3697. This opportunity to be of service is greatly appreciated Respectfully submitted, OFESS/o,V CARDIFF GEOTECHNICAL CID CD CC Exp 12-31-97 Mark±"4Si' gh net,PE Geologist Geotechnical Engineer 135 LIVERPOOL DRIVE • SUITE A • CARDIFF • CA 92007 (619) 753-3697 • FAX (619)'753-4158 II. .:..: COMPACTION REPORT . 1• 1 H . U . .. Proposed Hanger Facility 2036 Palomar Airport Road Carlsbad, California 1.,.:.., Prepared for: . I . Michael B. Shores . -. . . MB Shores Corporation . P.O. Box234069 Leucadja, CA 920234069 •. • • • T • December 5, 1994 . '.. . W.O. G-158054 1 .. . . .. ,.,• ... I .. . . • I . H.• . . - Prepared by: . . CARDIFF GEOTECHNICAL . 135 liverpool Drive Suite A .. . - . . .. . . Caidiff, California . . 1 H . . . .•. I .. . December 5, 1994 W G-158054 1 Page 4 GEOTECHNIcAL CONDITIONS - I Previous grading on the site generated minor fill deposits along most of the site. The fill I material is underlain by clayey soil deposits. Underlying the surficial deposit, sandstone with interbeds and lenses of clayey siltstone and claystone -are present. These I ,• sedimentary units have commonly been designated as the Santiago formation on published geologic maps. - 1 0 EXPANSIVE SOILS. - . The imported deposits are predominately granular deposits with a potential expansion in the very low, range. Mixed on-site fill deposits and clayey rock units are highly I expansive. DISCUSSION I . -The following• is a discussion of the grading operations, as they were performed on the 0 I site . The existing structures and pvement were deolished and disposed of offsite. Several' test pits suggested that sbsurface.waterwas migrating into the site from. , the adjacent alley along the northwestern portion of' the property. - - I 'I, :- , , 0, ' , O •0 0, I I I - December 5, 1994 - W.O. G-158054 1 Page 3) A subdrain, consisting of a 4.0 inch diameter embedded in graveiwas constructed - along most of the northern property line. The subdrain trench is 2.0 feet wide I and in depth from 6.0 feet. varies approximately 3.0 to The outside of the trench is provided with filter fabc while the inside is lined with Visqueen. I 4) The clayey soil and rock units were removed to a depth of approximately 4.0 feet below the, proposed building pad subrade. Where deep column footings are planned, along, the northern and 'southern sides of the structure, 16± foot wide • slot cuts were excavated to a depth of approximately 6.5 feet' below pad grade. I Most of the parking area 'was undercut 'approximitely 2.0 feet. However, the southern portion of the parking area was limited to a 1.0 foot undercut. The 'clayey soil deposits were exported. - u ' H 5) Minor amounts of fill consisting of a mixture of excavated materials was placed in lifts of about 6.0 to 8.0 inches thick-in-the lower 1.0 foot of the• pad area I ' excavation. The fill was moistened as required, to achieve near optimum moisture • content, and 'compacted by track and wheeL rolling with heavy earth-moving • equipment and with a motorized sheepsfoot. ,• • - '• 'I ' ''• -'-- P -:-- -. ': - - 6. Imported fill consisting of fine and coarse-grained sand was placed in the mannei ' indicated above. 1 -.' H., .-, .•• •: - " I ' ' - ' •: ' 'fl " • December 5, 1994 W.O. G-158054, 1 Page 7. The building pad is capped ly approximately 3.0 feef of imported granular deposits. The proposed column pads are underlain by a minimum 2.0 feet of granular deposits. I ;. 8. Based on selective testing, the fill was placed to minimum of 90 percent of the laboratory maximum dry, dens1ty, as indicated by our test rsults. CONCLUSIONS AND RECOMMENDATIONS Foundations (Non-expansive Fill Deposits) 1 Footings should be reinforced with-a- minimum of four No. 4 bars, two placed along the top of the footing and two placed 3.0 inches above the base. Footing recommendations provided herein are based upon underlying soil conditions and are not intended to be in lieu of the project structural engineer's design. . j. Footings fouiided a minimum. of 18 inches into compacted fill may, be designed, for a bearing value of 1500, pounds per square Ioot. • The bearing value;indicated above is for the total dead and frçquently applied live loads. I This value may, be increased by 33 percent for short durations of loading, including the effects of wind and seismic• forces. Resistance to lateral load may be provided by friction acting at the base of foundations I II December 5, 1994 W-.O., G-158054 I •Page 7 and by passive earth pressure. A coefficient of friction of 0.34 may be used with dead-. load forces. A passive earth pressure of 300 pounds per square foot, pet foot of depth I of fill penetrated to a maximum of 1500 pounds per square foot may be used. H I .. Slabs On Grade (Interior and Exterior) .: Proposed slabs should be designed for anticipatedwheel loads as evaluated by the project structural engineer. From a geotechnical viewpoint, slabs on grade should be a minimum I of 4.0 inches thick and reinforced in both directions with No. 4 bars placed 18 inches on center. Where moisture sensitive floors are used, a minimum 6.0-mil Visqueen or I equivalent moisture barrier should be used covered by a minimum 2.0 inch sand blanket. I It is suggested that slabs be provided with contraction joints as recommended by the project structural engineer. All slabs should be cast over dense. compacted subgrades. - Drainage . 0 - • 0 -. 0 0 Imported. fill is composed of granular. deposits that are relatively pervious. Underlying I - the fill, impervious clayey rock units are present. Infiltrated water will result in subsurface ponding. In this regard, water should not be allowed to infiltrate into the fill deposits. If planter areas are desired, they should be limited in size, and provided with -. - drought resistant plants which require -limited irrigation.. Pad water should be directed - away from foundations and should not be allowed to pOnd. Vegetation adjacent to foundations should be avoided. • 0 - :1 :0 0•• - H' - - ':. ENCLOSURES 2WPENDIX A LABORATORY TEST RESULTS • TABLE Field Dry Density and Moisture Content Moisture Dry Relative Test Test .Content Density % Soil Date No. Location Elev. % (pcf Compaction Type I 11/9/94 1 See Map -4 16.0 114.3 Sedimentary Rock I 11/9/94 2 See Map -4' 13.6 114.2 Sedimentary Rock 11/9/94 3 See Map -4' 8.5 - 115.2 • Sedimentary Rock 11/15/94 4 See Map -2' 9.9 127.0 98 B 11/15/94 5 See Map -1' 11.7 126.3 97 B I 11/15/94 6 See Map i -2' • 11.9 • 125.7 • : • B i 11/17/94 7 See Map -1.5' 8.6 127.9 98 • B U 11/17/94 8 See Map -1.0' - 9.0 126.5 97 • B 11/22/94 9 See Map -1.0' 11.1 126.4. 