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HomeMy WebLinkAbout1960 KELLOGG AVE; ; PCR12103; Permit,.\ i City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-27-2012 Plan Check Revision Permit No:PCR12103 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 1960 KELLOGG AV CBAD PCR Status: Lot#: 0 Applied: Valuation: 2120930100 $0.00 CB121578 Construction Type: NEW Entered By: Reference #: Plan Approved: PC#: Issued: Project Title: FLOEXPO INC -ADD CONVEYOR Inspect Area: EQUIPMENT SUPPORT PLAN AND SECTION. CONVEYOR Applicant: . . TODD CONSTRUCTION SERVICES 1206 PRICE ST POMONA CA 92767 909-469-6242 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $268.75 Owner: JQRKEN LLC 1960 KELLOGG AVE CARLSBAD CA 92008 Total Payments To Date: $268.75 $0.00 $0.00 $268.75 Balance Due: ISSUED 11/14/2012 SKS 12/27/2012 12/27/2012 Inspector: FINAL APPROVAL Date: ------Clearance: _____ _ $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to ~s "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32;030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have nreviouslv been niven a NOTICE similar to this or as to which the statute of limitations has nreviouslv otherwise exoired. ~ '¥ C l'TY OF CARLSBAD PLAN CHECK REVISION APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov Plan Check Revision No. \?0'2--\ ~/ b ~ Original Plan Check No. _1_2_-_1_5_7_8 ____ _ 'fi--D e\Cfo Ji f'IC... . · Project Address 1960 Kellogg Ave, Carlsbad, CA 92008 Date---'-'10...,./_2 ..... 5/'--'-1.-2 ____ _ Contact. Glenn Todd Ph 909-469-6242 Fax 909-469-6241 Email glenn@}toddconstructionservices.com CfSI· 2(8' l \'t1 Contact Address..:..12=0-=-6c=;._:_P_;_;ri=c..;:;.e-=Sc..::t-=-. ----'--------City Pomona General Scope of Work Add supports for conveyors to existing cooler. Zip 91767 Original plans prepared by an archite~t or en_gineer, revisions must be signed & stamped by that person. 1 . Elements revised: Iii Plahs [i] Calc;ulations D Soils D Energy D Other __________ _ 2. Describe revisions in d~tail 3. List page(s) where each revision is shown A2.5 5. Does this revision, in any way, alter the exterior bf the project? [i] Yes 6. Does this revision add ANY new floor ar~a(sJ? D Yes Iii No 7. Does this revision a ect any fire related issues? D Yes [i] No 8. D No 4. List revised sheets that replace existin sheets D No 1635 Faraday Avenue, Carlsbad, CA 9200 · fb.: 760s602-2719 fax: 7 60-602-8558 Emait building@carlsbadca.gov www.carlsbadca.gov \ I EsGil Corporation In (Partnersliip witli government for (}Jui{aing Safety DATE: 12/26/12 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-1578 PCR12-103 PROJECT ADDRESS: 1964 Kellogg Ave PROJECT NAME:. Florexpo -TI SET: III CJ APPLICANT ~JURIS. [J PLAN REVIEWER [J FILE ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IZ! EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ [j PC Enclosures: 12/18/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In <.Partnersliip witli government for <Bui{aing Safety DATE: 11/30/12 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-1578 PCR12-103 PROJECT ADDRESS: 1964 Kellogg Ave PROJECT NAME: Florexpo -TI SET: II D APPLICANT )4'JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith-will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~· The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the Qheck list has been sent to: Glenn Todd 1206 Price Street, Pomona, CA 91767 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [gj ~sGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Glenn Todd Telephone#: 909-469-6242 Date contacted: 6241 (by: ) Email: glenn@toddconstructionservices.com Fax #: 909-469- Mail Telephone Fax In Person D REMARKS: By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 11/21/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 12-1578 PCR12-103 11/30/12 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The Citywill route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. These corrections are in response to items not fully addressed or as the result of information provided, the text in bold print indicates the unresolved issue. The only information provided was the UL listing of the conveyor system. The electrical requirements have been addressed in PCR12-107. 3. Please provide evidence the new ·loading for the conveyor will not adversely affect the trusses. Please provide evidence the new openings in the concrete walls will not affect the panels for out of plane loading? Provide plans and calculations from the engineer. No response. 4. Pleas~ revise the plans to show the hanger spacing consistent with the calculations and be 15·' on center and not 20 shown in the details on sheet A2.5. Plans unchanged, To speed up the review process, note on this list (or a copy) where each correction item hc;1s been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes q No CJ ' ., City of Carlsbad 12-1578 PCR12-103 11/30/12 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. , EsGil Corporation In (l'artnersliip witli qovernment for CBui(aing Safety I DATE: 11/20/12 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 12-1578 PCR12-103 PROJECT ADDRESS: 19~Kellogg Ave PROJECT NAME: Florexpo -TI SET: I 9-P.-P--P-~GtNT 'l:J JUR'V_ l:J~r:J REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significarit deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 1:8:J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. cg] The applicant's copy of the check list has been sent to: Glenn Todd 1206 Price Street, Pomona, CA 91767 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. C8;J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Glenn Todd telephone#: 909-469-6242 Date contacted:" lz.0 /12-(by: ~) Email: glenn@toddconstructionservices.com Fax #: 909-469- 6241 t Mail ./ Telephone D REMARKS: Fax/ In Person By: Doug Moody EsGil Corporation D GA D EJ D PC Enclosures: 11/14/12 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 12-1578 PCR12-103 11/20/12 PLAN REVIEW CORRECTION LIST TENANT IMPROVEMENTS PLAN CHECK NO.: 12-1578 PCR12-103 JURISDICTION: City of Carlsbad OCCUPANCY: 81 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 8/21/12 DATE INITIAL PLAN REVIEW COMPLETED: 11/20/ 12 FOREWORD (PLEASE READ): USE: Cold Storage ACTUALAREA: 42917 STORIES: 1 HEIGHT: OCCUPANT LOAD: 85 DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/14/12 PLAN REVIEWER: Doug Moody This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan· review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2010 CBC, which adopts the 2009 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance With the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city Jaw. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 12-1578 PCR12-103 11/20/12 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700; The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide the UL listing and manufacturer's installation information for the new conveyor equipment to be installed. Show all electrical requirements. Section 107 .2.2. 2. Please provide revised electrical plans showing the new circuits feeding the conveyor motors. 3. Please provide evidence the new loading for the conveyor will not adversely affect the trusses. Please provide evidence the new openings in the concrete walls will not affect the panels for out of plane loading? Provide plans and calculations from the engineer. 4. Please revise the plans to show the hanger spacing consistent with the calculations and be 15' on center and not 20 shown in the details on sheet A2.5. 5. Please provide a copy of the approved plans for comparison. Section 107 .2.2 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No CJ City of Carlsbad 12-1578 PCR12-103 11/20/12 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. City of Carlsbad 12-1578 PCR12-103 11/20/12 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad 103 PLAN CHECK NO.: 12-1578 PCR12- PREPARED BY: Doug Moody DATE: 11/20/12 BUILDING ADDRESS: 1964 Kellogg Ave BUILDING OCCUPANCY: S1 TYPE OF' CONSTRUCTION: VB BUILDING AREA Valu.ation PORTION ( Sq. Ft.) Multiplier Revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordnance • Plan Oieck Fee by Ordinance • Type of Review: D Complete Review 0Repetitive Fee ,.. Repeats * Based on hourly rate Comments: D Other 0 Hourly EsGil Fee Reg. VALUE Mod. D Structural Only ____ 2_.--151 Hrs. @• $86.00_ ($) $268. 751 $21s.ooj Sheet 1 of 1 macvalue.doc + ,,_ ·~"-ot ~.,·· ee.r p ' ""'· · sierteeltmachines Reference: Plan Check 12-1578 PCR12-103 Project Name: Florexpo -Tl To whom it may concern, City of Carlsbad 1635 Faraday Avenue Carlsbad CA 92008 Potveer is the ma.nufacturer of conveyors and processing lines related to the Flower Industry. Kendal Floral h~~ pµ.rch~sed·from Pptveer, conveyor equipment as detailed in the ·above r:efere.ncze p_lan check. -... -1· -~~:'~:~~~~.-~-::· .-• ~ ~,· All Potveer equipment is manufactured under CE regulations, all electrical components are UL approved and labeled. Should you have any questions or concerns please do not hesitate to contact us. Sincerely, RECEIVED DEC 17 2012 CITY OF CARLSBAD BUILDING DIVISION G R ~lLe~·------, tv1ACKENZIE 1 PORTLAND,.OR I SEATTLE,WA I VANCOUVER, WA RiverEast Center 11515 Water Avenue, Suite 100 I Portland, OR 97214 P.O. Box 14310 I Portland, OR 97293 T: 503.224.9560 I F: 503.228.1285 I www.groupmackenzie.com STRUCTURAL CALCULATIONS FLOREXPRO Tl CONVEYOR SUPPORT Calsbad, CA PROJECT NUMBER 2120253 November 28, 2012 RECEIVED O[C i 1 1011 CIT¥ ©F §A~b§§A§ i3lJlb§IN@ §IVl§l©N ,. RiverEast Center GR O ~·· 1 =ACKENZIE 1 1515 SE Water Ave. -P.O. BOX 14310 PORTLAND, OREGON 97293 TEL (503) 224-9560 -FAX (503) 228-1285 Concrete Tilt-Up P~nel Design Per 2009 IBC PROJECT NAME: Florexpro Tl PROJECT NO.: 2120253.00 DESIGNER: LSH DATE: 11/27/2012 IE OUT· OF -PLANE GENERAL LOADING GRAVITY Panel Ht. (Span) Panel Thick. Parapet Ht. Reveal Depth Stl Depth ht:= 30-ft Cone Strength fc := 4000· psi t := 8.5-in ReinfYield fy := 60-ksi hp:= 3ft Rf Load Ecc. t 3. e = 7.25-in e:= -+ ·m 2 rv:= 0.5-in d. ·0.625-in 1 5 . ef := t -----. ·m 2 def= 6.688-in dc1 := .!. = 4.25-in 2 Roof DL DL:= 20-psf Roof Snow Load SL:= ZS·psf WIND (ASCE 7-05, 6.4.2.2) 85 MPH Exp B Wind I:= 1.0 >..:= 1.00 Weff := 25ft Weff·ht 2 Area:= --Area= 375 ft 2 qP = 12.3-psf SEISMIC (ASCE 7-05, 12.11.1) I= 1 Sos := 0.907 C7 := .15-kcf·t k-ft Mw = 1.384·-· - ft C7 = 106.25-psf Fp := max(0.4Sos·1,0.l) Fp = 0.363 .Kzt:= 1.0 Pnet30 := 12.3psf (Fig 6-3) Wt. of Panel ,., ft Ms= 4 . .,37-k-- ft Page 1 ELEM ID: Panel w/ Opening Panel Ht. Pa·neJ #16 Panel Width (Double roll-up Para. Ht. doors, Opening Width middle-leg) Opening Height Pan~lleg 40ft Pdf := x·DL--2 Sei Mom w/ Opening SL Pn:= Pdr-DL WJ = 115.642-psf Rtop X ·--m·- WJ Load Comb. (IBC 2009 1605) Xm = 12.732 ft Strength 1 1 I 1 1.2-Par-l.2·P2·-. .l.6·P1r-0.8·Mw·- kif kif kif k 1 1 1 1 l.2·Par-l.2·P2·-0.5·P1r-1.6-M ·- . kif kif kif w.k 1 1 I 1 x·-l.2·Par-L2·P2--0.2·Pu--l.O·M5·-.-kif kif kif k 1 1 I 0.9·Par-0.9P2·-0 l.O·M5·- kif kif k 1 1 1 0.9·Par-, 0.9·P2·-0 l.6·Mw·- kif kif k i := 0 .. rows(x) -I 0 0 0 O· 0 ht= 30-ft Depth of Stl d := def w := 26ft Ecc. of Rf Load e = 7.25-in hp= 3-ft Panel Thick. t = 8.5-in 'Wo := 8.0ft Reveal rv = 0.5-in ht0 := 14.5ft Wo L := 4.0ft Amp. Factor x:= I+- 3 Pa1 = 1.2 x 10 ·plf 3 P11 = 1.5 x IO -plf 3 P2 = 5.737 x 10 ·plf k-ft Mw=4.151·- ft k-ft M5 = 9.373·-ft W1 V\f2 L Service I 1 1 l·Pctr-l·P2--l·P1r-kif kif kif 1 l·Pct1·-kif 1 1-P2--kif 1 0.5-Pir-kif 1 1 y·-l·Pctr-l-P2--0 .-kif kif I 1 0.9·Par-0.9·P2·-0 kif kif I I 0.67-Pctr-0.67-P2--0 kif kif Page2 x=3 1 0.S·Mw·-0 k 1 l·M ·-wk 0 --M--0 ( I ) I · 1.4 5 k (-1 }M _..!_ 1.4 s k 0 I l·M --wk 0 Compression Check (ACI 318-08 14.8.2.6) Pu:= 0 Reinforcing Steel nb:= 7 (7) #6 EF nb-0.44-in2 As==-·--- L DETERMINE Mn Pu.:= (x. 0 + x. 1 + x. 2)·klf 1 I, I, I, Pa= 24.48-klf . 2 m As= 0.77·- ft ( fc -4000-psi) 131 :::; 0.85 -0.05· . · 1000-psi max(Pu) = 10.725-klf if(Pa > max(Pu), "OK", "NG")= "OK" k Pu:= Pu·-klf Pu.+ As·ft·fy x·--1 __ _ i .-0.85·fe·l2·in M := (As· 12in-t: + P )·(d -Xi]-P -(d -.!.) ni y ui 2 ui 2 <l>Mn := cp.·Mn i I i Tension Controlled X. I C ·--i .-131 ( C. J flagi := if -J < 0.375, "OK", "Revise Steel" DEFLECTIONS & Mu 0.245 "OK" 0.238 "OK" C 0.236 flag= -"OK" d ''OK" 0.226 0.226 "OK" Enter "Yes" if dock high condition or "No" if full height condition ·ht':= ht-0.8 if DockHigh ="Yes"= 24ft ht if DockHigh = "No" "Invalid" otherwise 29000-ksi n ·-.- 2fr· Ig Mer:= --t Strength (ACI 318-08 14.8.3) · Mua. := x. 3-lk + (x, 0 + x. 2)-k·.:. I I, I, I, 2 Service (Modified ACI 318-05/08 14.8.4) X. C.:=-'- 1 0.85 5-M -h? b.. ._ er er.-48-E ·I C g Mua. I Mu.:=------ 1 5·Pu:he2 1----1 __ 0.75-48· Ec· Icr. I Ma.:= y. 3-tk + (Y· 0 + y. 2)-k·.:. I I,. I, I, 2 Ps. := (Y· 0 + y. I+ y. 2·)·k 1 1, 1, 1, Page 3 5-M -hl n. I An.:=--- 1 48· Ee· Icr. I 12-in-t3 lg:= ---12 ht .6.. ·--max.-150 Iterate Service Deflection Initial Guess:· .6.5_ := 0in I .6.f5(Ma,P5,.6.5,Mcr,.6.cr,Mn,.6.n) := Iter f-0 1.2DL + 1.6SL + 0.8WL <!>Mn = 283.349-k·in 0 . .6.max = 2.4· in 1.2DL + 0.SSL + 1.6WL <!>Mn = 279.0S·k·in I .6.max = 2.4· in 1.2DL + 0.2SL + 1.0E <!>Mn = 277.905·k·in 2 .6.max = 2.4· in 0.9DL + 1.0E , <!>Mn = 271.614-k·in 3 .6.max = 2.4· in 0.9DL + 1.6WL <!>Mn = 271.614-k·in 4 .6.max = 2.4-in > > > > >" > > > > > IterMax f-20 tol f-O.lk-in Rf-l00k·in N1c f-rows( Ma) while lter < IterMax /\ R > tol for i e O .. N1c -1 .6.s. Ms f-Ma+ Ps·-1 i i i 2 ( .6.s.J Ri f-M\ -Mai + Pst·f R f-,IRI lter f-Iter + I Mu = 64.98l·k·in 0 .6.5 = 0.138-in 0 Mu = 102.774-k-in I .6.5 = 0.349-in 1 Mu = 138.165-k-in 2 .6.s = 0.745-in 2 .Mu = 129.737-k-in 3 .6.s = 0.745-in 3 Mu = 93.206-k-in 4 .6.5 = 0.285· in 4 M.:= 0 I .6.. := 0 I M. := if(<!>M > M "OK" 0) I nj uj, , Check "OK" "OK" M= "OK" .6.= "OK" "OK" "OK" "OK" "OK" "OK" "OK" Summary: The panel has more than sufficient out-of-plane capacity when the new opening is included (and the opening is assumed to span the full width of the roll-up door). Page4 't ELEM ID: Panel w/ Opening Panel Ht. Panel Width Para. Ht. Opening Width Opening Height P~nel Leg Panel#15 (Roll-up/ mandoor, middle-leg) 40ft Pct!:= X·DL·---2 Mw:= Mw·X Sei Mom w/ Opening Wt = 92.755-psf 2.25-psf·Wo·0.5 + q7p·L wz:= L wz·ht (w1 -w2)·(ht-ht0) 2 Rbot := --· + · -2 -2-ht Rtop X ·--m·-xi:n = 13.012ft WJ Load Comb. (IBC 2009 -1605) Strength 1 1 l 1 l.2·Pctr-l.2·P2·-l.6·P1r-0.8·Mw·- kif kif kif k . 1 l 1 . l l.2·Pctr-1.2·P2·-0.5·P1r-1.6·Mw·- kif kif kif k x:= . 1 l.2·Pct1·-kif l l.2·P2·-kif 1 0.2·Pir- kif 1 l.O-M5·- k 1 1 1 0.9·Pctr-0.9P2·-0 I.0·M5·- kif kif k 1 1 1 0.9·Pctr-0.9·P2·---0 l.6·Mw·- kif kif k i := 0 .. rows(x) -1 ht= 30-ft w := 22ft + l0in hp= 3·ft Depth of Stl Ecc. of Rf Load Panel Thick. . Wo := 0.5·(3.25ft + 8ft) = 5.625-ftReveal ht0 := 14.5ft L := 4.0ft · Amp. Factor Pct1 = 962.5-plf P11 = 1.203 x 103-plf 3 P2 = 4.602 x 10 ·plf k•ft Mw=3.33·-ft Wo x:= 1 +-L W1 k•ft M5 =7.852·-ft \f\f2 Service 1 () 1 1 l·Pctr-l·P2--l·P1r-kif kif kif 1 I d := def e = 7.25-in t = 8.5-in rv = 0.5-in X = 2.406 I 0.5·Mw·-k 1 1 0 l·Pct1·-1-P2·-0.5·Pir-l·M ·- kif kif kif wk 1 1 (-1 }M _ _!_ 0 y·-l·Pctr-l-P2--0 .-1.4 s k kif kif 1 I (-1 }M _ _!_ 0 0.9·Pctr-0.9·P2·-0 kif kif 1.4 s k 1 I I 0 0.67-Pdi·-0.67·P2·-0 1-M ·- kif kif wk Page 5 0 0 0 0 0 5 Compression Check (ACI 318-08 14.8.2.6) Pu.:= (x. 0 + x. 1·+ x. 2)-klf I L, L, I, max(Pu) = 8.602-klf Pa= 24.48-klf if(Pa > max(Pu), "OK", "NG")= "OK" _ -... -Reinfor.cing..:Stee~I ____________________________ _ nb:= 4 (4) #6 EF nb-0.44-in2 Ag:=----. L DETERMINE Mn .2 m As=0.44-- ft ( fe-4000-psi) f31 := 0.85 -0.05· ----1000-psi k p ·-P--u·-u kif Pu.+ Ag·ft·fy x·--·1 __ _ i .-0.85-fe· 12-in M := (As· 12in-£ + P )·(d -Xi)-P -(d -.!_) 0i y ui 2 ui 2 <I>-:= 0.9 I Tension Controlled X. 1 C ·=-i. f31 . . (C. ) flag.:= if ~ < 0.375, "OK", "Revise Steel" . 1 d DEFLECTIONS & Mu /0.151 /"OK"" 0.145 "OK" C 0.144 flag= "OK" -= d 0.135 "OK" ,._0.135 ,._"OK" Enter "Yes" if dock high condition or "No" if full height condition ht':= ht-0.8 if DockHigh = "Yes" = 24ft ht if DockHigh = "No" "Invalid" otherwise 29000-ksi n:= 12-in-(ci)3 2 I := --'---'--+ n·Ase -(ct -c.) eri 3 . i L Strength (ACI 318-08 14.8.3) Mua. := x. 3-Ik + (x .. 0 + x. 2)-k·! I L, I, L, 2 Service (Modified AC! 318-05/08 14.8.4) X. C.:=-1- 1 0.85 5-M -he2 .6. ·-er er.-48-E ·I e g Mua. I Mu.:= -----,---- 1 5.p -hl u. 1----1 __ 0.75-48-Ee·Icr. I Ma.:= y. )°lk + (Y· O + y. 2)-k·! 1 I, . I, _I, 2 Ps_·:= (Y· 0 + y. I-* y. 2)·k 1 I, I, I, Page6 5-M -he2 n. I .6.n_:= --- 1 48· Ee· Icr. I 12-in-t3 Ig:=--- 12 ht .6. ·= -max. 150 Io Iterate Service Deflection Initial Guess: .6.s. := 0in l Afs(Ma,Ps,.6.s,Mer,.6.er,Mn,An) := Iter +-0 lterMax +-20 to! +-0.lk-in R +-lO0k-in NLc +-rows~) while Iter < IterMax /\ R > to! for i E O .. NLc -1 .6.s. 1 Ms +-Ma +Ps·-· i i i 2 [ ( M J [ M -~ M ]. l · . 2 si 2 si 3 er ( 2 ) .6.s. +-If Ms. < -Mer,Aer" -, -Aer + -· .6.n. --.6.er 1 1 3 Mer 3 2 1 3 . M~--Mcr . I 3 . R. +-Ms. -(Ma+ P5: .6.\J I ·1 l l 2 1.2DL + 1.6SL + 0.8WL <l>Mn :::: 178.286·k·in 0 Amax :::; 2.4· in 1.2DL + 0.SSL + 1.6WL <J>Mn = 174.226-k·in l Amax= 2.4-in 1.2DL + 0.2SL + 1.0E <J>Mn = 173.113-k-in 2 .6.max = 2.4•in 0.9DL + 1.0E <1>Mn = 167.17l·k·in 3 Am~x == 2.4· in 0.9DL + 1.6WL <l>Mn = 167.17l·k-in 4 > > > > > > > > > R+-IRI lter +-Iter + 1 Mu :::: 53.495·k·in 0 As = 0.11-in 0 Mu = 84.353-k-in l .6.s = 0.189-in 1 Mu = 118.068-k·in 2 .6.s = 0:761-in 2 Mu = 110.398-k-in 3 .6.s = 0.77-in 3 Mu = 76.047-k-in 4 Amax= 2.4-in > .6.5 = 0.166-in· . 4 M.:= 0 I ""OK"' "OK" M= "OK" "OK" ,"OK" A.:= 0 I Check /"OK" "OK" .6.= "OK" "OK" ,"OK" Summary: The panel has more than sufficient out-of-plane capacity when the new 0pening is included (and the opening is assumed to span the full width of the roll.cup door). Page 7 I ELEM ID: Panel w/ Opening Panel Ht. Panel #15/#16 Panel Width (Roll-up/ Para. Ht. maridoor, Opening Width outside-leg) Opening Height-- aner L,eg 40ft Pdt := x-DL·- 2 SL Pn := P dr-· -DL (ht ) P2 := x·Cr 2 + hp ' Sei Mom w/ Opening Wt = 91.413-psf 2.25-psf-w6-0.5 + q7p·L W2:= L . W2·ht (w1 -w2)·(ht -ht0)2 Rbot := ---+ ..:.._ _ ___:._:... _ ___:._ 2 2•ht . Rtop Xm:=-. WJ Xm = 13.092 ft Load Comb. (IBC 2009 1605) Strength l . l 1 1 l.2·Pdr-1,2-P2--l.6·P1r-0.8·Mw·-kif kif kif k 1 1 1 1 l.2·Pdr-l.2·P2·-0.5·P1r-l.6·Mw·- kif kif kif k l l l 1 x·-l.2·Pdr-l.2·P2·-0.2·Pw-l.0·M5·-.-kif kif kif k 1 1 1 0.9·Pdr-0.9P2·-0 I.O·M5·-kif kif k l I I 0.9·Pdr-· 0.9·P2·-0 l.6·Mw·-kif kif k i := 0 .. rows( x) -1 0 0 0 0 0 ht= 30-ft Depth of Stl w:= 22ft + l0in Ecc. of Rf Load hp= 3-ft Panel Thick. W0 := 8ft Reveal hto := 14.5ft w L := 2ft + llin · Amp. Factor x:= l + - Pdt = 948.571-plf 3 P11 = l.186 x 10 ·plf 3 P2 = 4.535 x 10 ·plf k•ft Mw=3.281·-ft k•ft M5 =7.834·-. ft W1 2L Service 1 I 1 l·Pdr-l·P2·-l·P1r- kif kif kif l l·Pdr-kif 1 l·P2·-kif 1 0.5·Pw-kif I 1 y·-l·Pdr-l·P2--0 .-kif kif I 1 0.9·Pd1.-0.9·P2·-0 kif kif I I 0.67·Pd1--0.67·P2·-0 kif kif Page 8 d := def e = 7.25-in t = 8.5-in rv = 0.5-in X = 2.371 1 0.5·Mw·-0 k 1 l·M ·-0 wk (-1 }M _J_ 1.4 s k 0 (-1 }M _J_ 1.4 s k 0 I l·M ·-wk 0 Compression Check (ACI 318-08 14.8.2.6) Pu:= 0 Pu.:= (x. 0 + x. 1 + x. 2)·klf 1 I, I, I, max(Pu) = 8.478-klf Pa = 24.48· kif if(P > max(P) "OK" "NG")-"OK" a u , , - Reinforcing Steel --+--------------------------------------·----·--------· ···-··· .. nb:= 2 (4) #6 EF nb·0.44·in2 As:=----L DETERMINE Mn .2 As =0.302-~ ft ( fc -4000-psi) /31 := 0.85 -0.05· ---- lO00•psi k p ·-P·-u·-u kif Pu.+ As·ft·fy x·--'-· --- i .-0.85·fc· 12•irt p ·t u. I Ase := As·ft + -- i 2·fy·~ M := (As· 12in·:f. + P )·(d -xi)-P ·(d -.!.) ni y ui 2 ui 2 <j>. := 0.9 I . Tension Controlled X. I C ·=-i. /31 flag1 o: i{ ~i < 0.375, "OK", "Revise Steel") DEFLECTIONS & Mu C d / 0.115 /"OK"' 0.109 "OK" -0.107 flag= "OK" 0.099 "OK" ,0.099 ,"OK" .Enter "Yes" if dock high condition or "No" if full height condition ht':= ht·0.8 if DockHigh = "Yes" = 24ft ht if DockHigh = "No" "Invalid" otherwise 29000-ksi n ·-.- 2t;.·Ig Mer:= --t Strength (ACI 318-08 14.8.3) Mua. := x. -3-Ik + (x. 0 + x. 2)-k-~ I I, I, I, 2 Service (Modified ACI 318-05/08 14.8.4) X. C . __ 1_ i .-0.85 5·Mcr"ht'2 .6.cr:= --- 48·Ec·lg Mua. 1 Mu.:= ------ 1 ,2 5·Pu:ht 1----1 __ 0.75-48· Ec· Icr. I Ma.:= y. 3-Ik + (Y· O + y. 2)-k-~ I 1, I, 1, 2 Ps. := (Y· 0 + y. I + y. 2)·k 1 I, 1,. 1, . Page 9 5·M ·ht,2 n. 1 .6.n.:= --- 1 48· Ee· Icr. I 12·in-t3 lg:= 12 ht .6. ·--max.-150 9 Iterate Service Deflection lnit[al Guess: .6.5_ := 0in I .6.fs(Ma,P5,.D..5,Mer,.6.er,Mn,.6.n) := lter ~ 0 lterMax ~ 20 -to!~ 0:lk·1n R ~ I00k-in . --1-------------------1-Nr:e-f<--rows~M-ir),,.... --·---------- While Iter < IterMax /\ R > to! for i e O .• NLc -1 { [ 2 J ] M M --M . 2 5i 2 5i 3 er 2 · .6.s. ~ 1 Ms.< -Mcr,.D..er·(-J,-.6.er + ----·(-6.n. --.6.er) t t 3 Mer 3 2 1 3 Mni -3Mer 1.2DL + 1.6SL + 0.8WL <!>Mn = 133.592-k-in 0 .6.max = 2.4· in 1.2DL + 0.SSL + 1.6WL <!>Mn = 129.349-k•in I .6.max = 2.4-in 1.2DL + 0.2SL + 1..0E <!>Mn = 128.185-k,in 2 .6.max = 2.4· in 0.9DL + 1.0E <!>Mn = 121.981-k·in 3 .6.max = 2.4-in 0.9DL + 1.6WL <!>Mn = 121.981-k."in 4 .6.max = 2.4· in > > > > > > > > > > ( .6.s.J Ri ~ Msi -Mai + p\~ R~IRI Iter ~ Iter + 1 Mu = 56.033-k·in 0 _6.. so = 0.108-in Mu = 87.639·k·in 1 .D..5 ::; 0.178-in 1 Mu = 123.82·k·in 2 .6.5 = 1.026-in ) Mu = 114.364-k-in 3 .6.5 = 1.064-in 3 Mu = 77.85l·k·in 4 .6.5 = 0.164-in 4 M.:= 0 I .6.. := 0 I M. := if(-hM > M "OK" 0) I '+' n. u., , I I Check /"OK"' "OK" M= "OK" .6.= "OK" ,"OK" /"OK"' "OK" "OK" "OK" ,"OK" Summary: The panel has more than sufficient out-of-pla·ne capacity when the new opening is included (and the opening is assumed to span the full width of the roll-up door). Page 10 lC -- Jt-6" - b-1, :j:::j;,11< c~. l,, Panels with new openings J ·~~~fOC.K ~ 511.2" V , / sc·-a· 2q)M;\I'' -~ .... i~a,,., ~ I , •. n .._AO.D'I.. .::Z-"b ..,....V~Tl!;,F. V7\1'YP •'87 ADJ?'L. .::Z-ilb _LIi I LJ ADO'l. :2·116 V~T/l:,F,'""'Ff 'f,f>-~Tt';.F . At>D'I.. "l•ltt> "1-1-HHV°'vt:Ri E;,.I". ~l:>'L. :J·~11fil_ Al?D'f.. !,_.t, Vf:~TE.F, rl In VE:ltTE.F, !,r; AOP't. ;..;1ir., VfiRT IS.I". l i r~-'l • I \ --.. ft'~ -~111 ~ v~ N:ie>'l. ,-116 ~Vll;R,T l:,l", ~ r I i : l ?l lR1 1 of o o <?i er i 1 9! ~ ~ 9j ; ' . ~ j . j . • .! J! j jJ l .... -" . ----:IL......·-___ 1___ L__ __ .. ,, .. . !:.!~-'" 1, .---. .. ---.--.r.....-7 . r; •• r' .. .. ··t-""f' 'I! ·-u .. .,..,_..._.,.,,,_ ; . '%' ., , r 1 ,_____. 1' 1 I ; 0 · ~ $'I __, ! I • j . 1 ~ _ 11'1'\ " . ! i i ; Ii i l ' ' NOTE, ~BAR 51-!0ffi A$. ~D'L VERT ~AU. ee IN Al:>Pl'l'ION TC TttA1, StiC>JfiN ON 1 »t} :SHAU. el!!!"~ ri!Ttt Ct.:~~ 1'-!l ~HO;"l,I_0M ll ,Fl. lt3 -. @ ~--' ' !fl APPL.IC::"'51.e TI'P, Al.L. t'l-.W. PA! ' r.! ., 1"11-!!(dll;~ LINE G SCALE, 1/E>" • l'-O• FANel.. TlilCK.f-11:!r.>, b.~" com1Nl,10t.1$ c1-1~ , . 5Tl$L.,. l•lif> 6AA~ 40, A"lot> VERTICAi. 5TEa, 1· 14' 0.G, VIC f-4"1/4• GLR Fl'tQM EXi F~ ., HORIZONt'}.1.. !;;'Tl!l!L, ~ • 14' O.C,, , TYf'-4.000 1"$1 CONC;.u;re A.£>.T.M, Abt?; 6-AAOe 60 Rel)-!FORCll'tS-STEEL N01'e5, t. l'ilf'l"f;~ TO ilLT-t.JP P,4Na. N0Te5 ON !:iH!:eT S-i AND Tlf!")CAI. P ANe/.. RelNl'O~IN,&-PETAi~ ~ 2, 1-!0RIZ ~~Ele'l"l'lf':eN DOORS SHA!.!. -ll'l= PJ;;R , -~B AT I .JAl-'lep AT ,;· 1• l.lN~ AND SHALL. OCC\.IR FROM ,-.· roPPAlELYOlb"MIN HI! l I l . l I '1 l,1 ,· ) . >14 DOYEL.$ INTO 51..AB jl I V-0" 4'-0,' a·-o· I 8'•0" I 4'-o"' /!J'•O" , J! . iZ'-0' ! I! ·• ::24" 0 ~-1YP ,. , ii : ~ ; ! Ii • l ~--4--~ ................ -'t,:-.. ·--.. i.. '.......... . ..... ,_ .... --............ ·r,---··i:,-----·,s:;;··~-·-:)···-·----......... ,_, -·-· --4,. 1, MIN e DOl"IEl.5 PER PAN:!!.. .. 56 p,.. i''""" - 151.i"!i:?'-h"i.i· · :l'-11$,•,f·11 ·-11•Y.,1.· · .::t-11"/""ll::r-u ~-+';' Ii ~ ' 'I I i ~·~11 '1:i • ~----·-----~~~.!l12: _________ -·-------'~------.. --·--~9-·-2:~·C ___ ., ____ ..... ~~{~ .1.a· ' I. ' ' !/~" w 11:;2° @ Y:z" @) !t;;i• . f ¾!:_!N,~~:\.~,51' . . . . . . Corwtyo~ 7.,...9eor+-. . . . . . . . . . ~ __ . ~<? ~\f . (4 "~("v.,~tvc.> 1 i"~\t!;Si~c . of F~+ . we-b t.-.t _. _;__ __ . ~-(p • ~4-~(~'-W~ ~~2 !~-1~2: _ -~o ;~~7 ~~~M~~~)-. . . . . . . . . . . . . . . . ......... o. . (A~€ _7-C?5 . \'.J,::;-1) ~ =-L ~ l,;. 12.' ·. [_-fA-__ ~_ .. -~ . . . ·'fJ 2(0'. ? ~ ~o' (~~ f'l~) ~ o:.~o; ~1~.;r ~+-. . . . . . . . . . vf.,. P ~< ~°' _: ~ . H,·"'il",>. llf~_ o"-e.. _1.c( o ,,_. : ~P < o, ~sq: (o.~o ~) ~ : O, ~o~ -~ /~~ • i~"'-e,~ ~'-+ . i11 · +tA~ion · on~ · • Lt;,·1,,k.)_\f\.::\ -_ 70''.:rj' 0,C., ~OAf~ts)' • ,nv-~11!lr'..c. -=-';c '--o' 0·,t. · ----..,?\coo V..l\'lS"\".$1A."1" . eF~ce; . . 'ie~.$;:~ 0 N\..: (1. ~ 2.'2,_t.') . '?'liOO UNTS1 !11.'1 H'"N6-t:~ ( L ~-\It/)" "TiNsr:;; /i:,c,~PR~;:.N \ \ • • • l< 1l ~'cWl .. 1 (~) • • • , . . . ?io~ "!w•oll _Cc.e; A~ 6.SSS ;,..,i . . . ~ ~ ~~ ~ _111-_-=-A_·7. .._.. \~ ~ i - / ~~e. ~. .' ¥ • r·~/ _!'' J' ~. (7o~ )(~ p:!t ·-=-. '2~_\ ~ . . . - . ~,. r . . tp ~ ~i~_(i,\ ~) ~M3_!7 ~ ~~-41? tc. .· · _ 'Fi, '?,. z.... ,.__(t.) ~ 3',&Jt t .. J ·;_..:-· ,r~ ~; ,. ,6. s.e. "'· . ·. . 51nl"'5° . , . . __ . .-[' C. :. o. '-t\.C y. . . . :. Y>y Jp5t_!"Vf..1'\0ll 1 \'\(»Q ',,.o,,'f> l . . ~~\iw,f ttAS\QA/~~r,SSo~ C~•di By _________ _ GROUP . . .. 'MACKENZIE 1 Date _________ _ Job# ______ ~-- 5 Portland, Oregon r Seattle, Washington I Var:icouver, Washington Sht.. _____ of ____ _ I ' \ ·· www.groupmackenzie.com ©2012 GROUP MACKENZIE.·ALL RIGHTS RESERVED 12 ---------________ ,_ ·-----· ----· ------------------·------- ~ -··-....... ·\f '; ,? 5 le. T ~ .'?"P(\.+,) C :. ,~6~ f>f Of;&.{-~1,0~ \-\AM~ /rws,.u Tfi';; -&1{'- ~ toN ft' ~t..t Ci. ~ 101 (,) ~-e-4 £11;~ \J: ~(1o">X,,;ei) -. ,fl le/ 5f--f ot--~td-,qa.S -~---· -----~-----·· -------- GRP~\cKeNz1e 1 Portland, Oregon [ Seattle, Washington I Vancouver, Washington www.groupmackenzie.com '1 <1Jf5~V -Pi'll~i) ~~&1t.--/1ut,t:lf,.! ,,.t- ok.. By _______ _ Date _________ _ Joblt __ _ Sht. ~ of !5 C 2012 GROUP M AC.KrHZIE. A LL RIGKTS RESERVED .,, Contenninous 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration~V~a~lu-es · Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.251 (Ss) 1.0 0.472 (S1) Period Maximum Sa (sec) (g) 0.2 1.360 (Ss) 1.0 0~514 (S1) Period Minimum Sa (sec) (g) 0.2 1.075 (Ss} 1.0 0.408 (S1) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D Period -Centroid Sa (sec) (g) 0.2 1.251 (SMs, Fa= 1.000) 1.0 0.721 (SM1, Fv = 1.528) Period Maximum Sa (sec) (g) 0.2 1.360 (SMs, Fa = 1.000) 1.0 0.770 (SM1, Fv = 1.500) Period Minimum Sa ,-···-,. -. ·-· -, 1.0 0.649 (SM1, Fv = 1.592) Conterminous 48 States 2005 ASCE. 7 Standard Zip Code = 92008 Spectral Response Accelerations SDs and SD1 SOs = 2/3 x SMs and S01 = 2/3 x SM1 Site Class D Period Centroid $a (sec) (g) 0.2 0.834 (SDs) 1.0 0.481 (SD1) PeriQd Maximum Sa (sec) (g) 0.2 0.907 (SDs) 1.0 0.514 (S01) Period Minimum Sa (sec) (g) 0.2 0.767 (SOs) (sec). (g) }5 • I ,1 ¥-~ ·~ \"!\ , t.t . \ ~~ --.......... , ~·· .... ···--·. ~--·· ---·- t.~ ~.1' f ':: . \'1S (' ,i I? ) :. ;~i::/" ' "' . 3 .. 0 ,1 ~ .nsl,_ · "1 :r ,1·s·6, -/(ff-:.1) -,rr;(4}"$) ,~e..k. ,l~\(ttt)t fl~ GR~P - . ~ACKENZIE 1 Portland, Oregon I Seattle, Washington I-Vancouver, Washington www.groupmackenzle.com : -\ \.b\ ~ By ________ _ Date. _______ _ Jobi, _____ _ ShL __ ,_ c:; ...... of __ .5 _ C2012 Gaoup MACKENZIE. All RIGHTS RESERVED City of Carlsbad· 12-1578 PCR.12~103 11/20/12 Please make all corrections on the original-tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in .one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. · NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by th~ City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Please provide the UL listing and manufacturer's installation information for the new conveyor equipment to be installed. Show all electrical requirements. Section 107 .2.2. 2. Please provide revised electrical plans showing the new circuits feeding the conveyor motors. 3. Please provide evidence the new loading for the conveyor will not adversely affect the trusses. Please provide evidence the new openings in the concrete walls will not affect the panels for out of plane loading? Provide plans and calculations from the engineer. 4. Please revise the plans to show the hanger spacing consistent with the calculations and be 15' on c;:enter and not 20 shown in the details on sheet A2.5. 5. Please provide a copy of the approved plans _for comparison. Section 107.2.2 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 GR O ~ 1 ACKENZIE 1 1515 SE Water Ave #100 / PO Box 14310 Portland, OR 97293 Tel: 503.224.9560 Net: info@grpmack.com Fax: 503.228.1285 r, STRU,CTURAL CALCULATIONS FLOREXPRO Tl CONVEYOR SUPPORT Carlsbad, CA PROJECT NUMBER 2120253 November 12, 2012 Pages 1 -15 RECEIVED NOV 1-4 im2 CITY OF CARLSBAD BUILDING DIVISION !> •• ! I • • _ _ __ _ r'~ v •t lil: sv J'.ll.U _ _ ___ __ _ _ _ _ _ ___ ·-J--____________________________________ _ . 0~;. . ~ f'-f (tN e. ""'~ , "-Lt f~i::>l)<X ------·------••--H -• -----•••-----• • -------' __________ A(U -1..<;~ __ --~,,_SI)____ S'#-, /io7 _ ... 1--p ; J,_i__ _ _ __ . t • ~::. (i ~ ,; ao I , /J 1 I --------------------------r,--: ,ei~ v.rt---· ----------------·---r~-""~u,._c:, ·rr;i,-o 1 --_ l _______ ---- I I I I i . I I I I · M ~..,__ ., e~ ""lz . qr: ptA-N ~-'~\2-s : \5 i I I I I ------------r = w"t<>'i) -l'>t<r·VwJc.t:i:-,,u · ------f-· -------I --· · - I I l i ff 1 ,n? ~r ~~~ sv 1 · < I I I I . l ! I ! . -·---'. ------$.~-~~ ---·-·t'··· ·-··--···--·· -____ _l_ _ -····--·-····----L_ __ -·-·· --... J, ____ . . . I I I f\ooo u1•H~~-r--1 I 1 1 -~"' 1 -1'f-N½\~~/. CA{1Pr<.Ai7 _. 1-1" I I . l . I ·-. • I . i .... --~----·-. . . . . . . . .. t'L c?ti;:!:===!::~.. .,, . ~'PrU--:"ii . ? \ · \ ~ ! . I , I ! i ! ,~-.. --•• ,.,-••• J i I ! I I 3\CKENZIE 1 Portland; Oregon I Seattle;Washington I Vancouver, Washington www.groupmackenzie.com By _______ _ Date. _______ _ • Job#--------=--- Sht.._...,__f __ of ___ _ ©2012 GROUP MACKENZIE. ALL RIGHTS RESERVED (--. ~ ' ··i- . . ---------------·---·-·v -: ,~s~"-------.. --------------------------------------------- =: t~~(\.i) :; I ~S' ~ ~ -~~ij" ----------------···--· -----------·--·-________ _,_,f ____ -·------· ·-----·-·+------------.. ·---·-------" -----:f:>.(----. -. -~-.ll~~------..... ~~ /rws,w 'irfi'c. · .. · ~ ·/pr.!~· . j . t,.t:'i, I~ lot C,) ~ .,,. c,.i,,o ...... -------···------------·----------·-·--·-· __ .... ______________________ I . -----~-----------------------------· ------t·------------.... . .. ·-·. -·----·------·------·- 'ii O ~(,o>,X),;s, ) 0 r ~ / Sf,f tf' j::_l,:./,ql5 -·-----··----1-----------------------------1----------··----z ;.:;t~:::\,i ·------ 1 I :t) /(_ ' -----------------------------------r----------1---- 1 I ·-. ----------------·---1 l I I I I I I I ---------------1---..... ----· ---------...... _j_ __ ------_______________ [. - i I I I I ! -----_--------------___ t __________________ .. ___ ------.... ------------------------------------------------------ 5\CKENZIE 1 Portland, Oregon I -Seattle, Washington I Vancouver, Washington www.groupmackenzie.com j----' .. ------· ....... I l i -... ---.. ------1· --.. --... By _________ _ Date _________ _ Job# _________ _ ~ Sht.. _____ of ____ _ ©2012 GROUP MACKENZIE. ALL RIGHTS RESERVED - Conterminous 48 States 2005 ASCE 7 Standard Zip Code= 92008 Spectral Response Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.01 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.251 (Ss) 1.0 . 0.472 (S1) Period Maximum Sa (sec) (g) 0.2 1.360 (Ss) 1.0 0.514 (S1) Period Minimum Sa (sec) (g) 0.2 1.075 (Ss) 1.0 0.408 (S1) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 92008 Spectral Response Accelerations SMs and SM 1 SMs = Fax Ss and SM1 = Fv x S1 Site Class D Period (sec) 0.2 1.0 Period (sec) 0.2. 1.0 J Period . Centroid Sa (g) 1.251 (SMs, Fa = 1.000) 0.721 (SM1, -Fv = 1.528) Maximum Sa (g) 1.360 (SMs, Fa = 1.000) 0.770 (SM1, Fv = 1.500) Minimum Sa ,-···-, . -. ·-. -, 1.0 0.649 (SM1, Fv = 1.592) Conterminous 48 States 2005 ASCE 7 Standard Zip Code = 92008 · Spectral Response Accelerations SDs and S_D1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D Period Centroid Sa (sec) (g) 0.2 0.834 (SDs) 1.0 0.481 (SD1) Period Maximum Sa (sec) (g) 0.2 0.907 (SDs) 1.0 0.514 (SD1) Period Minimum Sa (sec) (g) 0.2 0.767 (SDs) (sec). (g) .. ) ' .-1 ~ \J~JJ_ ~~ ~& O'i\,,.. --;;;±;;;;=:;;:;~~~;;;;:-~~~~+J--,-,---+·~-·-· ' . ' ' ' ---. .:...· __ _ I [ .- I ' ' . i 5/~-· . ·,4;;; fl~' i ;Tl . \' ! i -I r ' ! ; : ' . ! ' i ' ! ' ' i • I ! ! , : . ; : ~ ~o; ;. : I ; .; ! · ~ ~ · . , / · 1 \:1c t · · ,----~--1--~--7 _--1! ! -~. , i q-_-_ --i--1--'--' ·+---, ,t:_ ~ ,n::: . ---____ \/ .;/ )_1 P -------~--+-- ~ ;, ; ~ ;. : :.L . 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'-' . --------~---·--------------·-:--··-,:.. .. -~~\6:----··· y\~-)--\.,'"\;-···-. ~ ·,i-+e>·-------..... -----·----·--·---····· ... ·-........ ----------·-··-··. tt.1Cttt)~ . -~"JS_{,.•! l .-i, . t~ l • ' ~\J~ . ' -·-----··-------------------···-----.----·--------·----!--·-'·-·--------'---·----·----------·----. -----· ··----· ···--··-···--------·----!-·--·-· ---+-----·· ------------------------·---_J i i i I i .. . ·-· ·--+---:------:---------------· --------_ .. ________ . _: -·--·--·' ·-t--'-·-J-----·-·-··--·-·· ---··----• ------------·---i : : 1-----· .. -! : : I : } • I I _ \ACKEN Z I· E.1 Portland, Oregon I Seattle, Washington I Vancouver, Washington www.groupmackenzie.com By ___________ _ Date ___________ _ Job# ___________ _ c::::;; Sht.. _____ of _____ _ ©2012 GROUP MACKENZIE. ALL RIGHTS RESERVED ~I 50' -6" 51' -2· I~ . b 0 I~ ..... I I irl I C) I I I 1 I I I 941------+-------( I I ?' I D__[J: I ,, I I -r CRUSH B~ z cb I tti~ ii - r-----r----H----~rr_l~~~ ~ . . .. ,fl 95. 94 93 92 91 90 89 88 87 86 .. •' co rn .. --,. l II I\Pt:r rr FOR ELEVATION VIEWS CHECK DRAWING i-99-12-35-B-121 85 1 "'-1.,.(\h,rv,...-CONVEYOR BELT GREEN WAST£ '/ 9000><600 [,;[if -~· ><I 'Z 84 1 r,\a. "'~"9,. CONVEYOR BELT GREEN WASTE •f ~ 1900><1000 I,. -'Z ~ .t'-:~· 83 1 6'&\'\,._,_...,._ CONVEYOR BELT GREEN WASTE -2100><1000 1,,-10 x. s•-, 1 -BELT TO CRUSH BOXES .!'-O.lll. IIO kg 2500><1000 81-2Y,',. 3-3" 82 1 CONVEYOR BELT GREEN WASTE 2"li'\,1,~ 150kg 4800><600 \5-1 >< L 1 ,.,,, .'.:\, CONVEYOR BELT CARDBOARD WASTE DI ku 7500x1000 1'1.'-'l" ,. 3'·"!," 81 1 ~,ll\.V\.\-\""-CONVEYOR BELT GREEN WASTE 5700x600 1'5 '-fl x Z.. 1 Ins~.~\.-CONVEYOR BELT CARDBOARD WASTE '80 kg 12000><1000 .J,1-'f'ic 3•.,• Stk Aan Artl<el Nr. Benamlng Materlaal Afmetlng Opmerklng 1 52.~.IL CONVEYOR BELT CARDBOARD WASTE 2,0 kg 6000><1000 l'\1 -,i•" 3'·3" Nr. ,tal 1 ln'S'l:u. CONVEYOR BELT CARDBOARD WASTE 480 kg 12000><1000 i,1-Y' ic 3•.:,• Schaal: 11Jatum: 25-09-2012 Wllz,: :.:-:::c I A 2 Mach. B-99-12-35 1 CONVEYOR BELT CARDBOARD WASTE -NOT NCI.WED Maatehd.: mm IGet.:Plet Stroet Oat,: nr. 1 ::111<. l,.'i' CONVEYOR BELT GREEN WASTE 1005 kg 33500x600 lei\'-II~ 11 11-ut.' @ E:j, Proj.nr. Tek.nr. B-OB4 1 .:,.\ ,; .~ L, ,,J.._ CONVEYOR BELT GREEN WASTE 8000><600 !11 !-.~· y. Z' --~ {by 1 ,; \ 11(,A h~ CONVEYOR BELT GREEN WASTE.l20.'\1. r ") 2500><600 -JI'· t:/..,, 1' L Nww.polveerri E-IIOI, lnfo@polveerri Behainlng: WASTE CONVEYOR BEL TS -KENDAL s 1 1~'11.'