97 B 11/22/94 10 - See Map Subgrade 5.3 125.5 97 B 11/22/94 I (pad) 11 See Map Subgrade 8.9 122.4 94 B - (parking area) I 11/22/94 12 See Map Subgrade (parking area.) 5.0 0 118.7 91 B 11122/94 13 • See Map Subgrade 8.3 121.9 94 B • (parking area) 0 • I 0 * Approximate depth below subgrade . • I OH I i 0 MIN U ..LTtf 11ff IJ. ,.... 1. a - ii Ju urirgtj.. y ru. .. .t... r IJITI tI*PIflU JU. :tm irwisi& uru ILFLL iui. lUlL. .tt J - -. - - - - . .. —: .. _ _. _ __ — - • L. .- . t Ii I . / -. / - - b J 1.-I - I ' '• '-• —,- --- •' I — 1 To rTz7ft:75E~c) I 1.~ /, ~"Y~ it/ I . , I /" I I .-~ I I % -5 .. ..... ..... D4 rrO -) - UJI -- '. -/ I / / I. - ,.- ..• t -\ // - Jpt925H pN-rJG dJ / / / ftQ oo 4!12 , // / / 4 p- F I1 0114A IF t-i I E- , -' / / - f-. 'v pjQpr4 Lor r1-AT X. Al 94 I - ,/•./ /iI ,./ __/ \. - -. - - .7 / .•/ /.x,,I/'../.hj // - 07 09 06 _L_ -_- I ________________ ___ ___ ___ 7 ___ ___ ___ __ '4--. \ / - - -- .7 -- - -------------'- -- ------ - - /-------------------------------------------- - - - 1 DNSID? TEST LOCATION (app * ) // - I i ' - • - -. \. - - I / 1/ __________ - LIMIT OF FILL (approx ) uBDRAIN LOCATION (approx ) 14, 92 rh / - ile 44 I -rFI x 41 01 ' I - - - Lh,LrrI' u 14 0eP-4aF2-:PQ XI rcr7) -r - r-q l' - '-r 601 r ''r rv'-i rL-r --"— I i w 1 . I . --- 6r4UTEP LOUD WVTH 34'tl s ET ANCHOKS 01451 ' / 2rAL1 rE.P P.-1 C.tJP '-- AT ntwe LOCATIONS 1riz / 1/ I . / - •.. . ::..;.., . MY LJ H / I 54! MOH I - v '._' C&K.?LYVVDOD 4:4. Q 24 o.. -- - "a Was . 1 INGESPWEI_DTOcHAMNL. / 411 7. c 'r S'W 9S4LV AtC7EZ CONE - I - It 05 VL - EEW I II' p - - cfS L Jt1 -R E I- a z a 4.' S AECVED MAR 16 1994 YEAKEL A.LA. INC. PRELIMINARY GEOTECHNICAL INVESTIGATION Site: Amicorp at Hanger 10, Palomar Airport Carlsbad, CA 29 November 193 Owner Amicorp Properties do Daniel Titcomb Prepared at the request of Daniel Titcomb PROPERTY DEVELOPMENT ENGINEERS, INC. 1859 S. Escondido Blvd. Escbndic3o, CA 92025 -1- :NDEx General Information .3 of 8 Seismic Activity ............................................... 4 of 8 Landfill Limits ...............................................of B Proposed Construction ......................................4 of 8 Field Investigation & Test Results .....................5 & 6 of 8 Recommendations ............................................6 of 8 Construction Specifications .................................6 of 8 Closure .....................................................8 of 8 APPENDIX Appendix A" - Location Map Log of Test Pits I - 3 Slab Crack Information & Specifications Fault Location Map Jnified Soil Classification Chart Appendix fl31 - Standard -Specifications for Compacted Filled Ground -2- '• PROPERTY DEVELOPMENT ENGINEERS, INC. 1859 S. ESCONDIDO BLVD., ESCONDIDO, CA 92025 JOHN E. VERNON, PRESIDENT, RCE 21121, GE 858 'CHARLES W. DAVIS, VICE PRESIDENT, ROE 21719 -QAnnY L. .iuJcou, rnojcor cNoiuccn, floE 40980 ' ' FREDERICK F. BRONSON, CHIEF OF SURVEYS, LS 5085 DELBERT C. DANIELS, CHIEF OF MAPPING, LS 3351 November 29, 1992 Amicorp Properties do, Daniel Titcomb 2250 N. Broadway Escondido, Ca '92026-1447 PRELIMINARY GEOTECHNICAL REPORT ' Site: Hanger 10, Palomar Airport, Carlsbad To whom it may concern: Our firm has completed a visual and limited underground survey of the native soils at the above referenced site. It is understood that the anticipated development will consist of a steel frame hanger and parking tie down aprons. The structure is to be of steel frame and concrete slab floor construction, with commensurate soils loading. GENERAL INFORMATION The existing terrain slopes slightly to the south and east at variable inclinations and is the site of an old steel framed building and A.C. paved tie down area A curbed street parallels the south property line within the property. The native soil is a light brown silty fine sand SM (Huer'heuro Soils per USDA Soil Survey) and is not detrimentally expansive if the recommendations ,to' mitigate, contained herein are followed. Generally the topsoil has been removed by prior grading. Underlying the A.C. surface layer is a light brown silt/clay stone bedrock with a variable thin layer of disturbed fill and imported base. The bedrock is weathered at the surface and becomes more dense with depth. All excavated materials were moist but no seepage was in evidence during the site inspection. No ground water should be encountered within 101 of the surface. -3- PROPERTY DEVELOPMENT ENGINEERS. INC. ENGINEERING • SOILS TESTING • SURVEYING TEL. (619) 743-8808 FAX (619) 743-7466 SEISMIC ACTIVITY There are no known faults located close to the site (Elsinore fault is approximately 30 miles NE). (Rose Canyon f a u l t i s 8 m i ± SW). It is our opinion that the site could be s u b j e c t e d t o moderate to severe ground shaking in the even t o f a m a j o r earthquake along, either of these faults, howev e r ; t h e s e i s m i c risk at the site is not considered significant l y g r e a t e r t h a n that of the surrounding area. Construction in a c c o r d a n c e w i t h the minimum standards of the most recent editio n o f t h e U n i f o r m Building Code should minimize potential damage a s a r e s u l t o f seismic activity. LANDFILL LIMITS: We have made a review of the Metcalf and Eddy su r v e y o f t h e Palomar Airport Solid Waste Landfill, unit 1, and n o t e t h a t t h e closest limit is 1001 ± to the southeast of the southeast corner of this property. Care should be taken to ve r i f y t h a t n o unsuitable fill is used when the surface is r e m o v e d a n d recompacted. PROPOSED