\I CONVEYOR BELT GREEN WASTE __ 63()_kg · 21000><600 a·-10 ,. .i.. DESIGN·CALCULATIONS FLOREXPO CONVEYOR ADDITION Larry W. Lang, P.E. CARLSBAD, CA REINFORCEMENT ANALYSIS OF JOISTS & JOIST GIRDERS ~ December 14, 2012 RECEIVED DEC 17 2012 ) Larry W. Lang, P. E. 80590 Camino San Gregorio Indio, CA 92203-7434 December 14, 2012 Florexpo 1960 Kellogg Avenue Carlsbad, CA 92008 Attn: Mr. David Briggs Re: Kendall/Florexpo Floral -Conveyor Addition Carlsbad, CA Joist and Joist Reinforcement Analysis PHIFX -(760) 834-9020 E-mail -larry@Jcdinc.net This is to certify that the Joists & Joist Girders in question, analyzed for vertical loads only, will carry the loads specified according to the information given and have been designed in accordance with the latest Steel Joist Institute (SJI) specifications. I take respon1?ibility for the analysis of the Joists & Joist Girders, only according to the information furnished, but do not take any responsibility for any damage, failure or injury due to any work being performed in the air with dead load or construction loads being applied during any construction. Enclosed are the design calculations for the loading conditions given as well as the "As-Built" calculations furnished by Vulcraft Brigham City, Utah. Reinforcement is required on several members as shown in the drawing package (J1 -J4) also enclosed. If you have any questions regarding the above please call. Respectfully, LarryW. Lang, P.E. Enclosure: Design Calculation Package Drawings J1 -J4 0 '(, . • t ..,_ Florexpo-Conveyor_Load Analysis FLOREXPO JOIST END REACTIONS ADD FOR JG DEAD LOAD z 1.00 psf I I I I I JG LIVE LOAD = 12.00 psi I I I I 12/12/2012 CONCENTRATED LOADS UNIFORM LOADS JG NO MARK SPAN Axial •DL Sl S2 llr Sprinkler TL LLr DL LOAD#l LOAD#2 LOAD#3 LOAD#4 LOAD#S LOAD#l RL-TE RR DIFF (kips) (psi) (ft) (ft) (psi) (pl!) (pl!) (pi!) (pl!) (lbs) (ft) (lbs) (ft) (lbs) (ft) (lbs) (ft) (lbs) (ft) START END (pl!) (lbs) (lbs) (lbs) 1 J21 39.9583 7.00 a.so 8.00 8.00 16.00 196 128 68 ----------3,916 3,916 -480 2 J21-10 39.9583 7.00 8.50 8.00 8.00 16.00 -196 128 68 ---39.96 48 4,875 4,875 -480 3 J21-12 39.9583 7.00 8.50 8.00 8.00 16.00 -196 128 68 300 10.89 600 13.63 300 18.35 300 19.30 300.00 31.50 -4,911 4,721 -480 4 J21-13 39.9583 7.00 8.50 8.00 8.00 16.00 -196 128 68 300 15.61 300 18.36 300 19.30 300 31.S0 --. 4.480 4,552 -480 5 J21-14 39.9583 7.00 8.50 8.00 8.00 16.00 196 128 68 300 15.61 300 18.36 . . . . 4,261 4,171 -480, 6 J21-15 39.9583 7.00 8.50 8.00 8.00 16.00 196 128 68 300 0 300 12.08 300 24.23 300 36.36 . . . 4,569 4,463 -480 7 J21A 39.9583 7.00 8.50 8.00 8.00 16.00 . 196 128 68 650 3.17 . . -. . . . . . 4,515 3,967 -480 8 J22 39.9583 7.90 8.50 8.00 10.00 16.00 . 221 144 77 . . . . . . . 4.416 4,415 -540 9 J22-1 39.9583 7.90 8.50 8.00 10.00 16.00 221 144 -77 300 10.89 300 13.63 . . . . 4,832 4,599 -540 10 J23 39.9583 7.00 a.so 8.00 8.00 16.00 . 196 128 68 . . . . . . . 3,916 3,91.6 -480 11 J23-3 39.9583 7.00 8.50 8.00 8.00 16 00 . 196 128 68 650 3.17 600 14.00 600 22.00 600.00 30.00 . . . 5,324 4,958 -480 12 J23-6 39.9583 7.00 8.50 8.00 8.00 16.00 . 196 128 68 300 15.61 300 18.36 . . . . . . 4,261 4,171 -480 13 J24-10 39.9583 7.00 8.50 8.00 5.27 16.00 32 196 106 90 . . . . . . . 39.96 48 4,875 4,875 -398 14 J29 39.2500 7.00 8.50 8.00 8.00 16.00 196 128 68 . . . . . . . . . . . 3,847 3,847 -471 15 J29-1D 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 500 1.25 500 5.25 320 27.00 . . 5.25 27.00 20 5,120 4,328 -471 16 J29-11 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 ,68 300 17.69 300 32.01 . . . ., 4,067 4,226 -471 17 J29-12 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 150 17.71 . . . . . 3,929 3,914 -471 18 J29A 39.2500 7.00 a.so 8.00 8.00 16.00 . 196 128 68 650 3.17 . . . . . . 4,444 3,899 -471 19 J30 39.2500 7.90 a.so 8.00 10.00 16.00 221 144 77 . . . . . . 4,338 4,337 -530 20 J31 39.2500 7.00 8.50 8.00 8.00 16.00 196 128 68 . . . . . 3,847' 3,847 -471 21 J31-10 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 500 1.25 500 5.25 320 27.00 . . 5.25 27.00 20 5,120 4,328 -471 22 J31-17 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 300 12.19 300 32.01 . . . . 4,109 4,184 -471 23 J31-18 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 150 17.71 . . . 3,929 3,914 -471 24 J31-19 39.2500 7.00 8.50 8.00 8.00 16.00 196 128 68 300 17.69 300 32.01 . . . . . . 4,067 4,226 -471 25 J32 39.2500 7.00 8.50 8.00 8.00 16.00 . 196 128 68 . . . . . . . . 3,847 3,847 -471 26 J33-1 39.2500 7.00 8.50 8.00 8.00 16.00 196 128 68 600 2.67 650 3.17 600 9;57 600, 17.67 . . . 5,785 4,358 -471 27 J34-10 39.2500 7.00 8.50 '8.00 5.27 16.00 32 196 106 90 500 1.25 500 5.25 320 27.00 . . 5.25 27.00 20 5,120 4,328 -391 --:'" Page 1 of 1 JOIST GIRDER LOAD ANAL Y$1S ~1 T~ 2 , ... ., 1::::1,,01 21 J22 J22 J21 J21 J23 RCT 3,916 4,416 4,416 3,916 3,916 3,916 34 39.96 -480 -540 -540 -480 -480 -480 PAN& 3 5 7 9 11 1.1 PPLOAD . ..,, 1117 1187 7187 7438 7217 39.96 -480 -540 -540 -480 -480 -480 RCT 3,916 4,832 4,832 4,911 4,480 4,261 34 MK J21 J22-1 J22-1 J21-12 J21-13 J23-6 DL 3,036 4,331 4,331 4,031 3,600 3,381 LL 3,836 3,836 3,836 3,836 3,836 3,836 COLUMN 1 TO 2 ~ iiJ!:~ J22-1 J21-12 J21-13 J23-6 RCT 3,916 4,599 4,599 4,721 4,552 4,171 35 39.96 -480 -540 -540 -480 -480 -480 p-3 5 7 9 11 11 PPLOAD 8172 7935 7935 8224 8055 7127 39.96 -480 -540 -540 -480 -480 -480 RCT 3,916 4,415 4,415 4,463 4,463 3,916 35 MK J21 J22 J22 J21-15 J21-15 J23 DL 3,036 4,099 4,099 4,388 4,219 3,291 LL 3,836 3,836 3,836 3,836 3,836 3,836 ~ .. ~ TO 2 ·~~·~pa; 1 J22 J22 J21-15 J21-15 J23 RCT 3,916 4,416 4,416 4,569 4,569 3,916 34 39.96 -480 -540 -540 -480 -480 -480 p-3 5 7 9 11 11 PP LOAD 8112 7883 7883 7727 7727 6J812 39.25 -471 -530 -530 -471 -471 -471 RCT 3,847 4,338 4,338 4,109 4,109 3,847 34 MK J29 J30 J30 J31-17 J31-17 J32 DL 3,010 3,881 3,881 3,925 3,925 3,010 LL 3,802 3,802 3,802 3,802 3,802 3,802 34-Tag End 35 -Non-Taa End Page 1 of3 J JOIST GIRDER LOAD ANALYSIS 3 J21 J21 J23 3,916 3,916 3,916 34 -480 -480 -480 t}t~·:?·. 11 12 , , ,, •.,,,7211 7217 7217 -480 -480 -480 -480 4,261 4,261 4,261 4,261 34 J21-14 J21-14 J21-14 J23-6 DL 3,381 3,381 3,381 3,381 LL 3,836 3,836 3,836 3,836 3 J21-14 J21-14 J21-14 J23-6 4,171 4,171 4,171 4,171 35 -480 -480 -480 -480 s _,',, _ '!:-~ 9 11 12 . tci·,::· (· ..,!";,,.,7121 7,127 7127 · 8169 -480 -480 -480 -480 -480 3,916 3,916 3,9 6 3,916 4,958 35 21 J21 J21 J21 J23-3 3,291 3,291 3,291 3,291 3,291 4,333 3,836 3,836 3,836 3,836 3,836 3,836 3 J21 J21 J21 J23-3 3,916 3,916 3,916 5,324 34 -480 -480 -480 -480 9 11 12 7032 .6,894 10,158 -471 . -471 -471 -471 3,929 4,067 3,929 5,785 34 J31-18 J29-11 J29-12 J33-1 3,092 3,230 3,092 6,356 3,802 3,802 3,802 3,802 34-Tag End 35 -Non-Ta End Page 2 of3 JOIST GIRDER LOAD ANALYSIS ~ • 4 . 0 J21 J21-10 J21 J24-10 RCT 3,916 4,875 3,916 4,875 3,916 4,875 34 ~ •. , ~ 9 -480 -480 -398 11 ·12 72, · ,8790 8872 8954 39.96 -480 -480 -480 -480 -480 -398 RCT 4,261 4,875 3,916 4,875 3,916 4,875 34 MK J21-14 J21-10 J21 J21-10 J21 J24-10 DL 3,381 4,954 3,036 4,954 3,036 5,118 LL 3,836 3,836 3,836 3,836 3,836 3,836 34-Tag End 35 -Non-Tag End Page 3 of3 JOIST LOADS Job Name Florexpo-Conveyor Address 9.!Y Carlsbad Job Number L121412 Panel P3 LL 0.37 TL 0.72 T1 = 3 = New Load P6 0.72 1.39 Mark J21-12 pg 1.00 1.93 Type Category 1.Uniform 2.DL 1.Uriiform 2.DL 1.Uniform 3.LL 4.Conc 2.DL 4.Conc 2.DL 4.Conc 2.DL 4.Conc 2.DL ?.Axial 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0.00 1.23 1.17 1.00 2.26 2.36 2.23 1.89 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.T.C 128.00 128.00 1.TC 300.00 300.00 1.TC 600.00 600.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC State CA P24 P27 P30 0.72 0.37 0.00 1.37 0.71 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 10-10.625 + 13-7.5 + 19-3.625 + 31-6 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-11.5 0 39-11.5 1 39-11.5 2 10-10.625 0 13-7.5 0 19-3.625 0 31-6 0 39-11.5 0 Job Number L121412 Mark J21-12 Member TCTension TCComp W2 0 9,935 W3 0 9,831 W4 0 13,745 W5 0 13,745 W6 0 21,008 W7 0 21,008 W8 0 25,884 W9 0 25,884 W10 0 27,509 W11 0 27,509 W11R 0 27,509 W10R 0 27,509 W9R 0 27,509 W8R 0 27,509 W7R 0 27,509 W6R 0 27,509 W5R 0 27,509 W4R 0 27,509 W3R 0 9,831 W2R 0 9,935 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 22K232/128 FORCES IN CHORDS AND WEBS 12/14/2012 BCTension ' BCComp WebTension WebComp WebLength CoSec 0 0 8,618 0.00 39.9694 1.9021 9,442 0 0 4,763.00 24.0752 1.1457 9,442 0 5,719 0.00 31.8991 1.5181 17;600 0 0 5,124.00 31.8991 1.5181 17,600 0 4,529 0.00 31.8991 1.5181 23,772 0 0 3,674.00 31.8991 1.5181 23,772 0 2,808 0.00 31.8991 1.5181 26,921 0 0 1,377.00 31.8991 1.5181 26,921 0 782 0.00 31.8991 1.5181 27;559 0 128 146.00 31.8991 1.5181 27,559 0 0 863.00 31.8991 1.5181 25,812 0 1,458 0.00 31.8991 1.5181 25,812 0 0 2,053.00 31.8991 1.5181 22,274 0 2,649 0.00 31.8991 1.5181 22,274 0 0 3,244.00 31.8991 1.5181 16,896 0 3,905 0.00 31.8991 1.5181 16,896 0 0 4,889.00 31.8991 1.5181 9,091 0 5,484 0.00 31.8991 1.5181 9,091 0 0 4,586.00 24.0751 1.1457 0 0 8,307 0.00 39.9694 1.9021 0 657.00 24.1981 1.1516 0 593.00 21.0131 1.0000 0 701.00 21.0131 1.0000 0 1,080.00 21.0131 1.0000 0 609.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.,0000 0 657.00 24.1981 1.1516 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom ofl Shape Base L I Working L EffDepth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KUr Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J21-12 T_Chord 2 X 2 X 0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 220.22 Parallel 39-11.5 39-7.5 21.0131 27509 1178 16@2-0 24 C2a 205.38 136.92 Joist Type 221<232/128 B_Chord 1.5 X 1.5 X 0.155 0.441 0.461 0.2946 0.4321 1.0399 0.0937 1 1 50000 30000 220.22 Parallel 39-11.5 39-7.5 21.0131 27559 1178 2@0-0 0 31246 1.0415 1.0415 1.0415 29 C2a 205.38 136.92 CHORD ANALYSIS TCEPL TCFPL TCIPC TCFPR 4,711.00 22.00 22.00 24.0b 23.75 24.00 23.75 232.00 232.00 232.00 232.00 9,935.00 9,831.00 0.00 9,831.00 8,713.00 8,622.00 24,126.00 8,622.00 55.56 59.97 30.30 59.97 37,169.00 35,923.00 42,962.00 35,923.00 22,302.00 21,554.00 25,777.00 21,554.00 229,451.00 196,883.00 342,760.00 196,883.00 0.98 0.98 0.95 0.98 229.00 266.00 272.00 266.00 193.00 133.00 136.00 133.00 229.00 266.00 272.00 266.00 1,054.00 1,228.00 2,561.00 1,228.00 341.00 236.00 492.00 236.00 1,054.00 1,228.00 2,561.00 1,228.00 0.00 0.00 12.00 0.00 0.33 0.33 0.89 0.33 0.40 0.41 0.95 0.41 0.33 0.33 0.89 0.33 12/14/2012 TCEPR 4,556.00 22.00 24.00 232.00 9,935.00 8,713.00 55.56 37,169.00 22,302.00 229,450.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 ) Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J21-12 22K232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 8,618 18,039 0.48 0 0 0:00 1.85 5.71 3.8 0.22 1 R114 = R7/8 W3 0 0 0.00 4,763 4,016 1.19 2.64 5.02 3.88 0.12 1 14=11/2x11/2x.115 W4 5,719 7,956 0.72 0 0 0.00 3.21 . 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 ws o· 0 0.00 5,124 4,219 1.21 2,68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6 4,529 6,183 0.73 0 0 0.00 2.39 5.14 3.62 0.11 1 3=1x1x.109 W7 0 0 0.00 3,674 4,219 0.87 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 w~ 2,808 6,183 0.45 0 0 0.00 1.52 5.14 3.62 0.11 1 3=1x1x.109 W9 0 0 0.00 1,377 2,383 0.58 1.07 5.64 4.12 0.11 1 8 = 11/4x 11/4x .111 W10 782 6,183 0.13 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 128 7,956 0.02 146 2,383 0.06 1.06 5.64 4.12 0.11 1 8=11/4x11/4x.111 W11R 0 0 0.00 863 2,383 0.36 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,458 6,183 0.24 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 2,053 2,383 0,86 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,649 6,183 0.43 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 Q;QQ 3,244 4,219 0.77 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,905 6,183 0.63 0 0 0.00 2.39 5.14 3.62 0.11 1 3=1x1x.109 W5R 0 0 0.00 4,889 4,219 1.16 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W4R 5,484 7,956 0.69 0 0 0.00 · 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,586 4,016 1.14 2.64 5.02 3.88 0.12 1 14 = 11/2x 11/2x .115 W2R 8,307 18,039 0.46 0 0 a.ob 1.85 5.71 3.8 0.22 1 R114 = R7/8 V1 0 0 0.00 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 701 2,673 0.26 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 1,080 2,673 0.40 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 0.00 609 2,673 0.23 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 593 2;673 0.22 0.37 3.59 2.59 0.11 1 3=1x1x.109 V2R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 Job Number L121412 Mem Loe Qt Reinf W3 4 1 Channel W5 10 1 Channel W5R 49 1 Channel W3R 55 1 Channel Mark J21-12 SizeR C3x 3.5 C3x 3.5 C3x 3.5 C3x3.5 Joist Type 22K232/128 Length 1-4.348 1-9.172 1-9.172 1-4.348 SecA L-L L-L L-L L-L JOIST REPAIR CRITERIA 12/14/2012 Wsz Wnd WSt ccSt WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 4.00 1.00 12.00 2.79 3.88 0.00 0.09 0.12 4.00 1.00 16.00 3.00 4.62 0.00 0.09 0.12 4.00 1.00 16.00 2.86 4.62 0.00 0.09 0.12 4.00 1.00 12.00 2.69 3.88 0.00 0.09 Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.37 TL 0.71 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc 4.Conc 4.Conc ?.Axial .JOIST LOADS Address City Carlsbad J21-13 P6 pg 0.72 1.00 1.39 1.92 Category 2.DL 2.DL 3.LL 2.DL 2.DL 2.DL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0.00 1.23 1.17 1.00 2.27 2.38 2.25 1.90 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC 128.00 128.00 1.TC 600.00 600.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.Tc State CA P24 P27 P30 0.72 0.37 0.00 1.37 0.71 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 15-4.375 + 18-4.375 + 19-3.625 + 36-4.375 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-11.5 0 39-11.5 1 39-11.5 2 15-4.375 0 18-4.375 0 19-3.625 0 36-4.375 0 39-11.5 0 1 ., Job Number L121412 Mark J21-13 Member TCTension TCComp W2 0 9,935 W3 0 . 9,831 W4 0 13,365 W5 0 13,365 W6 0 20,366 W7 0 20,369 W8 0 25,576 W9 0 25,576 W10 0 28,155 W11 0 28,155 W11R 0 28,155 W10R 0 28,155 W9.R 0 28,155 W8R 0 28,155 W7R 0 28,155 W6R 0 28,155 WSR 0 28,155 W4R 0 28,155 W3R 0 9,831 W2R 0 9,935 V1 V2 V3 V4 vs VSR V4R V3R V2R V1R Joist Type 221<232/128 BCTension 0 9,193 9,193 17,089 17,089 23,195 23,195 27,355 27,355 28,107 28,107 26,.099 26,099 22,300 22,300 16,710 16,710 9,329 · 9,329 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp WebLength CoSec 0 8,400 0.00 39.9694 1.9021 0 0 4,632.00 24.0752 1.1457 0 5,545 0.00 31.8991 1.5181 0 0 4,950.00 31.8991 1.5181 0 4,355 0.00 31.8991 1.5181 0 0 3,760.00 31.8991 1.5181 0 3,165 0.00 31.8991 1.5181 0 0 2,365.00 31.8991 1.5181 0 1,064 0.00 31.8991 1.5181 0 258 146.00 31.8991 1.5181 0 0 1,037.00 31.8991 1.5181 0 1,632 0.00 31.8991 1.5181 0 0 2,227.00 31.8991 1.5181 0 2,822 0.00 31.8991 1.5181 0 0 3,417.00 31.8991 1.5181 0 4,013 0.00 31.8991 1.5181 0 0 4,608.00 31.8991 1.5181 0 5,203 0.00 31.8991 1.5181 0 0 4,683.00 24.0751 1.1457 0 8,550 0.00 39.9694 1.9021 0 657.00 24.1981 1.1516 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 668.00 21.0131 1.0000 0 884.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 657.00 24.1981 1.1516 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom of I Shape Basel Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa . Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J21-13 T_Chord 2x2 x0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 220.22 Parallel 39-11.5 39-7;5 21.0131 28155 1149 16@2-0 24 C2a 205.38 136.92 Joist Type 221<232/128 B_Chord 1.5x1.5 x0.155 0.441 0.461 0.2946 0.4321 1.0399 0.0937 1 1 50000 30000 220.22 Parallel 39-11.5 39-7.5 21.0131 28107 1149 2@0-0 0 31868 1.0623 1.0623 1.0623 29 C2a 205.38 136.92 TCEPL - 4,596.00 22'.oo 24.00 232.00 9,935.00 8,713.00 55.56 37,169.00 22,302.00 229,451.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.75 24.00 23.75 232.00 232.00 232.00 9,831.00 0.00 9,831.00 8,622.,00 24,693.00 8,622.00 59.97 30.30 59.97 35,923.00 42,962.00 35,923.00 21,554.00 25,777.00 21,554.00 196,883.00 342,760.00 196,883.00 0.98 0.95 0.98 266.00 272.00 266.00 133.00 136.00 133.00 266.00 272.00 266.00 1,228.00 2,561.00 1,228.00 236.00 492.00 236.00 1,228.00 2,561.00 1,228.00 0.00 12.00 0.00 0.33 0.91 0.33 0.41 0.98 0.41 0.33 0.91 0.33 12/14/2012 TCEPR 4,596.00 22.00 24.00 232.00 9,935.00 8,713.00 55.56 37,169.00 22,302.00 229,450.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J21-13 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 8,400 18,039 0.47 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 W3 0 0 0.00 4,632 4,016 1.15 2.64 5.02 3.88 0.12 1 14=11/2x11/2x.115 W4 5,545 7,956 0.70 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 4,950 4,219 1.17 2.68 6.14 4.62 0.12 1 14 = 1 1/2 X 1 1/2 X .115 W6 4,355 6,183 0.70 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,760 4,219 0.89 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 3,165 6,183 0.51 0 0 0.00 1.52 5.14 3.62 0.11 1 3=1x1x.109 W9 0 0 0.00 2,365 2,383 0.99 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 1,064 6,183 0.17 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 258 7,956 0.03 146 2,383 0.06 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 1,037 2,383 0.44 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,632 6,183 0.26. 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 2,227 2,383 0.93 1.07 5.64 4.12 0.11 1 8 = 11/4x 11/4x .111 W8R 2,822 6,183 0.46 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 3,417 4,219 0.81 1.86 · 6.14 4.62 0.12 1 14= 11/2x 11/2x .115 W6R 4,013 6,183 0.65 0 0 0.00 2.39 5.14 3.62 0.11 1 3=1x1x.109 WSR 0 0 0.00 4,608 4,219 1.09 2.68 6.14 4.62 0.12 1 14 = 1 1/2 X 1 1/2 X .115 W4R 5,203 7,956 0.65 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,683 4,016 1.17 2.64 5.02 3.88 0.12 1 14= 11/2x 11/2x .115 W2R 8,550 18,039 0.47 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 V1 0 0 0.00 657 2,041 0.32 0\41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 668 2,673 6.25 0:37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 0.00 884 2,673 0.33 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 Job Number L121412 Mem Loe Qt Reinf W3 4 1 Channel W5 10 1 Channel -W5R 49 1 Channel W3R 55 1 Channel BC1111 29 2 Round Mark J21-13 SizeR C3x 3'.5 C3x 3.5 C3 x 3.5 C3x 3.5 0.5 Joist Type 22K232/128 Length 1-4.348 1-9.172 1-9.172 1-4.348 5-0 SecA L-L L-L L-L L-L B-'B JOIST REPAIR CRITERIA 12/14/2012 Wsz · Wnd WSt ccSt WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 4.00 1.00 12.00 2.71 3.88 0.00 0.09 0.12 4.00 1.00 16.00 2.90 4.62 0.00 0.09 0.12 4.00 1.00 16.00 2.70 4.62 0.00 0.09 0.12 4.00 1.00 12.00 2.74 3.88 0.00 '0.09 0.17 4.00 1.00 24.00 0.00 0.00 14-17 0.60 0.00 BR-1 l JOIST LOADS Job Name Florexpo-Conveyor Address City Carlsbad Job Number L121412 Panel P3 LL 0.37 TL 0.64 T1 = 3 = New Load J21-14 P6 pg 0.72 1.00 1.24 1.72 Type Category 1.Uniform 2.DL 1.Uniform 2.DL 1.Uniform 3.LL 4.Conc . 2.DL 4.Conc 2.DL ?.Axial 4.WL Joist Type 22K232/128 Deflection (in.) P12 P15 P18 P21 0.00 1 .. 