CONSTRUCTION The proposed construction as shown on the above refer e n c e d p l a n consists of preparing for a cut/fill pad with e x c a v a t i o n s o f up to 3' in vertical depth. Foundations should b e f o u n d e d i n f i r m natural non-expansive soil or properly compa c t e d p e r v i o u s embankment. To minimize the potential for d i f f e r e n t i a l settlement, the entire cut portion of are a s p l a n n e d f o r structures be' over-excavated to a minimum depth o f 3 f e e t ( 3 ' ) below finish grade and replaced with compacted p e r v i o u s f i l l . The soils engineer shall review the footing excavati o n s p r i o r t o concrete placement to ensure adequate foundation s u p p o r t . A l l drainage should be directed away from footings i n t o t h e n a t u r a l drainage direction or into properly designed a n d a p p r o v e d drainage facilities. Failure to observe this r e c o m m e n d a t i o n -4- could result in uplift or undermining and differential settlement of the structures or other improvements on the site. As an alternative to removing all existing surfacing, the structural section may be designed by. 'R value" over the existing concrete slab and street surfaces with ,a minimum fill necessary to satisfy the "R value" design. The design should be based on the "R value" of the subgrade .soils, ignoring the existing Portland Cement Concrete and Asphalt. ConOrete sections, except that the south half of the street section may be considered where only an overlay Asphalt Concrete wedge section is needed to meet design finish grade. If this alternate is selected for economic reasons, it should be understood by all parties that differentials may result between the sections where.character of subgrade is changed. Added steel mats near the upper surface of slabs at the transition zone would minimize the differential effects. SETTLEMENT CHARACTERISTICS Settlement of foundation soils, subject to structural loading, is normal and should be anticipated. It is our opinion, that the estimated settlement for the proposed structure may be considered to be within tolerable limits, provided the recommendations presented in this report are followed. Tolerable limits for differential settlement are'normally accepted as being on the order of 0.75 inches between similarly loaded foundations. TEST AND ANALYSES of the prevailing natural subgrade soils indicated the following engineering properties: TYPE 1 NATIVE FORMATIONAL Unified soil Classification SM & MC In-place Density 95.6 pcf Maximum Dry Density 103.5 pcf - 5 - Optimum Moisture Content In Place Moisture Content Active Soil Pressure (Restrained or sloping bkf ill) Passive Soil Pressure Design Bearing Value (2 ft. depth & 2 ft. width) Friction Factor Expansivity R Value TYPE 2 MANUFACTURED FILL SOILS In Place Moisture Maximum Dry Density Optimum Moisture Content 22.3 % 27.2 41 pcf 60 pcf 314.9 pcf 1800 psf 34 High <5 14% 118 12.9 DESIGN RECOMMENDATIONS . We recommend that continuous and spread footings of the structure be reinforced with at least two #5 bars top and two bottom (total of 4) as minimum reinforcement and that the slabs be reinforced with #4 bars at 18" on center each way, placed carefully at. mid-slab height on a clean, 4" compacted and moisturized sand blanket. A vapor barrier of 6 mil visqueen is. recommended to be sandwiched in the sand blanket under all indoor living or office areas. An allowable soil bearing pressure of 1500 psf may be used for design of footing sizes. A lateral bearing of 300 psf/ft may be used for pole design using flagpole formula (UBC 2907g). Soil weight of 100 pcf may be assumed for design purposes. All foundations shall have a minimum size as - 6 - determined by the structural engineer.. Slab and Asphalt Concrete surfacing should be structurally designed for appropriate wheel loads. The steel recommended is minimum for the soil condition and does not consider structural requirements. CONSTRUCTION SPECIFICATIONS We emphasize that it is the responsibility of the contractor to ensure that the proper steel reinforcement be placed at design depth in the slab, that the bedding be properly prepared, and that the concrete is properly cared for during placement and curing. While cracking up to 1/8" of concrete slabs is guaranteed, and minor cracking must be expected on any pour as a normal occurance, it can be minimized if the proper steps. are taken. Cracking is often aggravated by loose bedding displaced by construction operations as concrete is being cast, cold joints during pour, high water/cement ratio, high concrete temperature at time of placement, small nominal aggregate size, and rapid loss of moisture due to weather conditions during . placement and curing. Experience indicates that use of reinforcement in slabs will generally reduce the potential' for 'drying and shrinkage cracking but this is just one of many important considerations. All slabs should be placed on a granular, non-expansive, compacted sub-base at least 12" thi-ck. All -bedding materials placed prior to pour must also be compacted. Proper steel reinforcement must be blocked to mid-height, with extra steel placed at all re-entrant corners. All subgrade should be thoroughly moisturized prior to casting of concrete. We recommend the use of low slump concrete (not exceeding 4") for all pours. Additives may be necessary for workability. A concrete additive such as "Fiber Mesh", which minimizes shrinkage, can further minimize cracking if used per. manufacturers specifications. The contractor should take appropriate curing precautions during and after placement of concrete-to minimize cracking of slabs. All slabs should be orovided with sawed, troweled or zip-strip weakened plane joints at 12715 strategic intervals - 7 - where random cracks may occur to allow for straight line, "designed cracks in lieu of random cracks. Sawing should be done the same day as the pour and not before it can be accomplished without raveling. Slabs should be :sprayed down several times each day for several days during hot, dry weather. We recommend that.a slipsheet, "Semco" tile set, "Nobleseal" or equivalent be utilized if crack-sensitive flooring (such as hardwood flooring, marble, ceramic tiles or mexican payers) is planned directly on the concrete slab. Cracks under vinyl floors should be filled with mastic crack sealer. Patio slabs, driveway slabs or A.C. paving within 5' of lower fill, cut or steep native slopes are susceptible to edge settlement and cracking if proper precautions are not made for lateral support. All auxiliary slab and driveway subgrades should be inspected by the Geotechnical Engineer immediately prior to placement of surfacing. Masonry walls should have designed cracks provided at .