23 1.17 1.00 2.02 2.12 2.01 1.7'0 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.0d 1.TC 128.0Q 128.d0 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC State CA P24 P27 P30 0.72 0.37 0.00 1.23 0.63 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 15-7.375 + 18-4.375 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-11.5 0 39-11.5 1 39-11.5 2 15-7.375 0 18-4.375 0 39-11.5 0 1 Job Number L121412 Mark J21-14 Member TCTension TCComp ~ W2 0 9,935 W3 0 9,831 W4 0 12,387 W5 0 12,387 W6 0 18,304 W7 0 18,304 WB 0 22,674 W9 0 22,674 W10 0 24,880 W11 0 24,880 W11R 0 24,880 W10R 0 24,880 W9R 0 24,880 W8R 0 24,880 W7R 0 24,880 W6R 0 24,880 W5R 0 17,650 W4R 0 17,650 W3R 0 9,831 W2R 0 9,935 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 8,392 8,392 15,448 15,448 20,713 20,713 24,157 24,157 24,846 24,846 23,368 23,368 20,099 20,099 15,039 15,039 8,188 8,188 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 7,701 0.00 39.9694 1.9021 0 0 4,210.00 24.0752 1.1457 0 4,987 0.00 31.8991 1.5181 0 0 4,392.00 31.8991 1.5181 0 3,797 0.00 31.8991 1.5181 0 0 3,201.00 31.8991 1.5181 0 2,606 0.00 31.8991 1.5181 0 0 1,971.00 31.8991 1.5181 0 961 0.00 31.8991 1.5181 0 240 146.00 31.8991 1.5181 0 0 685.00 31.8991 1.5181 0 1,280 0.00 31.8991 1.5181 0 0 1,875.00 31.8991 1.5181 0 2,470 0.00 31.8991 1.5181 0 0 3,065.00 31.8991 1.5181 0 3,660 0.00 31.8991 1.5181 0 0 4,255.00 31.8991 1.5181 0 4,850 0.00 31.8991 1.5181 0 0 4,107.00 24.0751 1.1457 0 7,520 0.00 39.9694 1.9021 0 657.00 24.1981 1.1516 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 787.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593:00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 657.00 24.1981 1.1516 1 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom ofl Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Crn PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J21-14 T_Chord 2x2 x0.148 0.5701 0:6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 220.22 Pc:!rallel 39-11.5 39-7.5 21.0131 24880 1149 16@2-0 24 C2a 205.38 136.92 Joist Type 221<232/128 B_Chord 1.5 X 1.5 X 0.155 0.441 0.461 0.2946 0.4321 1.0399 0.0937 1 1 50000 30000 220.22 Parallel 39-11.5 39-7.5 21.0131 24846 1149 2@0-0 6 28170 0.939 0.939 0.939 ?9 C2a 205.38 136.92 TCEPL 4,596.00 - 22.00 24,00 232.00 9,935.00 8,713.00 55.56 37;169.00 22,302.00 229,451.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.75 24.00 23.75 232.00 232.00 232.00 9,831.00 0.00 9,831.00 8,622.00 21,821.00 8,622.00 59.97 30.30 59.97 35,923.00 42,962.00 35,923.00 21,554.00 25,777.00 21,554.00 196,883.00 342,760.00 196,883.00 0.98 0.96 0.98 266.00 272.00 266.00 133.00 136.00 133.00 266.00 272.00 266.00 1,228.00 2,561.00 1,228.00 236.00 492.00 236.00 1,228.00 2,561.00 1,228.00 0.00 12.00 0.00 0.33 0.81 0.33 0.41 0.86 0.41 0.33 0.81 0.33 12/14/2012 TCEPR 4,596.00 22.00 24.00 232.00 9,935.00 8,713.00 55.56 37,169.00 22,302.00 229,450.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J21-14 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material w2 7,7'.01 18,039 0.43 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 W3 0 0 0.00 4,210 4,016 1.05 2.64 5.02 3.88 0.12 1 14=11/2x11/2x.115 W4 4,987 7,956 0.63 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 4,392 4,219 1.04 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6 3,797 6,183 0.61 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,201 4,219 0.76 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 2,606 6,183 0.42 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,971 2,383 0.83 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 961 6,183 0.16 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 240 7,956 O.Q3 146 2,383 0.06 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 685 2,383 0.29 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,280 6,183 0.21 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,875 2,383 0.79 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,470 6,183 0.40 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 3,065 4,219 0.73 1.86 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6R 3,660 6,183 0.59 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,255 4,219 1.01 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W4R 4,850 7,956 0.61 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,107 4,016 1.02 2.64 5.02 3.88 0.12 1 14 = 11/2x 11/2x .115 W2R 7,520 18,039 0.42 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 V1 0 0 o.bo 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 vs 0 0 0.00 787 2,673 0.29 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 VSR 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3=1x1x.109 V1R 0 0 0.00 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.37 TL 0.65 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc 4.Conc 4.Conc ?.Axial JOIST LOADS Address City Carlsbad P6 0.72 1.26 Mark J21-15 pg 1.00 1.75 Category 2.DL 2.DL 3.LL 2.DL 2.DL 2.DL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0:00 1.23 1.17 1.00 2.05 2.16 2.06 1.75 Load1 Load2 Location 36:00 36.00 1.TC 104.00 104.00 1.TC 128.00 128.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC · 300.Q0 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC P24 0.72 1.27 State CA P27 0.37 0.66 P30 0.00 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 0-0 + 12-1 + 24-2.75 + 31-6 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-11.5 0 39-11.5 1 39-11.5 2 0-0 0 12-1 0 24-2.75 0 31-6 0 39-11.5 0 Job Number L121412 Mark J21-15 Member TCTension TCComp W2 0 9,935 W3 0 9,831 W4 0 12,298 .W5 0 12;298 W6 0 18,565 W7 0 18,565 W8 0 22,700 W9 0 22,700 W10 0 24,700 W11 0 24,700 W11R 0 24,909 W10R 0 24,909 W9R 0 24,909 W8R Q 24,909 W7R 0 24,909 W6R 0 24,909 W5R 0 24,909 W4R 0 24,909 W3R 0 9,831 W2R 0 9,935 V1 V2 V3 V4 vs V5R· V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 8,493 8,493 15,655 15,655 21,026 21,026 23,924 23,924 25,028 25,028 24,341 24,341 21,193 21,193 16,190 16,190 8,760 8,760 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 7,789 0.00 39.9694 1.9021 0 0 4,264.00 24.0752 1.1457 0 5,057 0.00 31.8991 1.5181 0 0 4,462.00 31.8991 1.5181 0 3,867 0.00 31.8991 1.5181 0 0 3,272.00 31.8991 1.5181 Q 2,225 0.00 31.8991 1.5181 0 0 1,626.00 31.8991 1.5181 0 1,031 0.00 31.8991 1.5181 0 0 436.00 31.8991 1.5181 0 35 159.00 31.8991 1.5181 0 754 0.00 31.8991 1.5181 0 0 1,785.00 31.8991 1.5181 0 2,400 0.00 31.8991 1.5181 0 0 2,995.00 31.8991 1.5181 0 3,656 0.00 31.8991 1.5181 0 0 4,640.00 31.8991 1.5181 0 5,235 0.00 31.8991 1.5181 0 0 4,398.00 24.0751 1.1457 0 8,025 0.00 39.9694 1.9021 0 657.00 24.1981 1.1516 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 593.00 21.0131 1.0000 0 657.00 24.1981 1.1516 Job Number L12.1412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom ofl Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fbMid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J21-15 T_Chord 2x2 x0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 220.22 Parallel 39-11.5 39-7.5 21.0131 24909 1149 16@2°0 30 C2a 205.38 136.92 Joist Type 22K232/128 B_Chord 1..5 X 1.5 X 0.155 0.441 0.461 0.2946 0.4321 1.0399 0.0937 1 1 50000 30000 220.22 Parallel 39-11;5 39-7.5 21.0131 25028 1149 2@0-0 0 28377 0.9459 0.9459 0.9459 29 C2a 205.38 136.92 TCEPL 4,596.00 22.00 24.00 232.00 9;935.00 8,713.00 55.56 37,169.00 22,302.00 229,451.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.75 24.00 23.75 232.00 232.00 232.00 9,831.00 0.00 9,831.00 8,622.00 21,846.00 8,622.00 59.97 30.30 59.97 35,923.00 42,962.00 35,923.00 21,554.00 25,777.00 21,554.00 196,883.00 342,759.00 196,883.00 0.98 0.96 0.98 266.00 272.00 266.00 133.00 136.00 133.00 266.00 272.00 266.00 1,228.00 2,561.00 1,228.00 236.00 492.00 236.00 1,228.00 2,561.00 1,228.00 0.00 12.00 0.00 0.33 0.81 0.33 0.41 0.86 0.41 0.33 0.81 0.33 12/14/2012 TCEPR 4,596.00 22.00 24.00 232.00 9,935.00 8,713.00 55.56 37,169.00 22,302.00 229,450.00 0.98 229.00 193.00 229.00 1,054.00 341.00 1,054.00 0.00 0.33 0.40 0.33 j Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J21-15 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 7,789 18,039 0.43 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 W3 0 0 0.00 4,264 4,016 1.06 2.64 5.02 3.88 0.12 1 14= 11/2x 11/2x .115 W4 5,057 7,956 0.64 0 0 0.00 3.21 5.64 4.12 0.11 1 8=11/4x11/4x.111 W5 0 0 0.00 4,462 4,219 1.06 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6 3,867 6,183 0.63 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.06 3,272 4,219 0.78 1.86 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W8 2,225 6,183 0.36 0 0 0:00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,626 2,383 0.68 1.07 5.64 4.12 0.11 1 8=11/4x11/4x.111 W10 1,031 6,183 0.17 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 0 0 0.00 436 2;383 0.18 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 35 7,956 0.00 · 159 2,383 0.07 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 754 6,183 0.12 0 0 0.00 1.08 5.14 3.62 0.11 1 3=1x1x.109 W9R 0 0 0.00 1,785 2,383 0.75 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,400 6,183 0.39 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,995 4,219 0.71 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,656 6,183 0.59 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,640 4,219 1.10 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 5,235 7,956 0.66 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,398 4,016 1.10 2.64 · 5.02 3.88 0.12 1 14 = 11/2x 11/2x .115 W2R 8,025 18,039 0.44 0 0 0.00 1.85 5.71 3.8 0.22 1 R114 = R7/8 V1 0 0 0.00 657 2,041 0.32 0.41 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 593 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 657 2,041 0.32 0.41 4,04 2.89 0.11 1 3=1x1x.109 Job Number L121412 Mem Loe Qt Reinf W3 4 1 Channel W5 10 1 Channel W5R 49 1 Channel W3R 55 1 Channel Mark J21-15 SizeR C3x 3.5 C3x3.5 C3x 3.5 C3x 3.5 Joist Type 22K232/128 Length SecA 1-4.348 L-L 1-9.172 L-L 1-9.172 L-L . 1-4.348 L-L '"' JOIST REPAIR CRITERIA 12/14/2012 Wsz Wnd WSt ccSt WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 4.00 1.00 12.00 2.50 3.88 0.00 0.09 0.12 4.00 1.00 16.0C 2.61 4.62 0.00 0.09 r 0.12 4.00 1.00 16.00 2.72 4.62 0.00 0.09 0.12 4.00 1.00 12.00 2.58 3.88 0.00 0.09. JOIST LOADS Job Name Florexpo-Conveyor Address City Carlsbad Job Number L121412 • Panel P3 LL 0.38 TL 0.64 T1 = 3 = New Load J22-1 P6 pg 0.73 1.01 1.23 1.69 Type Category 1.Uniform 2.DL 1.Uniform 2 .. DL 1.Uniform 3.LL 4.Conc 2.DL 4.Conc 2.DL ?.Axial 4.WL Joist Type 221<261/144 Deflection (in.) P12 P15 P18 P21 0.00 1.24 1.18 1.01 1.98 2.07 1.96 1.66 Load1 Load2 Location 40.00. 40.00 1.TC 117.00 117.00 1.TC 144.00 144.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,900.00 7,900.00 1.TC P24 0.73 1.20 State CA P27 0.38 0.62 P30 0.00 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 10-10.625 + 13-7.5 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-11.5 0 39-11.5 1 39-11.5 2 10-10.625 0 13-7.5 0 39-11.5 0 Job Number L121412 Mark J22-1 Member TCTension TCComp W2 0 11,221 W3 0 11,103 W4 0 13,861 W5 0 13,861 W6 0 20,908 W7 0 20,908 W8 0 25,354 W9 0 25,354 W10 0 26,959 W11 0 26,959 W11R 0 26,959 W10R 0 26,959 W9R 0 26,959 W8R 0 26;959 W7R 0 26,959 W6R 0 26,959 W5R 0 19,952 W4R 0 19,952 W3R 0 11,103 W2R 0 11,221 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 22K261/144 BCTension 0 9,575 9,515 17,638 17,638 23,473 23,473 26,410 26,410 27,001 27,001 25,560 25,560 22,088 22,088 16,584 16,584 9,050 9,050 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 8,770 0.00 39.9048 1.9102 0 0 4,784.00 23.9678 1.1473 0 5,681 0.00 31.8181 1.5231 0 0 5,008.00 31.8181 1.5231 0 4,335 0.00 31.8181 1.5231 0 0 3,401.00 31.8181 1.5231 0 2,493 0.00 31.8181 1.5231 0 0 1,401.00 31.8181 1.5231 0 728 0.00 31.8181 1.5231 0 165 164.00 31.8181 1.5231 0 0 619.00 31.8181 1.5231 0 1,292 0.00 31.8181 1.5231 0 0 1,965.00 31.8181 1.5231 0 2,638 0.00 31.8181 1.5231 0 0 3,311.00 31.8181 1.5231 o. 3,985 0.00 31.8181 1.5231 0 0 4,658.00 31.8181 1.5231 0 5,331 0.00 31.8181 1.5231 0 0 4,520.00 23.9678 1.1473 0 8,305 0.00 39.9048 1.9102 0 742.00 24.0913 1.1532 0 668.00 20.8900 1.0000 0 748.00 20.8900 1.0000 0 852.00 20.8900 1.0000 0 668.00 20.8900 1.0000 0 668.00 20.8900 1.0000 0 668.00 20.8900 1.0000 0 668.00 20.8900 1.0000 0 668.00 20.8900 1.0000 0 742.00 24.0913 1.1532 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom of I Shape Base L Working L Eff Depth Reactions Max Forces Min Shear _Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J22-1 T-'Chord 2x.2 x0.16 0.6144 0.6212 0.3953 0.5592 1.2279 0.2371 0.9455 1 50000 30000 249.03 Parallel 39-11.5 39-7.5 20.89 26959 1293 16@2-0 18 C2a 229.56 153.04 Joist Type 221<261/144 B_Chord 2 X 2 X 0.137 0.5292 0.6245 0.3967 0.5508 1.2224 0.2064 0.8793 1 50000 30000 249:03 Parallel 39:11.5 39-7.5 20.89 27001 1293 2@0-0 0 25511 0.8504 0.8504 0.8504 29 C2a 229.56 153.04 CHORD ANALYSIS TCEPL TCFPL TCIPC TCFPR 5,171.00 22.00 22.00 24.00 23.75 24.00 23.75 261.00 261.00 261.00 261.00 11,221.00 11,103.00 0.00 11,103.00 9,132.00 9,036.00 20,633.00 9,036.00 55.65 60.08 45.54 60.08 38,163.00 36,834.00 40,962.00 36,834.00 22,898.00 22,101.00 24,577.00 22,101.00 228,200.00 195,809.00 340,891.00 195,810.00 0.98 0.98 0.96 0.98 259.00 302.00 308.00 302.00 218.00 151.00 154.00 151.00 259.00 302.00 308.00 302.00 1,103.00 1,285.00 2,686.00 1,285.00 361.00 249.00 521.00 249.00 1,103.00 1,285.00 2,686.00 1,285.00 0.00 0.00 4.00 0.00 0.34 0.34 0.78 0.34 0.41 0.42 0.86 0.42 0.34 0.34 0.78 0.34 12/14/2012 TCEPR 5,171.00 22.00 24.00 261.00 11,221.00 9,132.00 55.65 38,163.00 22,898.00 228,199.00 0.98 259.00 218.00 259.00 1,103.00 361.00 1,103.00 0.00 0.34 0.41 0.34 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J22-1 22K261/144 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 8,770 18,039 0.49 0 0 o:oo 2.09 5.73 5.73 0.22 1 R114 = R7/8 W3 0 0 0.00 4,784 4,025 1.19 2.98 5.03 5.03 0.12 1 14=11/2x11/2x.115 W4 5,681 7,956 0.71 0 0 0.00 3.62 5.66 5.66 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 5,008 5,074 0.99 2.52 6.16 6.16 0.14 1 17 = 11/2x 11/2x .138 W6 4,335 6,183 0.70 0 0 0.00 2.7 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,401 4,236 0.80 2.1 6.16 6.16 0.12 1 14=11/2x11/2x.115 W8 2,493 6,183 0.40 0 0 0.00 1.72 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.06 1,401 2,395 0.59 1.21 5.66 5.66 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 728 6,183 0.12 0 0 0.00 1.22 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W11 165 7,956 0.02 164 2,395 0.07 1.19 5.66 5.66 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 619 2,395 0.26 1.19 5.66 5.66 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,292 6,183 0.21 0 0 0.00 1.22 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,965 2,395 0.82 1.21 5.66 5.66 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,638 6,183 0.43 0 0 0.00 1.72 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 3,311 4,236 0.78 2.1 6.16 6.16 0.12 1 14=11/2x11/2x.115 W6R 3,985 6,183 0.64 0 0 0.00 2.7 5.16 5.16 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,658 5,074 0.92 2.52 6.16 6.16 0.14 1 17 = 1 1/2 X 1 1/2 X .138 W4R 5,331 7,956 0.67 0 0 0.00 3.62 5.66 5.66 0.11 1 8=11/4x11/4x.111 W3R 0 0 0.00 4,520 4,025 1.12 2.98 5.03 5.03 0.12 1 14 = 1 1/2 X 1 1/2 X .115 W2R 8,305 18,039 0.46 0 0 0.00 2.09 5.73 5.73 0.22 1 R114 = R7/8 V1 0 0 0.00 742 2,059 0.36 0.46 4.05 4.05 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 668 2;699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 748 2,699 0.28 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 852 2,699 0.32 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 o:oo 668 2,699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 668 2,699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 668 2,699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 668 2,699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 668 2,699 0.25 0.41 3.59 3.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 742 2,059 0.36 0.46 4.05 4.05 0.11 1 3=1x1x.109 Job Number L121412 Mem Loe Qt Reinf W3 4 1 Channel W3R 55 1 Channel Mark J22~1 SizeR C3x3.5 C3 x 3.5 Joist Type 22K261/144 Length 1-3.763 1-3.763 SecA L-L L-L JOIST REPAIR CRITERIA 12/14/2012 Wsz Wnd WSt ccSt WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 4.00 1.00 12.00 2.80 5.03 0.00 0.10 0.12 4.00 1.00 12.00 2.65 5.03 0.00 0.10 1 Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.37 TL 0.63 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc 7.Axial JOIST LOADS Address City Carlsbad J23-6 P6 pg 0 . .72 0.99 1.23 1.70 Category 2.DL 2.DL 3.LL 2.DL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) p12 P15 P18 P21 0.00 1.23 1.17 0.99 2.01 2.10 1.99 1.69 Load1 Load2 Location 36.00 36,00 1.TC 104.00 104:00 1.TC 128.00 128.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC P24 0.72 1.22 State CA P27 0.37 0.62 P30 0.00 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 15-7.375 + 18-4.375 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-10.5 0 39-10.5 1 39-10.5 2 15-7.375 0 18-4.375 0 39-11.5 0 Job Number 1,.121412 Mark J23-6 Member "FCTension TCComp W2 0 9,849 W3 0 9,745 W4 0 12,342 W5 0 12,342 W6 0 18,201 W7 0 18,201 · W8 0 22,570 W9 0 22,570 W10 0 24,781 W11 0 24,781 W11R 0 24,781 W10R 0 24,781 W9R 0 24,781 W8R 0 24,781 W7R 0 24,781 W6R 0 24,781 W5R 0 17,605 W4R 0 17,605 W3R 0 9,745 W2R 0 9,849 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 8,291 8,291 15,345 15,345 20,609 20,609 24,059 24,059 24,753 24,753 23,274 23,274 20,004 20,004 14,943 14,943 8,091 8,091 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 7,537 0.00 39.1222 1.8618 0 0 4,258.00 24.3231 1.1575 0 4,986 0.00 31.8991 1.5181 0 0 4,391.00 31.8991 1.5181 0 3,796 0.00 31.8991 1.5181 0 0 3,201.00 31.8991 1.5181 0 2,606 0.00 31.8991 1.5181 0 0 1,979.00 31.8991 1.5181 0 960 0.00 31.8991 1.5181 0 231 146.00 31.8991 1.5181 0 0 686.00 31.8991 1.5181 0 1,281 0.00 31.8991 1.5181 0 0 1,876.00 31.8991 1.5181 0 2,471 0.00 31.8991 1.5181 0 0 3,066.00 31.8991 1.5181 0 3,661 0.00 31.8991 1.5181 0 0 4,256.00 31.8991 1.5181 0 4,851 0.00 31.8991 1.5181 0 0 4,155.00 24.3231 1.1575 0 7,361 0.00 39.1222 1.8618 0 651.00 24.1981 1.1516 0 592.