- 20' to 30' intervals during construction. Some settlement of compacted fill is considered normal and should be anticipated. In our opinion, the total and/or differential settlement expected for the proposed structures is considered to be within tolerable limits, however, unexpected saturation of the fill soils can lead to excessive differential settlement. Therefore, it is important to provide proper surface drainage (including appropriate crack seal on asphalt and concrete aprons and parking areas) and prevent excessive subsurface water intrusion from sources such as over-irrigation, inadequate drainage, or leakage of subsurface utility pipes. Any grading should be done in accordance with the Grading Ordinance of the County of San Diego, City of Carlsbad, and the attached Standard Specifications for the Placement of Compacted Filled Ground. Special footing design will be recommended if necessary at time additional grading is completed and footing trenches are excavated. - 8 - CLOSURE We especially note here that for reasons of economy, we have limited our investigation to the evidence available from visual inspection of the existing floor slab, testing of the surface or near surface soils, and our discussions with you or your representative along with review of the available documents. We candidly admit that visual examination will not disclose al.l information but feel the information is adequate at this stage of review and that final recommendations should be based on actual footing soil conditions after final plans are determined. If we have misunderstood your intentions as to the extent of this investigation, please notify us immediately in order that we may modify our program of investigation and corresponding fees accordingly. . The conclusions and recommendations herein have been based on the observations and/or testing as noted as well as our experience. No other warranty, expressed or implied, is made. We will be available upon prior notification for prejob conference and certification testing when the grading work is scheduled, at time excavations are made and footings are ready to cast. Property Devel ment Engineers Inc. SSio bTohn'' 4&i E.Vernon Ik RCE 2112, GE 858 GO Exp. 9/30/97 ØSSIOiy4 OF c APPENDIX "A" I,•• .-••.----------•------ \-••- ••••.••••••___•__- (• • 7 \•.••• U_c'., '! • V1 a MiA Etc '":: V1 __ 0 \ ç\ k I I -\ '- •- ( S I • , -S •' i I .,L -_ ••• * : \. • 1) • • • 'S ii'• -N '••• i •'S• - — •I. • ••• S - ••• I .••—i.—•• - •• QL- WL0f rIO ) b \••_ cic Writ TLII T1JJ7 ))LVrOc / - l( / I / 44 tic al ofit • -. // :,,) - N) - • / •• ' - • • ttic (/.\( L1 -vVIEN t Elf \ • --,• -• -T •• -2 ••: > cl ' S.) 914c, ••••.' - - .•-•'• ; S 7c7r / \\ \V \ -• \ __) \\\ \ \ I!it \ '± / -• •. -S-S \\ '\ --_- BACKHOE COMPANY:_I'_44k BUCKET SIZE: DATE: Xj _JI_p... F w I- - -1 6 SOIL DESCRIPTION u, o PIT NO. I ELEVATION TEST 20 0 -0- Z. - ,./4 • 94f AkK 5- • • -• Ii2-'ø £'/// m%i • • 10- Ale Z 15 I I TEST PIT NO. ELEVATION __ • - • e4/(//G M T 10- LOG OF TEST PITS PROJECT NO. • I • TFIGURENO. PROPERTY DEVELOPMENT ENGINEERS, INC. • BA6KHOEC0MPANV:/j6' A44' BUCKET SIZE: DATE:#4 ? - SOIL DESCRIPTION 8 2 TEST PIT NO. 3 ELEVATION 50 oe- • • ______ . C i. c',i e C' ,i'e 10- ....................................................... 15 0 I- TEST PIT NO. ELEVATION ,' c5,4ce p, e4 47/ ;o7 *%• /6 I 10 LOG 1511 .L I II . F LOG OF TEST PITS • 2 PROJECT NO. • • FIGURE NO. PROPERTY DEVELOPMENT ENGINEERS, INC. • BACK* HOE COMPANY: BUCKET SIZE: DATE: I.- U, _i f. >.I_ D i-f <(I) jo SOIL DESCRIPTION WIL. < Z1_ aZ.... !!z- 8 62 . TEST PIT NO. 5 ELEVATION —0= = . co 00 / 10— . . ,7"e /#4' .•• . ,4e, 'f 6 15— - - . •. - . .- TEST PIT NO. 6 - ELEVATION - - - - 10 —'//i/ 15 I LOG OF TEST PITS . I IPROJECT NO. I - . . FIGURE NO. 1 APPENDIX "B" 3A CR -3: / MAXIMUM DENSITY TEST DATA vi OWNER: V4A' T'70Y TEST DATE: SITE: P404i4'Z_''' FIELD TECHNICIAN: J' 30 -5/L..r LAB DATE: 17-01 GRADER: '- CoM7 LAB TECHNICIAN:__________ THOMAS BROS. PG. NO. (S. >- o.115 a - ASTM TEST DESIGNATION WEIGHT OF HAMMER(Ibs) SOIL FRACTION TESTED v'6'5-- SIZE OF MOLD(cu.ft.) DROP HEIGHT(in.) BLOWS PER LAYER NO. OF LAYERS ZERO AIR VOIDS CURVE - 100 95 0 5 10 15 20 25 30 MOISTURE CONTENT (%) --G=2.7 (/ P Z7.Z) 110 105 ZA4 X. 0. 7 MAXIMUM DENSITY TEST DATA OWNER: ?AA-' -5 TEST DATE: SITE: FIELD TECHNICIAN: jCV 54U) LAB DATE: GRADER: Co,ur LAB TECHNICIAN:_________ THOMAS BROS. PG. NO. 1 4 1 4( 13 13C 125 &5 120 z bJ Q.115 a - FSOIL + MOLD (3,1/ 13, 'IL- 13.t f3$ MOLD TARE - SOIL - WET DENSITY / Zh 176.9 13 3. L CAN NUMBER L WET SOIL + TARE DRY SOIL + TARE MOISTURE V,9 '' TARE 'IlDRY SOIL t77- 43V /7 '/ MOISTURE (z) / //,/ /Z // DRY DENSITY (pci) 10'5:61 11V.2 "I /fZ'/ ((pcf) //Lc NATION /5b7-0 -?8 110 105 TION TESTED Z5 () - HAMMER(Ibs) /0 IOLD(cU.ft.) HT(in.) RLAYER YERS Is— —C,'.] 5 10 15 20 25 30 MOISTURE CONTENT (%) 'AIR VOIDS CURVE 8 :26 =2.5 (/.F iz) jOR t. 93-105L DATE 11-29-1993, TD JOB NAME: PROPERTY DEV ENG SAMPLE: SOIL TYPE: DESCRIPTION: YELLOWISH TAN FINE SANDY CLAYEY SILT/SILT? CLAY *** CAUTION *** THE BEARING CAPACITY SHOWN BELOW IS JUST ONE TOOL OF SEVERAL USED BY THE GEOTE(HNICAL ENGINEER TO DETERMINE IF THE FOUNDATION IS ADEQUATE ! Friction Angle (deqrees) = 28 Wet Density(pc-F) 1 113.7pQ,7 Moisture content("/.)I . 21.400 LATERAL LOAD PARAMETERS ACTIVE PRESSURE, (p&) = 41 PASSIVE PRESSURE (ps+) 314.9 AT REST PRESSUF:E(sf) 60.3 - Ka = 0.36 bp =2 77 }.o =u 5 COEFFICENT OF FRICTION ,= 0.34 Cohesion (Dsf) = 338 Dry Density .