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 781.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 592.00 21.0131 1.0000 0 651.00 24.1981 1.1516 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom of I Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb-Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J23-6 T_Chord 2 X 2 X 0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 220.22 Parallel 39-10.5 39-6.5 21.0131 24781 1147 16@2-0 24 C2a 206.36 137.57 Joist Type 221<232/128 B_Chord 1.5x1.5 x0.155 0.441 0.461 0.2946 OA321 1.0399 0.0937 1 1 50000 30000 220.22 Pc1rallel 39-10.5 39-6.5 21.0131 24753 1147 2@0-0 0 28065 0.9355 0.9355 0.9355 29 C2a 206.36 137.57 TCEPL 4,587.00 22.00 23.00 232.00 9,849.00 8,638.00 53.03 37,857.00 22,714.00 251,823.00 0.98 208.00 176.00 208;00 960.00 311.00 960.60 0.00 0.32 0.39 0.32 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 24.25 24.00 24.25 232.00 232.00 232.00 9,745.00 0.00 9,745.00 8,547.00 21,734.00 8,547.00 61.24 30.30 61.24 35,558.00 42,962.00 35,558.00 21,335.00 25,777.00 21,335.00 188,847.00 342,759.00 188,848.00 0.98 0.96 0.98 278.00 272.00 278.00 139.00 136.00 139.00 278.00 272.00 278.00 1,281.00 2,561.00 1,281.00 246.00 492.00 246.00 1,281.00 2,561.00 1,281.00 0.00 12.00 0.00 0.33 0.81 0.33 0.41 0.86 0.41 0.33 0.81 0.33 12/14/2012 TCEPR 4,587.00 22.00 23.00 232.00 9,849.00 8,638.00 53.03 37,857.00 22,714.00 251,823.00 0.98 208.00 176.00 208.00 960.00 311.00 960.00 0.00 0.32 0.39 0.32 1 Job Number Joist Tybe WEB DESIGN 12/14/2012 L121412 J23-6 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 7,537 18,039 Q.42 0 0 0.00 . 1.81 5.59 3.72 0.22 1 R114 = R7/8 W3 0 0 0.00 4,258 3,995 1.07 2.68 5.06 3.9 0.12 1 14 = 11/2x 11/2x .115 W4 4,986 7,956 0.63 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 4,391 4,219 1.04 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6 3,796 6,183 0.61 0 0 0.00 2.39 5.14 3.62 0.11 1 3=1x1x.109 W7 0 0 0.00 3,201 4,219 0.76 1.86 6.14 4.62 0.12 1 14= 11/2x11/2x.115 W8 2,606 6,183 0.42 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,979 2,383 0.83 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 960 6,183 0.16 b 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 231 7,956 0.03 146 2,383 0.06 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 d.00 686 2,383 0.29 1.06 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,281 6,183 0.21 0 0 0.00 1.08 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 Q.00 1,876 2,383 0.79 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,471 6,183 0.40 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 3,066 4,219 0.73 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,661 6,183 0.59 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,256 4,219 1.01 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W4R 4,851 6,183 0.78 0 0 0.00 3.26 5.14 3.62 0.11 1 3=1x1x.109 W3R 0 0 0.00 4,155 3,995 1.04 2.68 5.06 3.9 0.12 1 14 = 11/2x 11/2x .115 W2R 7,361 18,039 0.41 0 0 0.00 1.81 5.59 3.72 0.22 1 R114 = R7/8 V1 0 0 0.00 651 2,041 0.32 0.4 4.04 2.89 0.11 1 3=1x1x.109 V2 0 0 0.00 592 2,673 0.22 0.37 3.59 2,59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 592 2,67'3 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 592 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 0.00 781 2,673 0.29 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 592 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 592 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 592 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 592 2,673 0.22 0.37 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 651 2,041 0.32 0.4 4.04 2.89 0.11 1 3 = 1 X 1 X .109 Job Number L121412 Mem Loe Qt Reinf W3 4 I 1 I Channel Mark J23-6 SizeR C3x 3.5 Joist Type 22K232/128 Length 1-4.499 SecA L-L '"' JOIST REPAIR CRITERIA 12/14/2012 ,.. Wsz Wnd WSt cc$t WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 4.00 1.00 12.001 2.49I 3.90 0.001 0.09 Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL,. 0.33 TL 0.55 - T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc ?.Axial JOIST LOADS Address City Carlsbad P6 0.68 1.13 Mark J29-11 pg 0.95 1.59 Category 2.DL 2.DL 3.LL 2.DL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 o.oo 1.19 1.1p 0.95 1.89 1.99 1.89 1.60 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC 128:00 128.00 1.TC 300.00 300.QO 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC P24 0.68 1.14 State CA P27 0.33 0.56 P30 0.00 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 17-5.25 + 32-0.125 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-3 0 39-3 1 39-3 2 17-5.25 0 32-0.125 0 39-11.5 0 'J. Job Number L121412 Mark J29-11 Member TCTension TCComp W2 0 9,564 W3 0 9,469 W4 0 12,006 W5 0 12,006 W6 0 16,794 W7 0 16,794 W8 0 20,883 wg_ 0 20,883 W10 0 23,174 W11 0 23,174 W11R 0 23,174 W10R 0 23,174 W9R 0 23,174 W8R 0 23,174 W7R 0 23,174 W6R 0 23,174 W5R 0 17,269 W4R 0 17,269 W3R 0 9,454 W2R 0 9,612 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 7,301 7,301 14,077 · 14,077 19;062 19,062 22,257 22,257 23,310 23,310 22,238 22,238 19,376 19,376 14,723 14,723 7,628 7,628 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp WebLength CoSec 0 6,779 0.00 36.6292 1.7429 0 0 4,047.00 23.9573 1.1399 0 4,801 0.00 31.9014 1.5179 0 0 4,206.00 31.9014 1.5179 0 3,611 0.00 31.9014 1.5179 0 0 3,016.00 31.9014 1.5179 0 2,421 0.00 31.9014 1.5179 0 0 1,826.00 31.9014 1.5179 0 1,219 0.00 31.9014 1.5179 0 14 180.00 31.9014 1.5179 0 0 415.00 31.9014 1.5179 0 1,010 0.00 31.9014 1.5179 0 ·o 1,605.00 31.9014 1.5179 0 2,200 0.00 31.9014 1.5179 0 0 2,795.00 31.9014 1.5179 0 3,390 0.00 31.9014 1.5179 0 0 4,396.00 31.9014 1.5179 0 5,035 0.00 31.9014 1.5179 0 0 4,298.00 23.9573 1.1399 0 7,188 0.00 36.6292 1.7429 0 605.00 24.2013 1.1515 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 800.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 725.00 29.0121 1.3804 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom ofl Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J29-11 T_Chord 2x2 x0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 212.49 Parallel 39-3 38-11 21.0167 23174 1129 16@2-0 24 C2a 209.68 139.78 Joist Type 221<232/128 B_Chord f.5 X 1.5 X 0.145 0.414 0.4624 0.2951 0.4285 1.0372 0.0885 1 1 50000 30000 212.49 Parallel 39-3 38-11 21.0167 23310 1129 2@0-0 0 28152 0.9384 0.9384 0.9384 29 C2a 209.68 139.78 CHORD ANALYSIS TCEPL TCFPL TCIPC TCFPR 4,515.00 22.00 22.00 20.00 23.50 24.00 31.50 232.00 232.00 232.00 232.00 9,564.00 9,469.00 0.00 9,454.00 8,388.00 8,305.00 20,325.00 8,292.00 45.45 59.34 30.30 79.55 39,791.00_ 36,104.00 42,962.00 29,934.00 23,875.00 21;663.00 25,777.00 17,960.00 342,759.00 201,094.00 342,759.00 111,921.00 0.99 0.98 0.96 0.96 153.00 261.00 272.00 469.00 129.00 130.00 136.00 234.00 153.00 261.00 272.00 469.00 706.00 1,203.00 2,561.00 2,161.00 229.0Q 231.00 492.00 415.00 706.00 1,203.00 2,561.00 2,161.00 0.00 0.00 12.00 0.00 0.30 0.32 0.76 0.35 0.36 0.39 0.81 0.48 0.30 0.32 0.76 0.35 12/14/2012 TCEPR 4,514.00 22.00 12.00 232.00 9,612.00 8,430.00 25.25 43,775.00 26,265.00 1,110,541.00 1.00 47.00 40.00 47.00 218.00 71.00 218.00 0.00 0.29 0.32 0.29 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J29-11 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 6,719 18,039 0.38 0 0 0.00 1.68 5.23 3.49 0.22 1 R114 = R7/8 W3 0 0 0.00 4,047 4,026 1.01 2.63 5.01 3.87 0.12 1 14=11/2x11/2x.115 W4 4,801 7,956 0.60 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 ws 0 0 0.00 4,206 4,218 1.00 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6 3,611 6,183 0.58 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,016 4',218 0:71 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 2,421 6,183 0.39 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,826 2,383 0.77 1.0i 5.64 4.12 0.11 1 8 = 1 1 /4 X 1 1 /4 X .111 W10 1,219 6,183 0.20 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 14 7,956 0.00 180 2,383 0.08 1.04 5.64 4.12 0.11 1 8 = 11/4x 11/4x .111 W11R 0 0 0.00 415 2,383 0.17 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,010 6,183 0.16 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,605 2,383 0.67 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,200 6,183 0.36 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,795 4,218 0.66 1.86 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6R 3,390 6,183 0.55 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 WSR 0 0 0.00 4,396 4,218 1.04 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 5,035 7,956 0.63 0 0 o.oo 3.2 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,298 4,026 1.07 2.66 5.01 3.87 0.12 1 14 = 1 1 /2 X 1 1/2 X .115 W2R 7,188 18,039 0.40 0 Q 0.00 1.71 5.23 3.49 0.22 1 R114 = R7/8 V1 0 0 0.00 605 2,040 0.30 0.37 4.04 2.89 0.11 1 3=1x1x.109 V2 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 o·.11 1 3 = 1 X 1 X .109 V3 0 c) 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 vs 0 0 0.00 800 2,672 0.30 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 VSR 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3=1x1x.109 V4R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 d 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 725 1,420 0.51 0.45 4.73 3.35 0.11 1 3 = 1 X 1 X .109 I Job Number L121412 Mem Loe Qt Reinf W3R I 55 I 1 I Channel Mark J29-11 SizeR G3 x 3:5 Joist Type 22K232/128 Length SecA 1-4.275 I L-L JOIST REPAIR CRITERIA 12/14/2012 Wsz Wnd WSt ccSt WReq WAvail WBA Batten Dist CSRT CSRC Descr 0.12 I 4.001 1.001 12.001 2.521 3.87 0.001 0.09 1 J, Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.33 TL 0.52 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc ?.Axial JOIST LOADS Address City Carlsbad P6 0.68 1.07 Mark J29-12 pg 0.95 1.50 Category 2.DL 2.DL 3.LL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0.00 1.19 1.13 0.95 1.78 · 1.88 1.78 1.50 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC 128.00 128.00 1.TC 150.00 150.00 1.TC 7,000.00 7,000.00 1.TC State CA P24 P27 P30 0.68 0.33 0.00 1.07 0.52 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 17-8.25 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-3 0 39-3 1 39-3 2 17-8.25 0 39-11.5 0 'l Job Number L121412 Mark J29-12 Member TCTension TCComp W2 0 9,564 W3 0 9,469 W4 0 12,006 W5 0 12,006 W6 0 16,038 W7 0 16,038 W8 0 19,809 W9 0 19,809 W10 0 21,789 W11 0 21,789 W11R 0 21,789 W10R 0 21,789 W9R 0 21,789 W8R 0 21,789 W7R 0 21,789 W6R 0 21,789 W5R 0 17,269 W4R 0 17,269 W3R 0 9,454 W2R 0 9,612 V1 V2 V3 V4 V5 V5R V4R V3R V2R V1R Joist Type 221<232/128 BCTension 0 7,025 7,025 . 13,482 13,482 18,147 18,147 21,023 21,023 21,936 21,936 20,888 20,888 18,049 18,049 13,419 13,419 6,999 6,999 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 6,535 0.00 36.6292 1.7429 0 0 3,888.00 23.9573 1.1399 0 4,588 0.00 31.9014 1.5179 0 0 3,993.00 31.9014 1.5179 0 3,398 0.00 31.9014 1.5179 0 0 2,803.00 31.9014 1.5179 0 2,208 0.00 31.9014 1.5179 0 0 1,613.00 31.9014 1.5179 0 1,018 0.00 31.9014 1.5179 0 0 196.00 31.9014 1.5179 0 0 399.00 31.9014 1.5179 0 994 0.00 31.9014 1.5179 0 0 1,589.00 31.9014 1.5179 0 2,184 0.00 31.9014 1.5179 0 0 2,779.00 31.9014 1.5179 0 3,374 0.00 31.9014 1.5179 0 0 3,969.00 31.9014 1.5179 0 4,565 0.00 31.9014 1.5179 0 0 3,945.00 23.9573 1.1399 0 6,627 0.00 36.6292 1.7429 0 605.00 24.2013 1.1515 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 651.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 725.00 29.0121 1.3804 1 Job Number L121412 Description 'MatSize Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom of I Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Lo~d Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J29-12 T_Chord 2x2 x0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 212.49 Parallel 39-3 38-11 21.0167 21789 1129 16@2-0 24 C2a 209.68 139.78 Joist Type 22K232/128 B_Chord 1.5 X 1.5 X 0.145 0.414 0.4624 0.2951 0.4285 1.0372 0.0885 1 1 50000 30000 212.49 Parallel 39-3 38-11 21.0167 21936 1129 2@0-0 0 26493 0.8831 0.8831 0.8831 29 C2a 209.68 139.78 TCEPL 4,515.00 22.00 20.00 232.00 9,564.00 8,388.00 45.45 39,791.00 23,875.00 342,759.00 0.99 153.00 129.00 153.00 706.0d 229.00 706.00 0.00 0.30 0.36 0.30 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.50 24.00 31.50 232.00 232.00 232.00 9,469.00 0.00 9,454.00 8,305.00 19,110.00 8,292.00 59.34 30.30 79.55 36,104.00 42,962.00 29,934.00 21,663.00 25,777.00 17,960.00 201,094.00 342,759.00 111,921.00 0.98 0.96 0.96 261..00 272.00 469.00 130.00 136.00 234.00 261.00 272.00 469.00 1,203.00 2,561.00 2,161.00 231.00 492.00 415.00 1,203.00 2,561.00 2,161.00 0.00 12.00 0.00 0.32 0.72 0.35 0.39 0.76 0.48 0.32 0.72 0.35 12/14/2012 TCEPR 4,514.00 22.00 12.00 232.00 9,612.00 8,430.00 25.25 43,775.00 26,265.00 1,110,541.00 1.00 47.00 40.00 47.00 218.00 71.00 218.00 0.00 0.29 0.32 0.29 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J29-12 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 6,535 18,039 0.36 0 0 0,00 1.68 5.23 3.49 0.22 1 R114 = R7/8 W3 0 0 0.00 3,888 4,026 0.97 2.63 5.01 3.87 0.12 1 14=11/2x11/2x.115 W4 4,588 7,956 0.58 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 3,993 4,218 0.95 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6 3,398 6,183 0.55 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 2,803 4,218 d.66 1.86 6.14 4.62 0.12 1 14 = 1 1/2 X 1 1/2 X .115 W8 2,208 6,183 0.36 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,613 2,383 0.68 1.07 5.64 4.12 0.11 1 8 = 11/4x 11/4x .111 W10 1,018 6,183 0.16 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 0. 0 0.00 196 2,383 0.08 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 399 2,383 0.17 1.04 5.64 4.12 0.11 1 8= 11/4x 11/4x.111 W10R 994 6,183 0.16 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,589 2,383 0.67 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,184 6,183 0.35 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,779 4,218 0.66 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,374 6,183 0.55 0 0 ·o.oo 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 3,969 4,218 0.94 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 4,565 7,956 0.57 0 0 0.00 3.2 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 3,945 4,026 0.98 2.68 5.01 3.87 0.12 1 14 = 11/2x 11/2x .115 W2R 6,627 18,039 0.37 0 0 0.00 1.71 5.23 3.49 0.22 1 R114 = R7/8 V1 0 0 0.00 605 2,040 0.30 0.37 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 588 2,672 0.22 0.36 3.!59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5 0 0 0.00 651 2,672 0.24 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 588 2,672 0.22 o:36 3.59 2.59 0.11 1 3=1x1x.109 V2R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 , 0.00 725 1,420 0.51 0.45 4.73 3.35 0.11 1 3 = 1 X 1 X .109 Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.33 TL 0.55 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc ?.Axial JOIST LOADS Address City Carlsbad J31-17 P6 pg 0.68 0.95 1.13 1.58 Category 2.DL 2.DL 3.LL 2.DL 2.DL 4.WL Joist Type 22K232/128 Deflection (in.) P12 P15 P18 P21 O.OQ 1.19 1.13 0.95 1.87 1.97 1.87 1.58 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC --128.00 128.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC State CA P24 P27 P30 0.68 0.33 0.00 1.13 0.55 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 12-2.25 + 32-0.125 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-2.875 0 39-2.875 1 39-2.875 2 12-2.25 0 32-0.125 0 39-2.875 0 J. Job Number L121412 Mark J31-17 Member TCTension TCComp W2 0 9,563 W3 0 9,468 W4 0 12,004 W5 0 12,004 W6 0 17,017 W7 0 17,017 W8 0 20,925 W9 0 20,925 W10 0 22,634 W11 0 22,634 W11R 0 22,634 W10R 0 22,634 W9R 0 22,634 W8R 0 22,634 W7R 0 22,634 W6R 0 22,634 W5R 0 17,264 W4R 0 17,264 W3R 0 9,454 W2R 0 9,611 V1 V2 V3 . V4 V5 V5R V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 7,383 7,383 14,254 14,254 19,333 19,333 22,003 22,003 22,817 22,817 21,840 21,840 19,072 19,072 14,514 14,514 7,513 7,513 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp Weblength CoSec 0 6,851 0.00 36.6292 1.7429 0 0 4,095.00 23.9573 1.1399 0 4,864 0.00 31.9014 1.5179 0 0 4,269.00 31.9014 1.5179 0 3,674 0.00 31.9014 1.5179 0 0 3,079.00 31.9014 1.5179 0 2,116 0.00 31.9014 1.5179 0 0 1,433.00 31.9014 1.5179 0 838 0.00 31.9014 1.5179 0 0 243.00 31.9014 1.5179 0 0 352.00 31.9014 1.5179 0 947 0.00 31.9014 1.5179 0 0 1,542.00 31.9014 1.5179 0 2,137 0.00 31.9014 1.5179 0 0 2,732.00 31.9014 1.5179 0 3,327 0.00 31.9014 1.5179 0 0 4,333.00 31.9014 1.5179 0 4,972 0.00 31.9014 1.5179 0 0 4,239.00 23.8975 1.1371 0 7,102 0.00 36.6292 1.7429 0 605.00 24.2013 1.1515 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 723.00 29.0121 1.3804 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom of I Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axiai Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J31-17 T'-Chord 2 X 2 X 0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 212.49 Parallel 39-2.875 38-10.875 21.0167 22634 1128 16@2-0 24 C2a 209.83 139.89 Joist Type 22K232/128 B_Chord 1.5x1.5 x0.145 0.414 0.4624 0.2951 0.4285 1.0372 0.0885 1 1 50000 30000 212.49 Parallel 39-2.875 38-10.875 21.0167 22817 1128 2@0-0 0 27557 0.9186 0.9186 0.9186 29 C2a 209.83 139.89 . TCEPL 4,513.00 22.00 20.00 232.00 9,563.00 8,387.00 45.45 39,791.00 23,875.00 342,759.00 0.99 153.00 129:0d 153.00 706.00 229.00 706.00 0.00 0.30 0.36 0.30 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.50 24.00 31.38 232.00 232.00 232.00 9,468.00 0.00 9,454.00 8,304.00 19,851.00 8,292.00 59.34 30.30 79.23 36,104.00 42,962.00 30,034.00 21,663.00 25,777.00 18,020.00 201,094.00 342,759.00 112,815.00 0.98 0.96 0.96 261.00 272.00 465.00 130.00 136.00 232.00 261.00 272.00 465.00 1,203.00 2,561.00 2,144.00 231.00 492.00 411.00 1,203.00 2,561.00 2,144.00 0:00 8.00 0.00 0.32 0.75 0.35 0.39 0.79 0.47 0.32 0.75 0.35 12/14/2012 TCEPR 4,513;00 22.00 12.00 232.00 9,611.00 8,430.00 25.25 43,775.00 26,265.00 1,110,537.00 1.00 47.00 40.00 47.00 218.00 71.00 218.00 0.00 0.29 0.32 0.29 1 ., Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J31-17 22K232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 6,851 18,039 0.38 0 0 0.00 1.68 5.23 3.49 0.22 1 R114 = R7/8 W3 0 0 0.00 4,095 4,026 1.02 2.63 5:01 3.87 0.12 1 14=11/2x11/2x.115 W4 4,864 7,956 0.61 0 0 0.00 3.2 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 ws 0 0 0.00 4,269 4,218 1.01 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6 3,674. 