(pcf).= 93.65733 Factor o+'Sàfety = 3 I BEARING CAF(ps+) DEPTH/FTG. 1579.805 1601 .376 1 1622.948 .. 1 161.4.520 . .. 1 1666.091 1 1710.905 ; 1.5 1732.477 : 1.5 1754.049 . 1.5. 1775.620 . .. 1.5 1797. 192 1.5 1842.006 .. 2 1863.578 . 2 1885.149 2 1906.721 . . . 2 1928..293 . 2 1973.107 . 2.5 1994.679 2.5 2016.250 2.5 2037.822 2.5 2059.394 2.5 2104.208 3 2125.779 3 2147.351 2168,923 . 2190,494 3 NC = 16.4 . NO = 6.9 NG = 4,6 JOB 4 :93-105L LOCATION Xi= 85 X2= 142 X3= 245 F1= 26,35 F2= 44.02 F3= 75.95 TIT 857.9429 T2= 1433.269 T3= 2472894 ROOT MEAN SQUARE ERROR IS 17.132 PERCENT AGREEMENT T2 AND TB = 97 FR2= 28 PROVING RING SERIAL NUMBER = 13012 FRICTION ANGLE = 23 COHESION = 338 WIDTH/FTG. 1 .. 1.25 1.5 1..75 1 1.25 1.5 1.75 1 1.25 1,5 1.75 2. 1 1.25 1.5 1.75 .-) 1 1.25 1.5 1.75 TB= 1396.26 C2= 319 LI- Cl) 30( -J z 0 201 0 1CC 0 1 2 3 VERTICAL (KSF) Average W+W Initial Soaked 3. 3. Av. .90xL164x 163,6 x Initial j_ Initial Ws + Ww = 0.859 x (/3Z ' Ws =411 w Xo= 1Y4 ='7 10 20 30 40 50 6C 7C 8C 9c 00 140 I 5C I 6C 170 1 8( 1 9( 221 231 241 251 ,1- DIRECT SHEAR TEST Remolded 0 Undisturbed 0 NO. _?3 1&5L Rate of displacement inches/mm. NAME_".,-Ie4-rY jPc' n 9 DATE__________________________ 7/SAMPLE TEST SPCS. REMOLD TO 90% SOIL TYPE ___________________________ AT /O315 PCF DESCRIPTION _14OM/? I_7 _17,ive Zç/,ui AT _3 _OMC RING NO. / #1 112 $13 114 Ws +Ww +r INITIAL íqe, SOAKED INITIAL /9 SOAKED /13 INITIAL 96 SOAKED i3..3 INITIAL SOAKED w,, = / i5/,1 441 4403 *02 rwa __ NOUNI1MI01 MUMMMUMI _____ WIMMIPECTRAJ "IF "I mmEVil vJI___ rwr. • I mmmmmmftl MF w Soaked Ws+Ww= ='•iU( =33 I: X Soaked 0.859x(/ =/',/ u= 0 Co= 35's PSI VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Phone (619) 743-1214 Fax (619) 739-0343 - 3013 NUMBER 93-105L • . DATE: 11-30-1993 CLIENT NAME PROPERTY DEV ENS 1859 SOUTH ESCONDIDO BLVD - - -ESCONDIDO - CA 92025 - - ------ •-- 743-8808 - -. JOB NAME PROPERTY DEV ENS / AMICOF JOB LOCATION - - STREET: NAME - STATIONING SOILSAMPLE PROVIDED BY-.,PROPERTY DEV ENS DATE 'SUBMITTED TO LABORATORY: SOIL DESCRIPTION: YELLOWISH ORANGEISH WHITEISH FINE SANDY SILT/SILTY CLAY R-VALUE REPORT NUMBER: RV-015-93 COMPACTOR PRESSURE - P.S.I. MOISTLJE @ COMPACTION - PERCENT DENSITY- POUNDS/CUBIC FOOT R-VALUE-STA}3 I LMETER EXUDATION PRESSURE - P.S.I. COVER THICKNESS BY STABILOMETER (FEET) COVER THICKNESS BY EXPANSION (FEET) T. I (ASSUMED) BY STABILOMETER @ 300 PSI, EXUD. BY EXPANSION PRESSURE AT EQUILIBRIUM SAND EQUIVALENT RVALUE DATA ------------ A B C D-- 110 40 26.1 280 4_S LESS THAN 5 / LESS THAN 5 / .uu.mumu.mu.mmmmummu.mm .m mum mm mm mum' mmummmummmummum.mmumm.m u umumm mm•u mum mummmmmmmmmmm mumumu mum umum mm mu.mm'.. u.m.mummmu.mmmmm.m on m.mmmu MEN o m Mr's ME mmmuummmmmm.mmummm .umum mum umum mum mmu mmm•muummu mmmmmmmmm mmmmumm uum mm' mmm•m m.mumuu.umummmumm •u mm mummummu mum. mm• mm.mmu•mmmmu.umu. mm..m mmumm mm mm mm.m mmuummummmmmmmmmm mmmu. mum mmu'mm mm mum mmumumummmmum.mmummm.mmummr.mmummm. mu mmum.umummmmmuum m mmum. mri mmmm mu mum ummummummu mmmumu u mmmmmmmr.aummm mu mm.. umumumumu.mmmumm.umum.mmrammmummuumu. uumumummmmmmmm.m.mmmmmmrmmmm..mmmuuu m.ummmmmmmmmummmm no mmmr.ummu MEMO am MEE mumummu.uumm.u.m mum ur.amu muuu mum umum u, mmm.uummmmummmmmummm,.ummmumumumumum mmmmummmmmummmmumumrgmmmmummmmummuuu uummmummmummumummup"4mmmmmummummummmum ummmmmmummmuum.mmp4mmmum.mummmum.mmmm immmmmmm m mum mmummpj mum mm mum mum umum mm mm mmumuuummm.mmmm,4mm..mmm.uuummmu.muuu mu mmuum umm mum uraummum mum mum mum mumm mum mummmm.mmm mmmp4mm mum mum m mu umm mum. mumu m mmmm mumm mm.ru mm mmum mum .m mum mum. mmmm ummummmmmm mmp4mm mm mmmm mmm mu mum uuu mum u m I m mmmuummum r4um.mm mum mum mm. mum mumu mm um ummuuuuummp4umm.mmummmmmumummummmmmumm ummmmmmuurm.ummmmmmmmmmmmuuuumuummmmm mmmmmmmpummmmmuummummmmmuuummummu.um ummmumur4mmmm.mmmummmmmmmmuuu.mmmummuu im mum. r4mmu uumm mummum mum mum mm mm. mum mum iu .umrm mm umum umum. mm. mu mm. mum mm mum. mm lmmmrimmmmmu..uum..mu.ummm.u.u.mmmmumm u.umuuum.mm.m.mmmmm.mmmum.uu.m ummmmmmmmmmmmumummummmumm.mmmm umummmmmm..um.mummmmmmummmmmuu mum•mmuuuuummmmum.ummmuuummmum m.mum.mummmumummmmmmmmuu ummmm.mmmmmummm .mmmmmmmmmmmmmmummummmmmm iuummmmm..mmmmm mm.mummmm.mmmmmmmm.mmmmm mmummmmmmmmmuu mmmmmumummmmmmummmmmm.mi immmmmmmmmmmm.m mmummuumm.mmmmmmmmmmmmmu .mmmmmmmmmmm mum muummum.mmmmummmmmmmmmmm .ummu.m.mmmmmmm mmmmummumummmmummmmmummu ummummmummmmmm mm.m.mmmummmmummmmummmmu ummmmmm.mmmmmmu immm.mmmmmmmmmmmmmmmmmmmi ummummmmmmmmmmu immmmmuumummuuummmmmumm.m uuumumumm.mmmmm ummmmummmmummmumummuuumu .mmmummu.mmmmmm mummmummmmmmmmmmmmmmummu uu.mmm..mmummu mmmmmummummmmmm.mmmmmuum mummmmummummmm uummmmmmumummuummmummmum Imuummmmmmmmmmm muum.m.mmmmumummmmumm..0 .m.ummmum.mmmum mmmmmummummuummmmumummum uummmmmmmmmmuu .mumu.mmm.mmmmmmmmuu.mmm Imumummmmummmmu mmmmmmmm.mmumuummmmummuu uuum.mmummummm mmmmmmmmmummmmmmmuummmmm .mmmmmmmummmmm mmmmmmummummmmmmummmmmmu mm.mmummmmmumm mummmmmumm.uuumuummmummmm mmuummmm.umumm ummmmmmmmmummmumummmmuumm Iu.muummmmmummm ummmummuummmmumummmmum.m. ummmmuummummmm mumummmmmm.mmumummmmmmumm .muummmmummmmmu mmmmmmmmmmmummmmumummmm.m Im.ummuummmummm mmmum.umummmmmmm.ummmmmu. .mmmmmummum.mmm mmumummmmmuuuuumummuumuu .mmmmumm.muumm. ummumum.mmu.muumummmmumm. uummumumummmuu mmmmm.mmumummm.uummmmmmm. muum.ummuummml mmmumummmmmmmuummmummum.m uummmmmmmmmum mmummuuuumumum.mummmuu.mu .mmmmummmmmmmul mmmmm.mummmmmmmmmmmummmm. .mummm.mmmmmumu mmmmmmuumummmmmmmmmmummmm .u.ummmmmmuumml mmmmuuummmummmummmmm.mmu. m.muummmmmmmm muu.muumummmmmmmummmmmmmm ummmu.umummmml mmmummmmuuumummmmmmmmmmmu .mmmmmmmmumuml mmmummuum.uumummmmmm.umu. .mmumummmuummmu mmmummmmmmmmmmm.mmmmummmu mmumuummmmmmml mmmmmmmm.mummmmmmummummmu mmummumummmmuU mmmuuumuu.umummmmmmmummmm m..Iu.,.!.mmml I JOB NUMBER 93--105L JOB NAME PROPERTY DEV ENODATE 12-6-1993 SAMPLE AMICOP SOIL DESCRIPTION YELLOWISH ORANGEISH WHITEISH FINE SANDY SILT/SILTY CLAY SIEVE WT.RET. ACC.WT.RET.. ACC.XWTRET. 7.PASSING 4 0 0 0 100 30 23.5 23.5 5.62201 94.37799 100 34.8 58.3 13.94737 86.05262 200 49.1 107.4 25.69378 74.30622 0 3 110.4 26.41148 73.58852 INITIAL WEIGHT DRY SOIL BEFORE WASH(GMS)= 418 WEIGHT DRY SOIL AFTER WASH(GMS)s 110.4 EXPANSION TEST (In Accordance With U.B.C. Standard #29.2) JOB NO. /ô5 DATE JOB NAME TECHNICIAN 7, SAMPLE DESCRIPTION /d4e 7e Initial Moisture Content Compacted Moisture Content, Near Optimum J? Initial Bulk Sample Weight Weight of Sample Passing No. 4 Sieve E . % Compacted Weight, Ring + Soil : Weight of Ring P Specimen Weight, (F)-G ' ' gcc, Compacted Wet Density I x 0.30171 Compacted' Dry Density [I/ (l + B) I Degree of Saturation, [B/64 - 0.37041 I &39' °6 0Z'8 L M 0 ..' UNCORRECTED UNCORRECTED CORRECTED CORRECTED SWELL DATA DATE I TIME I DIAL STATIC LOAD = 144 'PS FINAL READING: INITIAL READING: VV 1 2'O EXPANSION'READING / L-M = 0 EXPANSION INDEX = ' (o x 10 EXPANSION POTENTIAL II EXPANSION INDEX = 1.000 X 0 X E EXPANSION POTENTIAL FINAL MOISTURE CONTENT (Submerged) 1. Wpt Wicthf -I- Rina Dry Weight + Ring, Water Loss, (1-2) logo_______ Weight of (Rinq) Dry weight, (2-4) Final Moisture, (315)xlO 39,0 MV ENGINEERING, INC. I . SI S SI ..I :e • I ._• ••• .•• S I •I • I • S •I• S . LOAD CONSOLIDATION* TEST IcIlIJ-•1 —I1.[.1Fb1I1l —a*i.iuii' IiIIilhII 1111111 1111111 mlIIIIHIU 1111111 1111111 Ii1II1OImIIIIOII 1111111 iiiuni 1111111 1111111 II1Ih!iL !!!AiIIII 1111111 _____ - JIIIi!iNiIiIIIII 1111111 rniiiuiiii 1111111 III lillifli 11111 1111111 IIIIIIIII - 1111111__1111111 • S ___ ___ !iJI1iIIIIII_____1111111__1111111 !rnR'illI_- 1111111 1111111 RI11I1III_I1II11hI 1111111 I1I1IIiiuiu111IIIIu 111111 _____ CONSOLI DATI.QN : E'v D //i' 5àm mIiulE-,ffn - I 1 _------ r7,I , _- - _ p _ MINE I1SJC3 WT. INITIAL WT. OF Rni(, 4. 4AMPL SATUATED WT. OF: i- 5/IMPL INITIAL MOISTURE (cr x 5 5OIl) DKIED WT. OF g'NCi .4- ML 194 LOS 1920 — - . ANGELES j r \R(VESIDE 'j-;;-;:'ç \ L:uC \ 1890 \ 8 - 1923 f I c c 41 \ sics .1OG • ( 6ç.AcH .-.-. 0 R A N G E R I V •. R S . letz legg 1861 ) - .A % — \fJtOJi4 - 54 J. ROSE CANYON*.. (1968 FA(J1..T ZONE . ' I894\ /\ I. \ !) I M CORONADO BANKS ( S FAULT ZONE ' t'L..._.....—D I E G .. S \ — - J z \ •. W4(( 13 41 - 5.9-S.0 1855 1942 1915 :.. •. ..4:. M6.3 .._l )ji S S. 5—.-- - .-• . . .. .. -_'_.—J . I \ CN I'll FAULT ZON'= I . .. . . — —. :_• 2k 5 . •S El LOIJETEAS S S ° $ • so $00 - - UI I(S b—la 05 L L ...-,-. b.orsc o.'hçro. o -mb .snrc Th_ P- .,.A I • ._...._ s... ... -- .r5.ore re.: Irs. o: .r%'.rI•sr. 5'•L C-(Z•rr•r1••0 I -3'. e.t.:r.-_ir. 5.3. t7 lOs na3.coga pr4,r 10 I3C16 .crr el-.L-r.j:ed fr-cm d.-.gc rr-'*,fls .a..gsrd an In:crJ..) VII ('4o..d Usrati PO .) or gro.s l a rocg1.5f s-qr.n-}snl so R..r sr -( I. Is oe.r.sr., C.Worusa. 31 C.dtrstC c.resç-rs.kcs. I major end one g.c.I c.nsqrak: (IC') ens-c r.-pore L. lbs Ie4-.e..s per.od j'd.JQfl * eni..iiy .c 1 2 Psi es-cr. aadienee5ed. E.nl.qcakz Ip.cresers since 1933 plotted t,om ssnprce-ed sncrumcass Is os4Ksr. Csliior... I4oIocesc .okank .1411 (Amboy. r15$S1s. Ccn-o 29 soodsr..e • and3 sn.jos s.nbqc.l..es -csc rvposssd in Stec 'Oye.t period 2933-2013. ' ?raia anss £51500 Bsslce) Cods rencn..o.snd.l.on, by u.s Sruassod £ g.aecss Aisociatioe of C.1Jorou S S gsc.s snt.q..aki so oar steal Lou a R.dwet Mqaèads of 7.3/4 of v-c'c. omajoe, earsiçake 7 so 73/1;. ..odcrsoe rsosb asos qaakr $.o 7. Modifad (roe a9 soo90sd by Ri. Psmco G.soloE.. S iisoaouy sad Ei40a.cslal 2oço. ipecinl &ii.ss of The ,.oc,aiso. of £ngioecnss( Gcologssl. !913. FAULT LOCATION MAP _____ Hazardous Materials SANEEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE . Management Division . . CIPITY SF 'RAN Nis Busiss Name .._- 2~5A ., Contact Person V Telephone / 4C e, zeo477 Mailing Address " City . State . Zip Plan Filet Site Address ,;-OM City " State Zip Plan Filet PART I: - FIRE DEPARTMENT HAZAC'RDOUS MATERIALS MANAGEMENT DIVISION: OCCUPANCY CLASSIFICATION Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any, of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Explosive or Blasting Agents 4. flammable Solids 7. Pyrophorics 10. Cryogenics 13. Corrosives Compressed Gases 5. Organic Peroxides. 8; Unstable Reactives 11 Highly Toxic or Toxic Materials 14. Other, Health Hazards Flammable or Combustible Liquids 6. Oxidizers . 9. Water Reactives 12. Redioactives OFFICE USE ONLY RMPP Exempt Date . Initials 0 RMPP Required Yes No ' f. is your business listed on the reverse side of this form? j, Will your business dispose of Hazardous Substances or Medical Waste in any amount? ' Date Initials Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons. 0 RMPP Completed / 500 pounds, 200 cubic feet or carcinogens/reproductive toxins in any quantity? . !J, Will your business use an existing or install an underground storage tank? Will your business store or. handle Acutely Hazardous Materials?, . . Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT '• . .. . . If the ans war to any of the questions is yes, applicant must contact. the Air PollutiOn Control District, 9150'Chesapeake Drive, San Diego, CA.92123.. Telephone (619) 694-3307 prior to the issuance of 's building permit. .' . YES NO/ ., . Will the intended occupant install or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categories, on the reverse side of this form?. (ANSWER ONLY IF QUESTION 1 IS YES.) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 1 2) as listed in the current Directory of School and Community College Districts, published by the San Diego County Office of Education and the current' California Private School Directory, compiled in accordance with provisions of Education Code Section 33190? 