6,183 0.59 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,079 4,218 0.73 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 2,116 6,:183 0.34 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,433 2,383 0.60 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 838 6,183 0.14 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 0 0 0.00 243 2,383 0.10 1.04 5:64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 352 2,383 0.15 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 947 6,183 0.15 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,542 2,383 0.65 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,137 6,183 0.35 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,732 4,218 0.65 1.86 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6R 3,327 6,183 0.54 0 0 0.00 2.39 5.14 3.62 0.11 1 3=1x1x.109 WSR 0 0 0.00 4,333 4,218 1.03 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 4,972 7,956 0.63 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,239 4,031 1.05 2.67 5 3.86 0.12 1 14=11/2x11/2x.115 W2R 7,102 18,039 -0.39 0 0 0.00 1.71 5.23 3.49 0.22 1 R114 = R7/8 V1 0 0 0.00 605 2,040 0.30 d.37 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 b.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0:00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 vs 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 VSR 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3=1x1x.109 V3R 0 0 0.00 588 2,6'72 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 588 .2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 723 1,420 0.51 0.45 4.73 3.35 0.11 1 3 = 1 X 1 X .109 Job Number L121412 Mem Loe Qt Reinf I W3R I 55 I O I Mark J31-17 SizeR Joist Type 22K232/128 Length I 1-4.275 SecA Wsi Wnd o.oo J o.ooJ JOIST REPAIR CRITERIA WSt ccSt WReq WAvail WBA Batten Dist o.ooJ o.ooJ o.ooJ o.oo J J. 12/14/2012 CSRT CSRC Descr 0.00~ Job Name Florexpo-Conveyor Job Number L121412 Panel P3 LL 0.33 TL 0.55 T1 = 3 = New Load Type 1.Uniform 1.Uniform 1.Uniform 4.Conc 4.Conc ?.Axial JOIST LOADS Address City Carlsbad J31-19 P6 pg 0.68 · 0.95 1.13 1.59 Category 2.DL 2.DL 3.LL 2.DL 2.DL 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0.00 1.19 1.13 0.95 1.89 1.99 1.89 1.60 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC 128.00 128.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC P24 0.68 1.14 State CA P27 0.33 0.56 P30 0.00 0.00 Direction LoadB. -0-0 + 0-0 + 0-0 + 17-8.25 + 32-0.125 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-2.875 0 39-2.875 1 39-2.875 2 17-8.25 , 0 32-0.125 0 39-2.875 0 1 Job Number L121412 Mark J31-19 Member TCTension TCComp W2 0 9,563 W3 0 9,468 W4 0 12,004 ws 0 12,004 W6 0 16,785 W7 0 16,785 W8 0 20,872 W9 0 20,872 W10 0 23,167 W11 0 23,167 W11R 0 23,167 W10R 0 23,167 W9R 0 23,167 W8R 0 23,167 W7R 0 23,167 ·W6R 0 23,167 WSR 0 17,264 W4R 0 17,264 W3R 0 9,454 W2R 0 9,611 V1 V2 V3 V4 vs VSR V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 7,298 7,298 14,071 14,071 19,052 19,052 22,243 22,243 23,302 23,302 22,227 22,227 19,361 19,361 14,705 14,705 7,606 7,606 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp WebLength CoSec 0 6,776 0.00 36.6292 1.7429 0 0 4,046.00 23.9573 1.1399 0 4,798 0.00 31.9014 1.5179 0 0 4,203.00 31.9014 1.5179 0 3,608 0.00 31.9014 1.5179 0 0 3,013.00 31.9014 1.5179 0 2,418 0.00 31.9014 1.5179 0 0 1,823.00 31.9014 1.5179 0 1,228 0.00 31.9014 1.5179 0 14 179.00 31.9014 1.5179 0 0 417.00 31.9014 1.5179 0 1,012 0.00 31.9014 1.5179 0 0 1,607.00 31.9014 1.5179 0 2,202 0.00 31.9014 1.5179 0 0 2,797.00 31.9014 1.5179 0 3,392 0.00 31.9014 1.5179 0 0 4,398.00 31.9014 1.5179 0 5,038 0.00 31.9014 1.5179 0 0 4,288.00 23.8975 1.1371 0 7,187 0.00 36.6292 1.7429 0 605.00 24.2013 1.1515 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 807.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 723.00 29.0121 1.3804 1 Job Number L121412 Description Mat Size Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Mom ofl Shape Base L Working L Eff Depth Reactions Max Forces Min Shear Depths TC Panels Length Bending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240 LL360 Mark J31-19 T_Chord 2x2 x0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 212.49 Parallel 39°2.875 38-10.875 21.0167 23167 1128 16@2-0 24 C2a 209.83 139.89 Joist Type 221<232/128 B_Chord 1.5x1.5x0.145 0.414 0.4624 0.2951 0.4285 1.0372 0.0885 1 1 50000. 30000 212.49 Parallel 39-2.875 38-10.875 21.0167 23302 1128 2@0-0 0 28143 0.9381 0.9381 0.9381 29 C2a 209.83 139.89 TCEPL - 4,513.00 22.00 20.00 232.00 9,563.00 8,387.00 45.45 39,791.00 23,875.00 342,759.00 0.99 153.00 129.00 153.00 706.00 229.00 706.00 0.00 0.30 0.36 0.30 CHORD ANALYSIS 1"CFPL TCIPC TCFPR 22.00 23.50 24.00 31.38 232.00 232.00 232.00 9,468.00 0.00 9,454.00 8,304.00 20,319.00 8,292.00 59.34 30.30 79.23 36,104.00 42,962.00 30,034.00 21,663.00 25,777.00 18,020.00 201,094.00 342,759.00 112,815.00 0.98 ·0.96 0.96 261.00 272.00 465.00 130.00 136.00 232.00 261.00 272.00 465.00 1,203.00 2,561.00 2,144.00 231.00 492.00 411.00 1,203.00 2,561.00 2,144.00 0.00 8.00 0.00 0.32 0.76 0.35 0.39 0.81 0.47 0.32 0.76 0.35 12/14/2012 TCEPR 4,513.00 22.00 12.00 232.00 9,611.00 8,430.00 25.25 43,775.00 26,265.00 1,110,537.00 1.00 47.00 40.00 47.00 218.00 71.00 218.00 0.00 0.29 0.32 0.29 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J31-19 221<232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 6,776 18,039 0.38 0 0 0.00 1.68 5.23 3.49 0.22 1 R114 = R7/8 W3 0 0 0.00 4,046 4,026 1.00 2.63 5.01 3.87 0.12 1 14 = 11/2x 11/2x .115 W4 4,798 7,956 0.60 0 0 0.00 3.2 5.64 4:12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 0 0 0.00 4,203 4,218 1.00 2.68 6.14 4.62 0.12 1 14= 11/2x 11/2x.115 W6 3,608 6,183 0.58 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,013 4,218 0.71 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 2,418 6,183 0.39 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,823 2,383 0.77 1.07 5.64 4.12 0.11 1 8 = 11/4x 11/4x .111 W10 1,228 6,183 0.20 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 14 7,956 0.00 179 2,383 0.08 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 417 2,383 0.18 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,012 6,183 0.16 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,607 2,383 0.67 1.07 5.64 4.12 0.11 1 8=11/4x11/4x.111 W8R 2,202 6,183 0.36 0 0 0.00 1.52 5.'.14 3.62 . 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,797 4,218 0.66 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,392 6,183 0.55 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,398 4,218 1.04 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 5,038 7,956 0.63 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,288 4,031 1.06 2.67 5 3.86 0.12 1 14=11/2x11/2x.115 W2R 7,187 18,039 0.40 0 0 0.00 1.71 5.23 3.49 0.22 1 R114 = R7/8 V1 0 0 0.00 605 2,040 0.30 0.37 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 588 2,672 0.22 6.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 vs 0 0 0.00 807 2,672 0.30 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V5R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 588 · 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 723 1,420 0.51 0.45 4.73 3.35 0.11 1 3 = 1 X 1 X .109 JOIST LOADS Job Name Florexpo-Conveyor Address City Carlsbad Job Number L121412 Panel P3 LL 0.33 TL 0.55 T1 = 3 = New Load J31-19 P6 pg 0.68 0.95 1.13 1.59 Type Category 1.Uniform 2.DL 1.Uniform 2.DL 1.Uniform 3.LL A.Cone 2.DL 4.Conc 2.DL ?.Axial 4.WL Joist Type 221<232/128 Deflection (in.) P12 P15 P18 P21 0.00 1.19 1.13 0.95 1.89 1.99 1.89 1.60 Load1 Load2 Location 36.00 36.00 1.TC 104.00 104.00 1.TC 128.00 128.00 1.TC 300.00 300.00 1.TC 300.00 300.00 1.TC 7,000.00 7,000.00 1.TC State CA P24 P27 P30 0.68 0.33 0.00 1.14 0.56 0.00 Direction LoadB -0-0 + 0-0 + 0-0 + 17-8.25 + 32-0.125 + 0-0 12/14/2012 P33 P36 P39 0.00 0.00 0.00 0.00 0.00 0.00 LoadE T1 39-2.875 0 39-2.875 1 39-2.875 2 17-8.25 0 32-0.125 0 39-2.875 0 ! Job Number L121412 Mark J31-19 Member TCTension TCComp W2 0 9,563 W3 0 9,468 W4 0 12,004 W5 0 12,004 W6 0 16,785 W7 0 16,785 W8 0 20,872 W9 0 20,872 W10 0 23,167 W11 0 23, 1(>7 W11R 0 23,167 W10R 0 23,167 W9R 0 23,167 W8R 0 23,167 W7R 0 23,167 W6R 0 23,167 W5R 0 17,264 W4R 0 17,264 W3R 0 9,454 W2R 0 9,611 V1 V2 V3 V4 vs V5R V4R V3R V2R V1R Joist Type 22K232/128 BCTension 0 7,298 7,298 14,071 14,071 19,052 19,052 22,243 22,243 23,302 23,302 22,227 22,227 19,361 19,361 14,705 14,705 7,606 7,606 0 FORCES IN CHORDS AND WEBS 12/14/2012 BCComp WebTension WebComp WebLength CoSec 0 6,776 0.00 36.6292 1.7429 0 0 4,046.00 23.9573 1.1399 0 4,798 0.00 31.9014 1.5179 0 0 4,203.00 31.9014 1.5179 0 3,608 0.00 31.9014 1.5179 0 0 3,013.00 31.9014 1.5179 0 2,418 0.00 31.9014 1.5179 0 0 1,823.00 31.9014 1.5179 0 1,228 0.00 31.9014 1.5179 0 14 179.00 31.9014 1.5179 0 0 417.00 31.9014 1.5179 0 1,012 0.00 31.9014 1.5179 0 0 1,607.00 31.9014 1.5179 0 2,202 0.00 31.9014 1.5179 0 0 2,797.00 31.9014 1.5179 0 3,392 0.00 31.9014 1.5179 0 0 4,398.00 31.9014 1.5179 0 5,038 0.00 31.9014 1.5179 0 0 4,288.00 23.8975 1.1371 0 7,187 0.00 36.6292 1.7429 0 605.00 24.2013 1.1515 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 807.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 588.00 21.0167 1.0000 0 723.00 29.0121 1.3804 Job Number L121412 Description MatSize Area Rx Rz y Ryy Ix Q1 Gap Fy Fb Morn of I Shape Basel Working L Eff Depth Reaotions Max Forces Min Shear Depths TC Panels Length -Sending Load Axial Load fa Max KL/r Fer Fa F'e Cm PP Mom Left Mid PP Mom PP Mom Right fb Left fb Mid fb Right Fillers CSR Left CSR Mid CSR Right BC Axial Stress CSR Left CSR Mid CSR Right Gov Member Gov Case LL240. LL360 Mark J31-19 T_Chord 2 X 2 X 0.148 0.5701 0.6229 0.396 0.5548 1.225 0.2212 0.9136 1 50000 30000 212.49 Parallel 39-2.875 38-10.875 21.0167 23167 1128 16@2-0 24 C2a 209.83 139.89 Joist Type 221<232/128 B_Chord 1.5x1.5 x0.145 0.414 0.4624 0.2951 0.4285 1.0372 0.0885 1 1 50000 30000 212.49 Parallel 39-2.875 38-10.875 21.0167 23302 1128 2@0-0 0 28143 0.9381 0.9381 0.9381 29 C2a 209.83 139.89 TCEPL 4,513.00 22.00 20.00 232.0d 9,563.00 8,387.00 45.45 39,791.00 23,875.00 342,759.00 0.99 153.00 129.00 153.00 706.00 229.00 706.00 0.00 0.30 0.36 0.30 CHORD ANALYSIS TCFPL TCIPC TCFPR 22.00 23.50 24.00 31.38 232.00 232.00 232.00 9,468.00 0.00 9,454.00 8,304.00 20,319.00 8,292.00 59.34 30.30 79.23 36,104.00 42,962.00 30,034.00 21,663.00 25,777.00 18,020.00 201,094.00 342,759.00 112,815.00 0.98 0.96 0.96 261.00 272.00 465.00 130.00 136.00 232.00 261.00 272.00 465.00 1,203.00 2,561.00 2,144.00 231.00 492.00 411.00 1,203.00 2,561.00 2,144.00 0.00 8.00 0.00 0.32 0.76 0.35 0.39 0.81 0.47 0.32 0.76 0.35 . 12/14/2012 TCEPR 4,513.00 22.00 12.00 232.00 9,611.00 8,430.00 25.25 43,775.00 26,265.00 1,110,537.00 1.00 47.00 40.00 47.00 218.00 71.00 218.00 0.00 0.29 0.32 0.29 Job Number Joist Type WEB DESIGN 12/14/2012 L121412 J31-19 22K232/128 Mem WebT AllowT SRT WebC AllowC SRC WReq WTC WBC WTk Qty Material W2 6,776 18,039 0.38 0 0 0.00 1.68 5.23 3.49 0.22 1 R114 = R7/8 W3 0 0 0.00 4,046 4,026 1.00 2.63 5.01 3.87 0.12 1 14=11/2x11/2x.115 W4 4,798 7,956 0.60 0 0 0.00 3.2 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W5 o. 0 0.00 4,203 4,218 1.00 2.68 6.14 4.62 0.12 1 14 = 11/2x 11/2x .115 W6 3,608 6,183 0.58 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7 0 0 0.00 3,013 4,218 0.71 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W8 2,418 6,183 0.39 0 0 0:00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9 0 0 0.00 1,823 2,383 0.77 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10 1,228 6,183 0.20 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W11 14 7,956 0.00 179 2,383 0.08 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W11R 0 0 0.00 417 2,383. 0.18 1.04 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W10R 1,012 6,183 0.16 0 0 0.00 1.06 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W9R 0 0 0.00 1,607 2,383 0.67 1.07 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W8R 2,202 6,183 0.36 0 0 0.00 1.52 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W7R 0 0 0.00 2,797 4,218 0.66 1.86 6.14 4.62 0.12 1 14=11/2x11/2x.115 W6R 3,392 6,183 0.55 0 0 0.00 2.39 5.14 3.62 0.11 1 3 = 1 X 1 X .109 W5R 0 0 0.00 4,398 4,218 1.04 2.68 6.14 4.62 0.12 1 14=11/2x11/2x.115 W4R 5,038 7,956 0.63 0 0 0.00 3.21 5.64 4.12 0.11 1 8 = 1 1/4 X 1 1/4 X .111 W3R 0 0 0.00 4,288 4,031 1.06 2.67 5 3.86 0.12 1 14 = 11/2x 11/2x .115 W2R 7,187 18,039 0.40 0 0 0.00 1.71 5.23 3.49 0.22 1 R114 = R7/8 V1 0 0 0.00 605 2,040 0.30 0.37 4.04 2.89 0.11 1 3 = 1 X 1 X .109 V2 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4 0 0 0.00 588 2,672 0.22 · 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 v~ 0 0 0.00 807 2,672 0.30 0.36 3.59 2.59 0.11 1 3=1x1x.109 V5R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V4R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V3R 0 0 0.00 588 2,672 0.22 Q.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V2R 0 0 0.00 588 2,672 0.22 0.36 3.59 2.59 0.11 1 3 = 1 X 1 X .109 V1R 0 0 0.00 723 1,420 0.51 0.45 4.73 3.35 0.11 1 3 = 1 X 1 X .109 "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD jQIST ANA(. YSIS 1' 9f 2' For Steel Joists Considered as Simple-Span Beams. Subjected to Non-Standard Lo.ad~ , . Job Name: Florexpo -Convevor Subject: 44G6NSPCL Mark No. G1-1 Job Number: Carlsbad, CA Originator: lwl ln~ut Data, C Maximum Stress Ratio = I 1,05 I -e I Joist Data: b I Designation = JG-series ~ ---Span, L = 50.4167 ft. +P 1r-rr _ _,-+M We Modulus, E = 29,000,000 psi t+Wb ~ _.._ Inertia, Ix = 3,363 in."4 ,L' ,L ,L ,L ,L ,L • Hl ,--+W ~ /"-. / "-./ '/ "-./ V (/ Original Design or Ca~aci~ Loads: E,IJ L Full Uniform: RL i----x RR w=I 0 llbs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs.If!.) e (ft.) We (lbs/ft.) Point Loads: , actt.L P·(ibs.) #1: #1: &.0104 8,640 #2: #2: , 113:0208 . 9,710 #3: #3: 26.0313 9,720 #4: #4: 34.0417 8,640 #5: #5: 42.0521 8,640 #6: #6: 50.0625 8,640 #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: New Design Loads: Full Uniform: w=I l1bs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) . e (ft.) We (lbs/ft.) Point Loads: . a (ft.) P (lbs.) #1: #1: 8.0104 6,872 #2: #2: 16.0208 8,167 #3: #3: 26.0313 8,167 #4: #4: 34.0417 7,867 #5: #5: 42.0521 7,436 #6: #6: 50.0625 7,217 #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: Total 1 Of 2 12/14/2012 9:23 AM J. "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =I,--2-2-,9-0-0--,jlbs. RR = I 31, 1 00 hbs. Minimum Design Web Member Shear: . Vw(min) =j· 15,550 jibs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,121 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll(max) = -1.809 in. +Ll{max) = 0.000 in. Ll(ratio) = L/334 @x:~ft. @X-~ft. @x:~ft. @X-~ft. G1-1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =,...! -19-,-14-2--.jlbs. Maximum Moments: +Mx(max) = 292,688 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll(max) =~1.543 in. +Ll(max) = 0.000 in. Ll(ratio) = RR =I 26,585 hbs. @x:~ft- @x-CQ]Dft. @x:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R =~-0_.8_6_2_-1jfor Shear S.R. -_ 0.862for Moment Comments: @X:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1. 01. 2 of 2 2 of 2 12/14/2012 9:23 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOISTANALYSIS 1 of 2 For Steel Joists Considered as Simple-Span Beams Subjected ,to Non-St~ndard Loads __ , Job Name: Florexpo -Convevor Subiect: 44G6NSPCL Mark No. G1-2 Job Number: Carlsbad, CA Oriainator: lwl ln~ut Data: C Maximum Stress Ratio = L 1.05 I e I Joist Data: ,. b ·1 Designation = JG-series ~ ----Span, L = 50.4167 ft. +P ---+M we Modulus, E = 29,000,000 psi • +wb 1r-:rr-\ ,-1- Inertia, Ix ;= 3,363 in.114 J, ' J, J, J, J, J, J,IJ, +w ,, / ......... / ......... ~ ,/ -......../vv.~ Original Design or Caeacitv Loads: E,IJ' L Full Uniform: RL ~x RR w=I 0 llbs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs./ft.} e (ft.) w_e (lbs/ft.) Point Loads: a (ft.) P (lbs.j: .· #1: #1: 8.0104 8,640 #2: #2: Hf0208 9,720 #3: #3: 26.0313 9,720 #4: #4: 34.0417 8,640 #5: #5: 42.0521 8,640 #6: #6: 50.0625 8,640 #7: #7: #8: #8: #9: Moments: C (ft.) . M (ft-lbs) #10: #1: #11: #2:' #12; #3: #13: #4: #14: #15: New Design Loads: Fl.ill Uniform: w=I l1bs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) e (ft.) we (lbs/ft.) Point Loads: , a (ft.) P (lbs.) #1: #1: 8.0104 6,872 #2: #2: 16.0208 7,935 #3: #3: 26.0313 7,935 #4: #4: 34.04~7 8,224 #5: #5: 42.0521 8,055 #6: #6: 50.0625 7,127 #7: #7: #8: #8: #9: Moments: C (ft.} M (ft-lbs) #10: #1: #11: #2: #12: #3, #13: #4: #14: #15: Total 1 of 2 12/14/2012 9:25 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,...1 _2_2-,9-0-0---.!lbs. RR=! 31,100 !lbs. Minimum Design Web Member Shear: Vw(min) = ! 15,550 !lbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,121 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -~(max)= -1.809 in . . +~(max) = 0.000 in. ~(ratio)= L/334 @x:~ft. @ X -c::[QDft. @x:~ft. @ X -c::[QDft. 'G1-2 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simpte~beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =!.--19-,0-9-0---,!lbs. Maximum Moments: +Mx(max) = 293,644 ft-lbs ~Mx(max) = 0.0 ft-lbs *Maximum Deflections: -~(max) =~1.552 in. +~(max) = 0.000 in. ~(ratio)= RR =I 27,059 libs. @x:~ft. @ X -c::[QDft. @x:~ft. @x-c::[QDft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to mor'e closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. :/ 0.887 'for Shear S.R. __ 1--0-.8-8_6 _ _,for Moment Comments: @x:~ft. @X-~ft. . The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 12/14/2012 9:25 AM J "LCD JOIST.xis" Program Version1.5 GENERAL STAN,DARD JOI.ST ANALYSIS For Steel Joists Considered as Simple-Span 1;3eams Subjected to Non-Standard Loads .. Job Name: Florexoo -Conveyor Job Number: Carlsbad, CA Input Data: . Maximum Stress Ratio = f 1.05 I Joist Data: Designation = JG-series Span, L = 50.4167 ft. Modulus, E = 29,000,000. psi Inertia, Ix = 3,363 in."4 Original Design or Capacity Loads: Full Uniform: w = ... 1 --o----.11bs.tft. Start End Distributed: b (ft.} Wb (lbs./ft.) · _e (ft.) we (lbs/ft.) 1---.:....a.--+----'----'-t-------'.....:...--+-...,_--'---f #1: r--------1-----1-----1 #2: 1---------1-----1-----1 #3: 1---------1----1-----1 #4: 1-----1-----1-------1-------1 #5: 1-----1-----1--~---1-----1 #6: 1---------11------1-----1 #7: ----+----1-----1-----1 #8: ...__ ___ ...__ ___ .__ __ __. ___ ...... Moments: __ c.....:..(ft..,_.)_...,__M__,_(ft_-_1bs..,_)---1 #1: 1----+----t .#2: 1------1----1 #3: t--------#4: .__ ___ _.___ __ __. New Design Loads: Full Uniform: w =I .... -'---~11bs.tft. Start End Distributed: b (ft.) Wb (lbs./ft.) e (ft.) we (!bs/ft.) __ ........ __ ----'----'--1-----'--'---+-....:.:...-'-I #1: 1---------1------+----l #2: 1----+-------~,------1 #3: _______________ _, #4: r-----+----1------1-----1 #5: 1----+----1----1-----1 #6: 1---------1----1-------1 #7: 1------1----1-----+------1 #8: .__ ___ ..,__ ___ ,.__ ____ "'---'----,-! Moments: c (ft.) M (ft-lbs) t-------'"-+--'-----'--1 #1: --------# 2: ----+----t #3: --------#4: .__ ___ ....._ __ __. 1 of 2 Subiect: 44G6NSPCL Mark No. G1-3 Originator: lwl C e I Nomenclature Point Loads: _ a (ft.) P (lbs). 1--'---''-'----+--,---'-'----'--f #1: 8.0104 8,640 1----t--'----l #2: 16.0208 9,720 #3: 26.0313 9,720 #4: 34.0417 8,640 #5: 42.0521 8,640 #6: 50.0625 8,640 #7: 1--------1 #8: r-----+----l #9: r-----+----1 #10: --------# 11: 1---------1 #12: 1---------1 #13: 1---------1 #14: --------#15: .__ __ __._ ___ .... Point Loads: .,___a_,(~ft."'-) __ P ___ ·.,_(lb_s._._) -1 #1: 8.0104 6,812 -----~--# 2: 16.0208 7,683 #3: 26.0313 . 7,683 #4: 34.0417 7.,727 #5: -42.0521 1,727 #6: 50.0625 6,812 #7: #8: 1---------1 #9: 1--------,-1 #10: 1--------4-----1 #1-1:. _______ _, #12: _______ _, #13: ,_ ______ _, #14: 1----1------1 #15: .__ __ ___. ___ __. Total 12/14/2012 9:26 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =.-1 -2-2-,9-0-0----,l1bs. RR =i 31,100 libs. Minimum Design Web Member Shear: Vw(min) = I 15,550 libs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,121 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -A(max) = -1.809 in. +A(max) = 0.000 in. A(ratio) = L/334 @x:~ft. @X-~ft. @x:~ft. @X-~ft. G1-3 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: .End Reactions: RL =.-1 -18-,5-2-7----,llbs. Maximum Moments: +Mx(max) = 282,610 ft-lbs -MX(max) = 0.0 ft-lbs *Maximum Deflections: -A(max)=~1.494 in. +A(max) = 0.000 in. A(ratio) = RR =l 25,918 libs. @x:~ft. @X-~ft. @x:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.851 lfor Shear S. R. __ ,_ -0-.8-5-0---1for Moment Comments: @X=~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 12/14/2012 9:26 AM j_ ·' "LCD JOIST.xis" Program Version1.5 GENERAL.STANDARD JOIST ANALYSIS .. 2 1 of For Steel Joists Considered as, Si~ple-Spari Beams , Subjected t9 Non-Standard Loads. Job Name: Florexpo -Conveyor Subject: 54G6NSPCL Mark No. G2-1 Job Number: Carlsbad, CA Oriainator: lwl Input Data: ,, C Maximum Stress Ratio = I 1.05 I e .I Joist Data: b I . Designation = JG-series 4 ~--Span, L = 50.5000 ft. +P 1.a-r:-r +M We Modulus, E = 29,000,000 psi +wb \ -,- Inertia, Ix = 4,255 in.114 ,l, ~ ,l, ,l, ,l, ,l, ,l, ,l, ,l, J,l, +w ~ ./ " ./ " / '-/ '-./V/./ Original Design or Capacity Loads: E,IJ L ,, Full Uniform: RL i----x RR w=I 0 l1bs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs./ft.) . e (ft.) We (lbs/ft.) Point Loads: a (ft,) P (lbs.) #1: #1: 7.6146 8,640 #2: #2: 15,6250 8,640 #3: #3: 23,6354 8,640 #4: #4: 31.6458 8,640 #5: #5: 39.6563 8,640 #6: #6: 47.6667 8,640 #7: #7: #8: #8: #9: Moments: C (ft.} M (ft-lbs} #10:. #1: #11: #2: #12: #3: #13: #4: #14: #15: New Design Loads: Full Uniform: w=I Jlbs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.} e (ft.) Wl3_ (lbs/fi.} Point Loads: a (ft.) P_(lbs.) #1: .. 7.6146 7,217 #1: #2: #2: 15.6250 7,217 #3: #3: 23.6354 7,217 #4: #4: 31.6458 7,217 #5: #5: 39.6563 7,217 #6: #6: 47.6667 7,217 #7: #7: #8: #8:. #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11:. #2: #12: #3: #13: #4: #14: #15: Total 1 of 2 12/14/2012 9:41 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =,...1 _2_3 __ ,4_6_6--.IIbs. RR =I 28,374 jibs. Minimum Design Web Member Shear: Vw(min) = I 14,187 jibs. (50% of maximum end reaction for H-series joists per SJI Spec's.) · Maximum Moments: +Mx(max) = 346,997 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -tl(max) = -1.466 in. +tl(max) = 0.000 in. tl(ra!io) = L/413 ~x=~ft. @X-~ft. @x:~ft. @ X -~ft. G2-1 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =.-1 -19-,6-0-2--.IIbs. Maximum Moments: +Mx(max) = 289,847 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll(max) =~1.224 in. +tl(max) = 0.000 in. tl( ratio) = _ RR =i 23;701 libs. @X:~ft. @X-~ft. @x:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actµal test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.835 lfor Shear S.R. -_--0-.8-3-5-ifor Moment Comments: @x:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 12/14/2012 9:41 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS. 1 : · of 2 For Steel Joists Considered ,~s Simple~Spc;tn Beams Subjected to Ncm~Stattdarcl Loads .. . ' . Job Name: Florexpo -Conveyor Subject: 54G6NSPCL Mark No. G2-2 Job Nur:riber: Carlsbad, CA Originator: lwl ln(!ut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Data: b -I Designation = JG-series 4 --Span, L = 50.5000 ft. +P 1 £"1""f:____ +M We Modulus, E = 29,000,000 psi +wb ' _._ Inertia, Ix= 4,255 in."4 J, J J,J,J,J,J,. ' J,JJ, +w ~/'\../"-./ '-/ "-. /V I/ Original Design or Ca(!acitv Loads: E,IJ L Full Uniform: RL i---x RR w=I 0 !lbs.If!. Nomenclature Start End Distributed: b (ft.) Wb (lbs./ft.} e (ft.) we (lbs(ft.) Point Loads: _a (tt.J P (lbs.) #1: #1: 7.6146 8,640 #2: #2: 15.6250 8,640 #3: #3: 23.6354 8,640 #4: #4: 31.6458 8,640 #5: #5: 39.6563 8,640 #6: #6: 47.6667 8,640 #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs} #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: New Design Loads: Full Uniform: w=I !lbs./ft. Start End Distributed: b (ft.) Wb (lbs.If!.) e (ft.) we (Ills/ft.) Point Loads: ... . P (lbs.) a (ft.) #1: #1: 7.6146 7,127 #2: #2: 15.6250 7,127 #3: #3: 23;6354 7,127 #4: #4: 31.64!,8 7,127 #5: #5: 39.6563 7,127 #6: #6: 47.6667 8,169 #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: Total 1 of 2 12/14/2012 9:42 AM "LCD JOIST.xis" Program Version1.5 · Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL = .-I -23_,4_6..,.6.......,libs. RR =I 28,374 libs. Minimum Design Web Member Shear: Vw(min) =I 14,187 libs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 346,997 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -L\(max) = -1.466 in. +L\(max) = 0.000 in. L\(ratio)= L/413 @x:~ft. @x-D]L]ft. @x:~ft. @X-~ft. G2-2 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL = ... , -19-,-41_6__,I lbs. Maximum Moments: +Mx(max) = 287,614 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -L\(max) =~1.217 in. +L\(max) = 0.000 in. L\(ratio) = RR =I 24,389 libs. @x:~ft. @X-~ft. @x:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =~-0_.8_6_0-ilfor Shear S.R. -. 0.860for Moment Comments: @x:~ft. @X-~ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 12/14/2012 9:42 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1 . of -2 For Steel Joists Considered as ,Simple-$pan Beams· Subjected t~ Non-Sta1Jdard_Loads Job Name: Florexpo -Conveyor Subject: 54G6NSPCL Mark No. G2-3 Job Number: Carlsbad, CA OriQinator: lwl Ineut Data: C Maximum Stress Ratio = I 1.05 I e I Joist Data: b I Designation = JG-series 4 ~-Span, L = 50.5000 ft. +P 1~----+M We Modulus, E = 29,000,000-psi +wb ~ _.,.. Inertia, Ix = . 4,255 in."4 J.. ~ J.. J.. J.. J.. J.. J..lJ.. ,-.... +W ~/'\../'\../ '-/ '\../V f./ Original Design or Caeacitv Loads, E,IJ L Full Uniform: RL i----,-,.x RR w=I 0 Jlbs./ft. Nomenclature Start End Distributed: b (ft.) Wb (lbs./ft.) ~ (ft.) w~ (lbs/ft.) Point Loads: a (ft.) P (lbs.) #1: #1: 7.6146 8,64b #2: #2: 15.6250 8,640 #3: #3: 43.63!:;4 · 8,640 #4: #4: 31.6458 8,640 #5: #5: 39.65!33 8,640 #6: #6: 47.6667 8,640- #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: New Design Loads: Full Uniform: w=I libs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) e· (ft.) · We (lbsift.) .. Point Loads: a (ft.) . .P Obs,) #1: #1: 7.6146 6,812 #2: #2: 15.6250 6,894 #3: #3: 23.6354 7,032 #4: #4: 31.6458 7,032 #5: #5: 39.6563 6,894 #6: #6: 47.6667 10,158 #7: #7: #8: .. #8: #9: Moments: C (ft,) . M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: · #15: Total 1 of 2 12/14/2012 9:43 AM "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =!_2_3_,4_6_6_!1bs. RR = I 28,374 hbs. Minimum Design Web Member Shear: Vw(min) =I 14,187 !lbs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = . 346,997 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Li(max) = -1.466 in. +Li(max) = 0.000 in. Li(ratio) = L/413 @x:~ft. @X-~ft. @x:~ft. @X-~ft. G2-3 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL = 1--18-,9-6-3----.!lbs. Maximum Moments: +Mx(max) = 283,824 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Li(max) =~·1.203 in. +Li(max) = 0.000 in. Li(ratio) = RR =I 25,860 hbs. @x:~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =l,__0_.9_1_1 ___,lfor Shear S.R. -_ 0.911forMoment Comments: @x:~ft. @ X -Cill[Jft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2of2 12/14/2012 9:43 AM "LCD JOIST.xis" Program Version1.5 GENERAL STANDARD JOIST ANALYSIS 1: of 2 For Steel Joists Considered as Simple-Span ·Beams Subjected to Non-Standard _Loads Job Name: Florexoo -Conveyor Subject: 54VG6NSPCL Mark No. G3-2 Job Number: Carlsbad, CA Oriainator: lwl lneut Data: C -Maximum Stress Ratio = I 1.05 I e .I Joist Data: b I Designation = JG-serieis 4 ---Span, L = 50.5000 ft. +P 1~-rr +M We Modulus, E = 29,000,000 psi +wb \ ---Inertia, Ix = 4,545 in,A4 J, J J,J,J,J,J, ~/"-/"-/ v J J,' J, ,_,_+w '-./ "-/VV Original Design or Caeacitv Loads: E,IJ L Full Uniform: RL i---x RR w=I 0 l1bs./ft. Nomenclature Start End Distributed: b (ft.} Wb (lbs.If!.} e (ft.) We (lbs/ft.) Point Loads: a·(f!;) P (it:is:> _. #1; #1: 5.1771 8,640 #2: #2: 13.1875 8,640 #3: #3: 21.1979 8,E340 #4: #4: 29.2083 8,640 #5: #5: 37.2188 8,640 #6: #6: 45.2292 8,640 #7: #7: #8: #8: #9: Moments: C (ft.). M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: New Design Loads: Full Uniform: w=I llbs./ft. Start End Distributed: b (ft.) Wb (lbs./ft.) e (ft.) We (lbs/ft.) Point Loads: a (ft.) P (lbs.) #1: #1: 5.1771 7,217 #2: #2: 13.1875 8,790 #3: #3: 21,1979 6,872 #4: #4:. 29.2083 8,790 #5: #5: 37.2188 6,872 #6: #6: 45.2292 6,954 #7: #7: #8: #8: #9: Moments: C (ft.) M (ft-lbs) #10: #1: #11: #2: #12: #3: #13: #4: #14: #15: Total 1 of 2 12/14/2012 9:36 AM ' 'l. "LCD JOIST.xis" Program Version1.5 Results of Joist Analysis: Original Design or Capacity Loads: End Reactions: RL =-I _2_5_,9_6_8~I1bs. RR =I 25,872 libs. Minimum Design Web Member Shear: Vw(min) = I 12,984 libs. (50% of maximum end reaction for H-series joists per SJI Spec's.) Maximum Moments: +Mx(max) = 343,225 ft-lQs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll{max) = -1.387 in. +Li(max) = 0.000 in. Ll{ratio) = L/437 @x:~ft. @X-~ft. @x:~ft. @x-C]]Dft. G3-2 *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. New Design Loads: End Reactions: RL =-I _2_3_,-19-9~llbs. M~ximum Moments: +Mx(max) = 308,278 ft-lbs -Mx(max) = 0.0 ft-lbs *Maximum Deflections: -Ll(max) =~.1.239 in. +Li(max) = 0.000 in. Ll{ratio) = RR =I 22,297 libs. @x:~ft. @X-~ft. @ X =~ft. @X-~ft. *Note: deflections shown above include a 15% increase above the values calculated using traditional "simple-beam" flexure in order to more closely match actual test results obtained by SJ/. Maximum Stress Ratios: S.R. =I 0.922 /for Shear S.R. -,__ -0-.-90-8-.-i_ for Moment , Comments: @x=~ft. @ X =Dfil.]ft. The Steel Joist Institute allows a Maximum Stress Ratio of 1.01. 2 of 2 2 of2 12/14/2012 9:36 AM :1 CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J21 22 K 232 39' 11-1/211 ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 22.00 39-11 1/2 13.3 2.32 TL 1.28 LL **LOAD CRITERIA** TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 546409.0 IN-LBS, REQD END REACTION= 4596.5 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. ---------~----------**BASIC DIMENSIONS** LEFT RIGHT WK LENGTH END PANEL END PANEL 39.6250 3-0 0/0 3-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL 2-0 0/0 2-0 0/0 DEPTH RIGHT DEPTH LEFT 22 0/0 21 0/0 DEPTH CENTER 22 0/0 21 0/0 22 0/0 (ACTUAL) 21 0/0 (EFF) **TRUSS ANALYSIS**. ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE l 212.7 21.013 2 -.618 2 442.3 21.013 2D -1.751 3 461.6 21.013 3 1.788 4 464.0 21.013 4 -.876 5 464.0 21.013 V2 .ooo 6 464.0 21.013 5 .876 7 464.0 21.013 6 -.876 8 464.0 21.013 V3 .ooo 9 464.0 21.013 7 .876 10 464.0 21.013 8 -.876 11 464.0 21.013 V4 .ooo 12 464.0 21.013 9 .876 13 464.0 21.013 10 -.876 14 464.0 21.013 vs .ooo 15 464.0 21.013 11 .876 16 464.0 ·21. 013 llR -.876 17 464.0 21.013 V6 .000 18 464.0 21.013 lOR .876 19 461.6 21.013 9R -.876 20 442.3 21.013 V7 .ooo 21 212.7 21.013 8R .876 22 .o .000 7R -.876 23 .o .000 V8 .000 24 . 0 .000 6R .876 25 .o .ooo SR -.876 26 . 0 .000 V9 .000 27 . 0 .000 4R .876 28 .0 .000 3R -1.788 29 . 0 .000 2DR 1.751 30 .0 .000 2R .618 RIGHT LEFT VAR DIM 0-11 3/4 VAR DIM INTERIOR PANELS 0-11 3/4 8 AT 4-0 0/0 AXIAL LD IN WEB + 8338.6 ... 509.3 4516.0 + 5282.8 464.0 4578.5 + 3874.1 464.0 3169.7 + 2465.3 464.0 1760.9 + 1056.6 464.0 352.2 352.2 464.0 + 1056.6 1760.9 464.0 + 2465.3 3169.7 464.0 + 3874.1 4578.5 464.0 + 5282.8 4516.0 509.3 + 8338.6 AXIAL LD TOP CHORD 7093.2 6840.6 .o 13019.3 13019.3 .o 19378.8 19378.8 .o 23618.4 23618.4 .o 25738.2 25738.2 .• Q 25738.2 25738.2 .o 23618.4 23618.4 .o 19378.8 19378.8 .o 13019.3 13019.3 .o 6840.6 7093.2 .0 AXIAL LD BOT CHORD .o • 0 9044.7 • 0 • 0 16464.0 .o .o 21763.6 • 0 .0 24943.3 .o .o 26003.2 .o • 0 24943.3 • 0 .o 21763.6 • 0 .o 16464.0 • 0 • 0 9044.7 • 0 • 0 • 0 •I I CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J21 ----------------**CHORD DESIGN** STEEL FY = ----------------AXIAL STRESS LEND PANEL PP 6221.1 LEND PANEL MP 6221.1 L VAR PANEL PP 5999.6 L VAR PANEL MP 5999.6 INT PANEL PP 22573.6 INT PANEL MP 22573.6 R VAR PANEL MP 5999.6 R VAR PANEL PP 5999.6 REND PANEL MP 6221.1 REND PANEL PP 6221.1 Mar 17, 1995 50000. PSI AXIAL MOMENT RATIO UNI LOAD .2304 -1041.1 • 3173 707.0 .2000 -104.1. 1 .2836 402.6 .7525 -928.0 ~9413 464.0 .2836 402.6 .2000 -1041.1 .3173 707.0 .2304 -1041.1 BENDING STRESS 3401.1 886.7 3401.1 504.9 3031.6 581.9 504.9 3401.1 886.7 3401.1 BENDING RATIO··· .1260 .0374 .1134 .0191 .0000 .0000 .0191 • 1134 .· • 0374· .1260 COMBINED RATIO .3564 .3547 .3134 .3027 .7525 .9413 .3027 .l134 .3547 .3564 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH 39-11 1/.2 34-9 11/2 TC BC 23 .L 2 X 2 X.148 19 Ll-1/2Xl-1/2X.155 25738. 1.00 38.5 26003. 1.00 162.9 DESCRIPTION AXIAL STRESS CBRMP 220.2DEV 12 213.2REQ 0 .OREQ TL BC SEC 19 Ll-l/2Xl-l/2X.155 29484. .9828 BOTTOM CHORb EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 132.2 PLF, L/240 LIVE TOTAL LOAD FOR DEFL = 232.0 PLF. LOAD DEV= 198.3 PLF **END PANEL DESIGN** ---~-------------~--AXIAL LOAD K LEFT . 7093. 2 1. 00 RIGHT 7093.2 1.00 KL/R FLR WEB 55.6. 0 2D 55.6 ,.· 0 2D TO END BASEL NGM NGM 2-0 0/.0 2-0 0/0 B. DEPTH .. 3 0/.0 3 0/0 **ADDITIONAL TC AXIAL LOAD DESIGN** AXIAL SEC FORCE TC 23 7000. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -TENSION -AXIAL STRESS 6139.3 AXIAL RATIO .1539 AXIAL FORCE 14093.2 14093.2 13840.6 13840.6 33003.2 32738.2 13840.6 13840.6 14093.2 14093.2 AXIAL STRESS 12360.4 12360.4 12138.9 12138.9 28945.3 28712.9 12138.9 12138.9 12360.4 12360.4 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -AXIAL BENDING RATIO STRESS .3442 3401.1 .4740 886.7 .3042 3401.1 .4314 504.9 .7254 3031.6 .9002 581.9 .4314 504.9 .3042 3401.1 .4740 886.7 . 3442 3401.1 BENDING RATIO .0947 .0292 .0852 .0150 .0000 .0000 .0150 .0852 .0292 .0947 COMBINED RATIO .4389 .5032 .3895 .4464 .7254 .9002 .4464 .3895 .5032 .4389 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= 1149.1 LBS. 4596.5 LBS. WEB 2 2D 3 4 V2 5 6 V3 NO 114 3 14 8 3 14 3 3 DESCRIPTION 7/8 ROUND L 1 X 1 X.109 Ll-1/2Xl-l/2X.115 Ll-1/4Xl-l/4X.lll L 1 X 1 X.109 Ll-1/2Xl-l/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 160.9 + 8339.+ 18040 . 112.4 -509.-2436. 92.3 ~ 4516.-5285 . 123.0 + 5283.+ 7955. 94.3 -593.-3297. 102.1 -4578.-4644 . 154.5 + 3874.+ 6184. 94.3 -593.-3297. WELD SIZE AVBL AND LENGTH WELD SLOT • 215x 2.0 5.3+ .o .109x 2.0 2.2+ .o • 115x 2.6 2.9+ .o .lllx 3.2 3.2+ .o .109x 2.0 2.0+ .o . 115x 2.7 3.6+ .o .109x 2.4 2.9+ .o .109x 2.0 2.0+ .o 1 I CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J21 ------·-------**WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= --------------END REACTION= REQ DEV WEB NO DESCRIPTION Q K KL/R ·AX LOAD AX LOAD 7 14 Ll-1/2Xl-1/2X.115 1 1.00 102.1 -3170.-4644. 8 3 L 1 X 1 X.109 1 1.00 154.5 + 2465.+ 6184. V4 3 L 1 X 1 X.109 1 1.00 94.3 -593.-3297. 9 8 Ll-1/4Xl-1/4X.111 1 1.00 123.0 -1761.-2619. 10 3 L 1 X 1 X.109 1 1.00 154.5 + 1744.+ 6184. V5 3 L 1 X 1 X.109 1 1.00 94.3 -593.-3297. 11 8 Ll-lf.4Xl-1/.4X.111 1 1.00 123.0 -1744.-2619. llR 8 Ll-ll4Xl-1/4X.111 l. 1.00 123.0 -1744·. -2619. V6 3 L 1 X 1 X.109 1 1.00 94.3 -593.-3297. lOR 3 L 1 X 1 X.109 1 1.00 154.5 + 1744.+ 6184 • 9R 8 Ll-1/4Xl-l/4X.lll l. 1.00 123.0 -1761.-2619. V7 3 L 1 X 1 X.109 1 1.00 94.3 -593.