1cLc Name f Owner or Authorized Agent: cg 2,1-iu " ,4 Signatur:of Ow thao the best of my knowledge and belief the respon7s de herein are true and correct. Do not write below this line FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: . ' Date:_______________________________________ EXEMPT FROMPERMIT REQUIREMENTS COUNTY-HMMD _.' .APCD APPROVED FOR BUILDING PERMIT BUT NOT OCCUPANCY COUNTY-HMMD. APCD APPROVED FOR OCCUPANCY COUNTY-HMMD APCD Environmental Health Service. . . . . . County of San Diego DHS:HM-9171 (6/92) . Depat*ment of Health Service. PART II: COUNTY OF SAN DIEGO HEALTH DEPARTMENT- HAZARDOUS MATERIALS MANAGEMENT DIVISION: CONTINGENCY PLAN REVIEW: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous' Materials Management Division, 1255 Imperial Avenue, 3rd Floor, San Diego, CA 92186-5261. Telephone (619) 338-2222 prior to the issuance of a building permit. FEES MAY BE REQUIRED INDUSTRIAL WASTE DISCHARGE PERMIT APPLICATION BUSINESS SITE ADDR CONTACT PERSON (at business), \ /' "5 PHONE NUMBER 74t - S Type of Business (check all that apply) O Agricultural 0 Government O Assembly 0 Laboratory AuWmaWe 4 LM-ç ',-p&,D Laundry O Chemical Handling C 0 Manufaóturing 0 Electronics 0 Medical O Food 1 0 Metal Work 0 Office O Photo Lab O Retail - O Service Station 0 Warehouse El Other DESCRIBE WASTE OTHER THAN DOMESTIC (Chemicals, Particulates, etc.)tJô&.- DESCRIBE BUSINESS ACTIVITY: GENERAL DESCRIPTION OF ONSITE WASTEWATER PROCESSING: (chemical & physical characteristics)_ Is business presently in operation at site? (YES 0 NO . Has Wastewater ischarge Permit been applied for through the Enciria Water Authority? 0 YES UKNO AppIicanJName --- Title Phone 725733 Pleaie Print JL4 Date.0/12, , 41 !V IN, 2 Am: 5~,& W-4 OF Date Date forwarded to Encina_______________________ P:\D0cS\IISF0R1ftFR1I00045 Idøii\ REV. 2/10/92 Cit f Carlsbad . ........... Y 0 E ze INDUSTRIAL WASTE PERMIT APPLICATION Section 13.16 of the Carlsbad Municipal Code requires all persons discharging industrial waste into the sewer system to apply for an Industrial Waste Permit. All process wastewater must meet the industrial waste discharge standards as set forth in the Pretreatment Ordinance adopted by the Encina Wastewater Authority April 25th, 1990. The application must be completed and returned to the Engineering Department prior to building permit issuance. An incomplete application may delay approval of your building plans. The completed application will be reviewed and forwarded to the Encina Wastewater Authority and, if necessary to the San Diego County Department of Public Works for further evaluation. At this time a determination will be made as to whether further investigation will be required. If pretreatment is required, a Wastewater Discharge Permit application will be issued by either staff at Encina or the Engineering Department planchecker. Please call the Carlsbad Municipal Water District at 438-2722, extension 153, or the. Encina Wastewater Authority at 438-3941, extension 3713 if you need further information about this permit. Copies of the Sewer Ordinance and the Pretreatment Ordinance are available upon request. Questions regarding fees for the Wastewater Discharge Permit should be directed to the Carlsbad Water District at 438-2722. 0 There is no fee for the initial Industrial Waste Permit application required at this time. Please return the completed application to the Carlsbad Municipal Water District at 5950 El Camino Real. 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894 0 - •..- . Amicorp Properties -2250 North Broadway. Escondido, California 920261447. 619741-1911. FAX 6197416384w October 24, 1995 ..2 . •. - - .. - - - Mr. Mike Peterson City of Carlsbad Building Department 2075 Las Palmas Drive - Carlsbad, CA 92009-1576 REt EXISTING STRUCTURE -"CREDIT'.' - :RELATING TO PERMIT. FEES FOR . .. . . . #CB 940048, PROJECT #A9400069 Dear Mike, Per our discussion on October 11, 1995, enclosed are several docum'ents to attest to our previous hangar, and disposition of the site, which was - demo'd and replaced with the above mentioned "new' project- The lease agreement with San Diego County Airports indicats a'time certain for the hangar removal as one of their stipulations, which was met 5 4. The old hangar was 60' x 60' plus a 12' x 60' office area (north side) and two toilets The site was totally pavedfor aircraft1tie down The only difference from old to new basically is that we can put more and bigger airplanes in the new 'hangar.- - ' We appreciate your help in getting -this straightened out, and if there are - any questions, we are available to meet withyou, or give us a call 54 S55 Sincerely, . 1 . Dan Titcomb - lit S - - -A DIVISION OFAMICORP, INC. 0•1 :35 619 741 6384 ,MICORPINCESCODIDOC 001 P02 OCT 29 '93 12:45 YERKEL A.I.R. P.2/4 ENGINEERING DEPARTMENT `ENGINEERING REVIEW SECTION FEE CALCULATION WORKSHEET 0 Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. 76 Address;. / /4 '0 Bldg. Permit No,___________ d9- ft" Prejiared by: Date; Checked by; Date:__, PV CALCIJ.ATLQN Ust types and square tootages for all uses. 3 9— TI1TU1e ____________ .:Sq. Ft Sc'p VPOW~ EDU'S ________ 'H /25 elaw Total EDU's: ... 77 ": •' T CAI,CULATIQNS Ust types and'squareffQtagea for all uses. Types 9 Of Use 4 c . 'Sq Ft., coo ADT'a - 5V ° — ',• 7,*.Q — H.' .. • ,, 14J115F, •: /? hoD 0' •• Total ADT's:_. __________ Pgg§ RQUtRD " ',• . - PUBLIC FACILITIES FEE REQUIRED 0 YES E3 NO (See Building Department for amount) WITHIN CFD: 0 YES (no bridge & thoroughfare fee, NO reduced Traffic Impact-Fee) i.PARKINLlEU FEE PARK AREA:________ FEE1UNfl X NO UNITS______ O 2 TRAFFIC IMPACT FEE I ' AOl's; __. /O/ X. 'FEE/ADT:.. -. 0'3, BRIDGE AND THOROUGHFAE FEE " "'•• AOl's ____ /ô. X FEE/APT o 4. FACILITIES MANAGEMENT FEE 0, ' 590 r, 4'VD X ij'9 7' $___________ 0 5 SEWER FEE . PEAMrt.No. •.: ' EDU's & '27 X FEE/EDU BENEFIT AREA:..c- o I '' ' EDU's: '77 '. X FEEIEDU;_'7k'. '$ •2f7 - /6. SEWER LATERAL ($2,500 DEPOSIT) 4J ,$_—t9T • 7. WATER FEE ç1ir E.OU's: - X•" .:FEEiEDu:_H. • -..• .$__6 -T — TOTAL OFABOMEFEiI$ ..•''. _.-••'••••. _- lisa .I'iiiI f*m..whlgh mu he iu II I I I )h ) 141' iuutg p :. ti '• I CT SeC COUNTY ENGINEER I COUNTY AIRPORTS COUNTY ROAD COMMISSIONER * . TRANSPORTATION OPERATIONS DEPARTMENT OF PUBLIC WORKS . COUNTY SURVEYOR FLOOD CONTROL till t (619) 6942212 . • - LIQUID WASTE I FAX (619) 268.0461 -555 OVERLAND AVE SAN DIEGO CALIFORNIA R212 -1295 . SOLID WASTE '.'LOCATION CODE S5O I •••. I February .4' 4, 1993 •': H- S'1 1-I I' 1,1 . . . 'S :1 S •' SI I .S . .5 - ;011 lI 1 1 Mr .,Daniel V Titcomb Vice-President/Secretary I Amicorp Properties 2250 North Broadway L Escondido, CA 92026-1447 I SUBJECT:.McClellan-Palomar Airport -, New.Aviation Lease ' Amicorp Properties - County Contract Number 71588-a Enclosed is your executed copy of the subject lease -contract.' The lease will - commence July 1, 1993 and terminate onJune 30, 1995. If the terms of the lease l are met, the lease can be extended to terminate June 30, 2023 :1.., 5- V . . , •1 •, ' .1. Your, present occupancy of the premiseswiIl continue through June 30, 1993 under hi1t11 jthe terms and conditions of County ' Contract No 71009-a I I The base rent under the new contract will be $1,228 50 per month, subject to annual cost of living adjustments The base rent is subject to renegotiation every five years I S r/Ii I Please 'note that the old improvements must be removed and construction must have 7commenced on required new improvementslno later than. 180 days following thf I commencement of the lease fTheThewimProvements mustThe cipldFióFto January 1, 1995. As-builts are dueto County Airports within 60 days following Icomplet].on of any substantial-improvement.Exhibit "A-VI (Premises Plat) and Exhibit "A-2" (Premises Legal Description)Iof the leaselare included to assist ' you in determining the boundaries of your leasehold premises Please ensure I that your improvements are properly Iplaced in relation to1 your boundaries IVwish you much success in your newvennfre. If you have any questions, please I S. 'call Joe, Amorelli of my staff at 596-3903." . 1 S I .3t it 11 S . - S • ' - : . •r . • MILLER antDeputy Director •.. , •,. • i' -. I , 1 ' .- ' . • : . .-., 1 1 'JAM:JDA S ny II . •,l , - S I - . t" 's ' 5 I Enclosure I cc: Assessor (A4); Auditor (AS); CBO, ATTN: Acounts Receivable (0306); Airport Manager (N137) 1 •, • , • I S . II • , . . 1 - S ' . ' 7 ,, . 5 .. it1-'-'5 ' 5 . 5 - 5 5 . . S •' . S - S OP.ut.do.rscyclrdpaper . - March 11, 1996 TO: COMMUNITY DEVELOPMENT DIRECTOR VIA: PRINCIPAL BUILDING INSPECTOR FROM Senior Building Inspector RE: REFUND ON BUILDING PERMIT CB940048 On January 13, 1994, Mr. Titcomb's representative submitted plans for a 20,440 sq. ft. building. This building consists, Of 5,440 sq. ft. office and 15,000 sq. ft. hangar space. After his building was completed, Mr. Titcomb came in and ta1kd tome about how * our fees are calculated and what cre1its can be given. I explained our process that we do give credit for existing buildings when they are being replaced by a new building. Attached is a letter from the County of San Diego verifying the size and use of the old building being replaced at the request of the County. I have included a list of which fees should have received credit for the existing building and a cost breakdown of the total refund. . MIKE PETERSON. ,• MP:rs - attachments QTvuutjj vf ,San . COUNTY ENGINEER COUNTY AIRPORTS COUNTY ROAD COMMISSIONER TOM GARt BAY TRANSIT SERVICES DIRECTOR (619)694-2212 DEPARTMENT OF PUBLIC WORKS COUNTY SURVEYOR FLOOD CONTROL FAX: (619) 268-0461 WASTEWATER MANAGEMENT LOCATION CODE S50 5555 OVERLAND AVE, SAN DIEGO, CALIFORNIA 92123-1295 SOLID WASTE February 22, 1996 Mr. Mike Peterson Development Services City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-1576 Dear Mr. Peterson: MCCLELLAN-PALOMAR AIRPORT - FLIGHT LEVEL, LLC - COUNTY CONTRACT NO. 71588R - PUBLIC FACILITY FEE This letter is being sent at the request of Mr. Dan Titcomb, Flight Level, LLC. Mr. Titcomb is a lessee of County Airports and his facility is located at 2036 Palomar Airport Road. Mr. Titcomb has requested that Airports provide documentation regarding the prior existence and removal of the original hangar on the premises. We understand this documentation will assist him with his request to the City for a refund of a portion of Public Facility Fees paid. as part of his Building Permit for the new facility.. . Pursuant to County Contract No. 71588R, between Mr. Titcomb and the County of San Diego, Mr. Titcomb was required to remove the existing improvements, consisting of a 60' x60' hangar with an attached 12'x 60' office building, by December 31, 1993: Mr. Titcomb met this deadline and subsequently constructed the current hangar facility. • . If you have any question regarding this information, please call Paula Darland at (619) 596-3906 Very truly yours, TIMOTHY WALSH Airports Director TAW:GMP:my cc:. Airport Manager (N137); Mr. Dan Titcomb, Flight Level, LLC, 2036 PalOmar Airport Road, Carlsbad CA 92008 • 0 Printed on recycled paper BUILDING PERMIT CB940048 0 License Tax 0 001-810-00-00-8162 2,149 0 0 430-810-13-40-8162 1,984 0 Traffic Impact Fee 310-810-00-00-8743 336 0 430-810-13-40-8743 378 0 Bridge and Thoroughfare 430-810-13-40-8741 462 0 0 Facilities Management Fee 0 0331-810-00:00-8745 1,728 0 0 0 0 Sewer Fee - 0 512-810-00-00-8923 1,246 Sewer Benefit Area 514-810-75-07-8897 0 0 52 Water Fee - 0 0 506-810-00-00-8744 1,656 0 TOTAL FEES 9,991 /0 0 - B U I,L D I N G P E R M I T PCR No: PCR95001 01/23/95 10:54 Project No: A900069 Page 1 of 1 , Dveloment No: Job Address: 2036 PALOMAR AIRPORTRD ' Suite: Permit Type: PLAN CHECK REVISION Parcel No:'-760-221-09-00 Lot#: ..Valuation: 0 .. Construction-Type: NEW . Occupancy Group: Reference#: C394048 .Status: ISSUED Description: 2ND FLOOR FRAMING 5 SHEETS . Applied: 01/13/95 Apr/Issue: 01/23/95 4 . Entered By: DC Appl'/Ownr : YAEKEL, LARRY 619 792-5733 1237 CAMINO DEL MAR #F DEL MAR, CA 9201,1 Fees Required -* **/FpiNcted& Credits - Fees: / •ooQ Adjustments: /.ç.0P1 '. 24s : .00 Total Fees \-00,, '.00 1ffl(4 Balance"Dtie: .00. • INCORPORATED . 1952 k '• -, - FINAL APPROVAL I MP. ___ DATE CLEARANCE ' -- CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 .. JAN 16 '95 11:17 YEAKEL A.I.A. f r _________ _ _ _ _ /Qfr.), Mj'e-, 1LiD -r ) fJO WU- U? kV + I' ex cyz49uLz ID S4 IL 0 - 14r tAl" ft, T ft, AN /AAX. Ppi1i € CIL- sf C7(tjWL U1- 'T ' r f 5t' Ow . 5p%"JY44~~S) - I') • SAO 1'i2-5753 • 7tZ1( - WE*1&l. A.I.. & ASSOC&ATFS P. 1/2 P. 2/2 JAN 16 '95 11:17 YEAKEL AJ.A. 0) Opp oft tj "IT ' • 0. o • £ 0 i H h r