-3297. SR 3 L 1 X 1 X.109 1 1.00 154.5 + 2465.+ 6184. 7R 14 Ll-l/2Xl-1/2X.115 1 1.00 102.1 -3170.-4644. vs 3 L 1 X 1 X.109 1 1.00 94.3 -593.-3297. 6R 3 L 1 X 1 X.109 1 1.00 154.5 + 3874.+ 6184. SR 14 Ll-l/2Xl-1/2X.115 1 1.00 102.1 -4578.-4644. V9 3·L 1 X 1 X.109 1 1.00 94.3 -593.-3297. 4R 8 Ll-1/.4Xl-1/.4X.111 l. 1.00 123.0 + 5283.+ 7955. 3R 14 Ll-1/2Xl-1/2X.115 l. 1.25 92.3 -4516.-5285. 2DR 3 L .... 1. X 1 X.109 1 1.00 112.4 -509.-2436. 2R 114 7/8 ROUND 1 1.00 160.9 + 8339.+ 18040. -------------------------**BRIDGING REQUIREMENTS** -----.--------------------.. _ TC RYY 1.225 BC RYY 1.040 BRIDGING SELF WEIGHT= WORKING WORKING LEN t~~iI~ 1ii~.fl§1 25.0 LBS/FT> 8.8 REQUIRED ERECTION STABILITY LAYOUT: H H NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R DEVELOPED SPACING 13.319 LBS/FT TRUSS 1149.1 LBS. 4596.5 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .115x 2.0 3.6+ • 0 .109x 2.0 2.9+ . 0 .109x 2.0 2.0+ .o .lllx 2.0 3.2+ . 0 .109x 2.0 2.9+ . 0 .109x 2.0 2.0+ .o .lllx 2.0 3.2+ .o .111x 2.0 3.2+ .o .109x 2.0 2.0+ . 0 • 109x 2.0 2.9+ . 0 .111x 2.0 3.2+ .o .109x 2.0 2.0+ .o .109x 2.0 2.9+ .o .115x 2.0 3.6+ .o .109x 2.0 2.0+ .o .109x 2.4 2.9+ .o .11sx 2.7 3.6+ .o .109x 2.0 2.0+ .o .111x 3.2 3.2+ .o .115X 2.6 2.9+ .o .109x 2.0 2.2+ .o .215X 2.0 5.3+ .o NO. OF ROWS TYPE 2 H SELF WEIGHT. J I CARLSBAD AIRPORT CENTER Mar 17, 1995 7·0-4~ 354 ):,IST 7 J22 22 K 261 39' li-1/211 --,--~--------~·--------~-----~-~-~---------~----------~------------------·-------*·*SHORT SPAN jOIST DESIGN REQUIREMENTS vi. ()1 SJI SPECS VOLCRAFT ENG DEPT** --------~---------------------------------------------------------------------BRIDGING LEFT.END RGHT END DEPTH BS LENGTH DEVELOPED STANDARD STANDARD 22. 00 39-11 1/2 ·13. 3 ~--------------~-**LQAD CRITJRIA** TOTAL LOAD·= 2:61. PLF, LIVE LOAD = 144. PLF. ACTUAL DEFL INCHES 2.29 TL 1.26 LL REQD RESISTING MOMENT= 614710.l IN-LBS, RE9D END REACTION= 5171.l LBS ADDITIONAL TC AXIAL LOAD= 7.9.0 KIPS. --------------------**BASIC DIMENSIONS** -------------------- WK LENGTH EN~E~EL EN~Ig~EL 39.6250 3-0 0/0 3-0 0/0 LEFT TC RIGHT. TC END PANEL END PANEL 2-0 0/0 2-0 0/0 DEPTH DEPTH.... DEPTH LEFT CENTER RIGHT 22 0/0 22 0/0 22 0/0 (ACTUAL) 20 7/8. 20 7/8 20 7/8 {EFF) ----~--------------.**TRUSS 'ANALYSIS** ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE l 2.39.3 20.889 2 -.614 2 497.5 20.889 2D -1.741 3 519.3 20.889 3 1.778 4 522.0 20.889 4 -.870 5 522.0 20.889 V2 .ooo 6 522.0 20.889 5 .870 7 522.0 20.889 6 -.870 8 522.0 20.889 V3 .000 9 522.0 20.889 7 .870 1.0 522.0 20.889 8 -.870 11 522.0 20.889 V4 .ooo 12 522.0 20.889 9 .870 13 52'2.0 20.889 10 -.870 14 522.0 20.889 V5 .ooo 15 522.0 20.889 11 .870 16 522.0 20.889 llR -.870 17 522.0 20.889 V6 .000 18 522.0 20.889 10R .870 19 519.3 20.889 9R -.870 20 4~7.5 20.889 V7 .000 21 239.3 20.889 SR .870 22 .o .000 7R -.870 23 .o .000 vs .000 24 .o .ooo 6R .870 25 .o .ooo SR -.870 26 .o .000 V9 .000 27 .o .000 4R .870 28 .o .ooo JR -1.778 29 .o .000 2DR 1.741 30 • 0 .000 2R .614 RIGHT LEFT VAR DIM 0-11 3/4 VAR DIM INTERIOR PANELS 0-11 3/4 8 AT 4-0 0/0 AXIAL LO AXIAL LD AXIAL LD IN WEB TOP CHORD BOT CHORD + 9421.3 8027.3 .o 573.8 7741.5 .o 5087.7 .o 10235.7 + 5963.2 14733.8 .o 522.0 14733.8 .o 5168.1 .o 18632.1 + 4373.0 21930.7 .o 522.0 21930.7 .o 3577.9 .o 24629.6 + 2782.8 26728.7 .o 522.0 26728~7 .o 1987.7 .o 28228.0 + 1192.6 29127.6 .o 522.0 29127.6 .o 39.7.5 .o 29427.5 397.5 29127.6 .o 522.0 29127.6 .o + 1192.6 .o 28228.0 1987.7 26728.7 .o 522.0 26728.7 .o + 2782.8 .o 24629.6 3577.9 21930.7 .o 522.0 21930.7 .o + 4373.0 .o 18632.1 5168.1 14733.8 .o 522.0 14733.8 .o + 5963.2 .o 10235.7 5087.7 7741.5 .o 573.8 8027.3 .o + 9421.3 .o .o 'I ,I ·CARLSBAD AIRPORT CENTER 7D-4-~54 LIST 7 J.22 . Mar 17, 199.5 ----~-"!"-'--~------~ **CHORD DESIGN** STEEL FY== 50000. P~I ___ '!"-_____ _ AXIAL AXIAL MOMENT STRESS RATIO UNI LOAD LEND PANE!, PP 6417.4 .2377 -1171.3 LEND PANEL MP 6417.4 3165 795.4 L VAR PANEL PP 6188.9 :2063 -1171.3 L VAR PANEL MP 6188.9 ~2833 453.Q INT PANEL PP 23286.0 .7762 -1044.0 INT PANEL MP 23286.0 .9353 522.0 R VAR PANEL MP 6188.9 .2833 453.0 R VAR PANEL PP 618~.9 .2063 -1171.3 REND PANEL MP 6417.4 .3165 795.4 R END PANEL PP 6417. 4 • 23·77 -1171. 3 SEC DESCRIPTION AXIAL LOAD K KL/R TC 25 L 2 X 2 X.163 29128. 1.00 38.7 BC 22 L 2 X 2 X.137 29427. 1.00 121.0 SEC DESCRIPTION AXIAL STRESS CBRMP BC 22 L 2 X 2 X.137 27802~ .92~7 BOTTOM CHORD EXTENSION= 0-5 0/0 BENDING BENDING STRESS RATIO 3498. 5 .• 1296 924.5 .0374 3498.5 .1166 526. 5· • 0191 3118.4 .0000 606.8 .0000 526.5 .0191 3498.5 .1166 924.5 .0374 3498.5 .1296 I FL.RS 251.lDEV 12 239.8REQ 0 .OREQ TL COMBINED RATIO .3673 .3539 .3229 .3024 .7762 .9353 .3024 .3229 .3539 .3673 LENGTH 39-11 1/2 34-9 1"/2 L/360 LIVE LOAD DEV= 150.8 PLF, L/240 LIVE TOTAL LOAD FOR DEFL = 261.0 J.)LF. LOAD DEV= 226.l PLF ------------------~-**END PANEL DESIGN** LEFT AX:rAioW~~ RIGHT 8027.3 K 1.00 1.00 KL/R FLR WEB TO END BASEL NGM NGM 55.7 0 2D 2-0 0/0 B. DEPTH 3 0/.0 55.7 0 2D 2-0 0"/0 3 01/0 --------------------~--~-·-----------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ------------------------------------TENSION - TC SEC 25 AX!AL FORCE 7900. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP AXIAL STRESS 6315.6 AXIAL FORCE 15927.3 15927.3 15641.5 15641.5 37327.5 ·37027 .6 15641.5 15641.5 15927.3 15927.3 AXIAL RATIO .l.583 -COMPRESSION -AXIAL AXIAL BENDING STRESS RATIO STRESS 12733.0 .3546 3498.5 12733.0 .4721 924.5 12504.5 .3134 3498.5 12504. 5 • 4303 526. 5 29841.4 .7479 3118.4 29601.7 .8940 606.8 12504.5 .4303 526.5 12504.5 .3134 3498.5 12733.0 .4721 924.5 12733.0 .3546 3498.5 **WEB DESIGN** STEEL FY = ·50000. PSI. MIN VERT SHEAR= END REACTION= WEB 2 2D :3 4· V2 5 6 V3 NO 114 3 14 8 3 17 3 3 DESCRIPTION 7/8 ROUND L 1 X 1 X.109 Ll.-1/2Xl-1/.2X.115 Ll-l14Xl-1"/4X.111 L 1 X 1 X.109 L1-1/2Xl-1/2X.138 L 1 X 1 X.109 L 1 X 1 X.109 ~ 1~00 1 1.00 1 1.25 ·1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 157.2 + 9421.+ 18040 . 110.3 -574.-2531 . 90.5 -5088.-5397. 121.7 + 5963.+ 7955 . 91.8 -668.-3413 . 101.5 -5168.-5664 . 152.9 + 4373.+ 6184 . ~1.8 -668.-3413 . 'BENDING RATIO .0974 .0293 .0877 .0150 .0000 .0000 .0150 .0877 .0293 .0974 COMBINED RATIO. .4520 .5015 .4011 .4453 .7479 .8940 .4453 .4011 .5015 .4520 1292.8 LBS. 5171.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT . 215x 2.1 5.3+ .o • 109x 2.0 2.6+ .o .115x 3.0 3.4+ .o . 111x 3.6 3.8+ .o • 109x 2.0 2.7+ .o • 137x 2.5 4.2+ .o • 109x 2.7 3.4+ .o • 109x 2.0 2.7+ .o 'I ,J CARLSBA,D AIRPORT CENTER Mar 17; 1995 10-4.-354 LIST 7 J22' ~~-~--~----~----*'*liEB DESIGN** STEEL FY = 50000. PSI. MlN VERT SHEAR= 1292.8 LBS. ________ ..., _____ END.REACTION= 5.171.1 LBS. NO DESCRIPTION · · · . REQ DEV WELD SIZE AVBL WEB Q K . K,L/R AX LOA.D AX LOAD AND LENGTH WELD SLOT 7 14 Ll-1/2Xl-1/2X.115 1 1.00 101.1 -3·578.-4712. .115x 2.1 4.2+ .o 8 3 L 1 X 1 X.109 1 1.00 152.9 + 2783.+ 6184. .109x 2.0 3.4+ .o V4 3 L 1 X 1 X.109 1 1.00 91 .. 8 -668.-3413. .109x 2.0 2.7+ .o 9 8 Ll-1/4Xl-l/4X.111 1 1.00 121~7 -1988.-2672. .lllx 2.0 3.8+ .o 10 3 L 1 X 1 X.109 1 1.00 152.9 + 19'69 .• + 6184. .109x 2.0 3.4+ .o V:5 3 L 1 X ]_ X.109 1 1.00 . 91.8 -668.-3413 • • 109X 2.0 2.7+ .o 11 8 Ll-ll4X1-ll4X.111 1 1.00 121.7 -1969.-2672. .111x 2.0 3.8+ .o l..lR 8 Ll-174Xl-1]4X.~11 1 1.00 121. 7 -1969.-2672. .111x 2.0 3.8+ .o V6 3 L 1 X 1 X;l09 1 1.00 . 91.8 -668.-3413 • .109X 2.0 2.7+ .o lOR 3 L 1 X l. X.109 l. 1.00 152.9 + 1969.+ 6184. .109x 2.0 3.4+ .o 9R 8 Ll-1/4Xl-l./4X.111 l 1.00 121.7 -1988.-2672. .. lllx 2.0 3.8+ .o V7 3 L 1 X 1 X.109 1 1 .. 00 91..8 -668.-3413. .109X 2.0 2.7+ .o SR 3 L 1 X 1 X.109 1 1.00 152.9 + 2783.+ 6184. .109X 2.0 3.4+ .o 7R J-4 Ll-l/2Xl-1/2X.115 1 1.00 101.1 -3578.-4712. .. 115x 2.1 4.2+ .o vs 3 L 1 X 1 X.109 1 1.00 91.8 -668.-3413. .109X 2.0 2.7+ .o 6R 3 L 1 X 1 X.109 1 1.00 152.9 + 4373.+ 6184 .. .. 109x 2.7 3.4+ .o SR 17 Ll-l/2Xl-1/2X.l.38 11.00 101~5 -5168.-5664 .. .137x 2 • .5 4.2+ .o V9 3 L 1 X 1 X .. 109 1 1.00 91.8 -668.-3413. .109X 2.0 2.7+ .o 4R 8 L1-1/4Xl-ll4X.111 1 1.00 121.7 + 5963.+ 7955. .111x 3.6 3.8+ .o 3R, 14 L1-172x1-172x.11s 1 1.25 90.5 -5088.-5397. .115x 3.0 3.4+ .o 2:DR 3 L 1 X 1 X.109 l 1.00 110.3 -574.-2531. .109x 2.0 2.6+ .o 2R 114 7/8 ROUND l 1.0.0 157.2 + 9421.+ 18040. .21sx 2.1 5.3+ .o ~-------------------~----**BRIDGING REQUIREMENTS** ---------------------~---WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH /(TC RYY) SPACING ROWS TYPE 1.229 l..222. 39.625 387.022 13.319 2 H -------------------------BRIDGING SELF WEIGHT~ 29.7 LBS/FT> 9.8 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H -------------------------NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R 'I ./ CARLSBAD AIRPORT CENTER Mar 17, 1995 70-4-354 LIST 7 J23 22 K 232 39' 10-1/2" -------------------------------------~----------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01· SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL ·· DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES 22.00 39-10 1/2 13.3 2.30 TL 1.27 LL **LOAD CRITERIA** TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF • .. REQD RESISTING MOMENT = 544],.13.l IN-LBS, REQD END REACTION= 4586.8 LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIP$. **BASIC DIMENSIONS** --------------------LEFT WK LENGTH END PANEL 39.5417 2-11 0/0 LEFT TC RIGHT END PANEL 2-11 0/0 RIGHT TC END PANEL END PANEL 1-11 0/0 1-11 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT 22 0/0 21 0/0 22 0/0 21 0/0 22 0/0 21 0/0 iACTUAL) EFF) ------------------~*TRUSS ANALYSIS** ------------------EFF WEB WEB pp LOAD-LBS DEPTH MEM SLOPE 1 203.0 21.013 2 -.637 2 437.4 21.013 2D -1.751 3 466.4 21.013 3 1.715 4 464.0 21.013 4 -.876 5 464.0 21.013 V2 .ooo 6 464.0 21.013 5 .876 7 464.0 21.013 6 -.876 8 464.0 21.013 V3 .oo.o 9 464.0 21.013 7 .876 10 464.0 21.013 8 -.876 11 464.0 21.013 V4 .ooo 12 464.0 21.013 9 .876 13 464 .o 21.013 10 -.876 14 464.0 21.013 vs .ooo 15 464.0 21.013 11 .876 16 464.0 21.013 llR -.876 17 464.0 21.013 V6 .ooo 18 464.0 21. 013 lOR .876 19 466.4 21.013 9R -.876 20 437.4 21.013 V7 .ooo 21 203.0 21.013 8R .876 22 .o .000 7R -.876 23 .o .ooo V8 .ooo 24 .o .000 6R .876 25 .0 .ooo SR -.876 26 .0 .000 V9 .ooo 27 .o .000 4R .876 28 .o .ooo 3'R -1.715 29 .o .000 2DR 1.751 30 .0 .000 2R .637 LEFT VAR DIM 1-0 1/4 RIGHT VAR DIM 1-0 1/4 INTERIOR PANELS 8 AT 4-0 0/0 + + + + + + + + + + AXIAL LD IN WEB 8161.8 503.7 4568.l 5282.8 464.0 4578.5 3874.1· 464.0 3169.7 2465.3 464.0 1760.9 1056.6 464.0 352.2 352.2 464.0 1056.6 1760.9 464.0 2465.3 3169.7 464.0 3874.1 4578.5 464.0 5282.8 4568.1 503.7 8161.8 AXIAL LD TOP CHORD 6884.6 6634.8 .o 12910.1 12910.1 .o 19269.5 19269.5 .o 23509.2 23509.2 .o 25629.0 25629.0 .0 ·25629.0 25629.0 .o 23509.2 23509.2 .o 19269.5 19269.5 .o 12910.1 12910.1 .o 6634.8 6884.6 • 0 ... · .. AXIAL LD BOT CHORD .o .o 8935.4 .o .o 16354.8 • 0 .o 21654.3 .o .0 24834.0 • 0 • 0 25893.9 • 0 .o 24834.0 • 0 • 0 21654.3 .o .o 16354.8 .o • 0 8935.4 .o .0 • 0 ,. J CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 J23 Mar 17, 1995 **CHORD DESIGN** STEEL FY= 50000. PSI -------------AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD LEND PANEL PP 6038.1 .2236 -1009.2 LEND PANEL MP 6038.1 .3031 620.9 L VAR PANEL PP 5819.0 .1940 -1009.2 L VAR PANEL MP 5819.0 .2775 456.0 INT PANEL PP 22477.8 .7493 -928.0 INT PANEL MP 22477.8 .9373 464.0 R VAR PANEL MP 5819.0 .2775 456.0 R VAR PANEL PP 5819.0 .1940 -1009.2 R·END PANEL MP 6038.1 .3031 620.9 REND PANEL PP 6038.1 .2236 -1009.2 SEC DESCRIPTION AXIAL LOAD K KL/R TC 23 L 2 X 2 X.148 25629. 1.00 38.5 BC 19 Ll-1/2X1-l/2X.155 25894. 1.00 162.9 SEC DESCRIPTION AXIAL STRESS CBRMP BC 19 Ll-1/2Xl-1/2X.155 29360. .9787-BOTTOM CHORD EXTENSION= 0-5 0/0 STRESS RATIO 3296.9 .1221 778.6 .0327 3296.9 .1099 571.8 .0217 3031. 6 • 0000 581.9 . 0000 571.8 .0217 3296.9 .1099 778.6 .0327 3296.9 .1221 I FLRS 220.2DEV 12 211.BREQ 0 .OREQ TL L/360 LIVE LOAD DEV= 133.1 PLF, L/240 LIVE TbTAL LOAD FOR DEFL = 232.0 PLF. LOAD DEV= •*END PANEL DESIGN** RATIO .3457 .3358 .3039 .2992 .7493 .9373 .2992 .3039 .3358 .3457 LENGTH 39-10 1/2 34-10 1/2 199.6 PLF AXIAL LOAD ·;JEFT 6884. 6 ·nGiiT 6884. 6 K 1.00 1.00 KL/R 53.0 53.0 FLR WEB 0 2D 0 2D TO END BASEL NGM 1-11 0/0 1-11 0/0 NGM B. DEPTH 3 0/0 .·· 3 0/0 ~*ADDITIONAL TC AXIAL LOAD DESIGN** ----------------------------------- SEC re 23 AXIAL FORCE 7000. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR .PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP -------------- -TENSION -AXIAL STRESS 6139.3 AXIAL RATIO .1539 AXIAL FORCE 13884.6 13884.6 13634.8 13634.8 32893.9 32629.0 13634.8 13634.8 13884.6 13884.6 AXIAL STRESS 12177.4 12177.4 11958.3 11958.3 28849.5 28617.1 11958.3 11958.3 12177.4 12177.4 ALLOWABLE STRESS INCREASED 33% -COMPRESSION -"AXIAL BENDING RATIO STRESS .3391 3296.9 .4596 778.6 .2997 3296.9 .4288 571.8 .7230 3031.6 .8972 581.9 .4288 571.8 .2997 3296.9 .4596 778.6 .3391 3296.9 BENDING RATIO .0918 .0255 .0826 .0170 .0000 .0000 .0170 .0826 .0255 .0918 COMBINED RATIO .4309 .4851 .3823 .4458 .7230 .8972 .4458 .3823 .4851 .4309 **WEB DESIGN** STEEL FY= 50000. PSI. MIN VERT SHEAR= END REACTION= 1146.7 LBS. 4586.8 LBS. WEB NO DESCRIPTION 2 114 7/8 ROUND 2D 3 L 1 X 1 X.109 3 14 Ll-1/2Xl-1/2X.115 4 8 L·l-l/4Xl-1/ 4X .11.1 V2 3 L 1 X 1 X.109 5 14 Ll-l/2Xl-1/2X.115 6 3 L 1 X 1 X.109 V3 3 L 1 X 1 X~109 Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1 .• 00 1 1.00 1 1.00 1 1~00 REQ DEV KL/RAX LOAD AX LOAD 157.5 + 8162.+ 18040 . 112.4 -504.-2436 . 93.5 -4568.-5213. 123.0 + 5283.+ 7955. 94.3 -592.-3297. 102.1 -4578.-4644. 154.5 + 3874.+ 6184. 94.3 -592.-3297 . WELD SIZE AVBL AND LENGTH WELD SLOT . 215x 2.0 5.2+ .o . 109X 2.0 2.2+ .0 .115x 2.7 3.0+ .o .lllx 3.2 3.2+ .o .109X 2.0 2.0+ .0 .11sx 2.7 3.6+ .o .109x 2.4 2.9+ .o . 109x 2.0 2.0+ .o f ,. ' CARLSBAD AIRPORT CENTER 70-4-354 LIST 7 .J23 **WEB DESIGN** STEEL FY= WEB NO 7 14 8 3 V4 3 9 8 10 3 V5 3 11 8 11R 8 V6 3 lOR 3 9R 8 V7 3 SR 3 7R 14 vs 3 6R 3 5R 14 V9 3 4R 8 3R 14 2DR 3 2R 114 DESCRIPTION Ll-1/2Xl-1/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/4Xl-1/4X.111 L 1 X 1 X.109 L 1 X 1 X.109 Ll-l/4Xl-1/.4X.111 Ll-l/4Xl-l/4X.lll L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/4Xl-1/4X.lll L 1 X 1 X.109 L 1 X 1 X.109 Ll-1/2Xl-1/2X.115 L 1 X 1 X.109 L 1 X 1 X.109 L1-1/2Xl-l/2X.115 L 1 X 1 X.109 Ll-l/.4Xl-1/.4X.111 L1-1,2xi-1,2x.115 L 1 X 1 X.109 7/8 ROUND **BRIDGING REQUIREMENTS** ---------------~~-------- Mar 17; 1995 50000. PSI. MIN VERT SHEAR= END REACTION= Ql K 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1. 00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 102.1 -3170.-4644. 154.5 + 2465.+ 6184. 94.3 -592.-3297. 123.0 -1761.-2619. 154.5 + 1741.+ 6184 • 94.3 -592.-3297 . 123.0 -1741.-2619. 123.0 -1741.-2619. 94.3 -592.-3297. 154.5 + 1741.+ 6184 • 123.0 -1761.-2619. 94.3 -592.-3297. 154.5 + 2465.+ 6184. 102.1 -3170.-4644. 94.3 -592.-3297. 154.5 + 3874.+ 6184 • 102.1 -4578.-4644. 94.3 -592.-3297. 123.0 + 5283.+ 7955. 93.5 -4568.-5213. 112. 4 -· .. 5.04. -2436. 157.5 + 8162.+ 18040. 1146.7 LBS. 4586.8 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT .115x 2.0 3.6+ .o .109x 2.0 2.9+ .o .109X 2.0 2.0+ .0 .lllx 2.0 3.2+ .o • 109x 2.0 2.9+ .o . 109x 2.0 2.0+ .o .111x 2.0 3.2+ .o .111X 2.0 3.2+ .• 0 .l09x 2.0 2.0+ ··.o . 109x 2.0 2.9+ .o .111x 2.0 3.2+ .o .109X 2.0 2.0+ .0 .109x 2.0 2.9+ .o .115x 2.0 3.6+ .o .109X 2.0 2.0+ .0 • 109X 2.4 2.9+ .0 .115x 2.7 3.6+ .o .109x 2.0 2.0+ .o .111x 3.2 3.2+ .o .115x 2.7 3.0+ .o .109X 2.0 2.2+ .0 .215x 2.0 5.2+ .o WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY 1.225 1.040 ---~---------------------BRIDGING SELF WEIGHT= LENGTH /(TC.RYY) SPACING ROWS TYPE 39.542 387.353 13.292 2 H · 25.3 LBS/FT> 8.8 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABI~ITY LAYOUT: H H NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R '( t CARLSBAD AIRPORT CENTER 70-4-354 LIST 8 Mar 17, 1995 J29 22 K 232 . ------------------------------------------------------------------------------39' 3" **SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------~-----------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH DEVELOPED STANDARD STANDARD INCHES · · · 22.00 39-3 0/0 13.1 2.23 TL . 1.23 LL **LOAD CRITERIA** TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 527048.5 IN-LBS, REQD END REACTION= 4514.~ LBS ADDITIONAL TC AXIAL LOAD= 7.00 KIPS. **TCX/CANT LOAD CRITERIA** -------------------------- R TCX LOADS: UNIFORM= 232. PLF. **BASIC DIMENSIONS** LEFT NOTE: SPECIAL DIMENSIONS DEFINED-- RIGHT END PANEL 2-8 0/0 LEFT RIGHT WK LENGTH END PANEL 38.9167 2-8 0/0 VAR DIM VAR DIM INTERIOR PANELS 0--11·-.l/2 0-11 1/2 8 AT 4-0 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-8 0/0 1-0 0/0 DEPTH. RIGHT DEPTH LEFT 22 0/0 21 o,o DEPTH CENTER 22 0/0 21 o,o 22 0/0 (ACTUAL) 21 0'/0 (EFF) **TRUSS ANALYSIS*~ PP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 LOAD-LBS 174.0 401.2 459.2 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 464.0 536.5 401.2 96.7 .0 • 0 • 0 • 0 EFF DEPTH 21.017 21.017 21.017 21. 017 21.017 21.017 21.017 21.017 21.017 21.017 21.017 21.017 21.017 21.017 21. 017 21.017 21.017 21. 017 21.017 21.017 21.017 .000 .000 .000 .000 WEB MEM 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 V5 11 llR V6 l0R 9R V7 8R 7R V8 6R 5R WEB SLOPE -.701 + -1.751 1.828 -.876 + .000 .876 -.876 + .ooo .876 -.876 + .ooo .876 -.876 + .000 .876 -.876 .000 .876 + -.876 .000 .... .876 + -.876 .000 .876 + -.876 AXIAL LD IN WEB 7564.6 462.0 4490.3 5282.3 464.0 4578.0 3873.7 464.0 3169.4 2465.1 _464.0 1760.8 1056.5 464.0 352.2 352.2 464.0 1056.5 1760.8 464.0 2465.1 3169.4 464.0 3873.7 4578.0 TCX LEFT o-0 0/0 TCX RIGHT 0-0 1/8 AXIAL LD TOP CHORD 6195.5 5966.5 .o 12095.9 12095.9 .o 18454.2 18454.2 .o 22693.2 22693.2 .o 24812.6 24812.6 .o 24812.6 24812.6 .o 22693.2 22693.2 .o 18454.3 18454.3 .o 12095.9 AXIAL LD BOT CHORD .o .o 8121.9 .o .o 15540.0 .o .0 20838.6 .o .o 24017.8 . 0 .o 25077.5 .o .o 24017.8 .o • 0 20838.6 .o .o 15540.0 .0 CARLSBAD AIRPORT CENTER 70-4-354 LIST 8 J29 **TRUSS ANALYSIS** PP LOAD-LBS 26 • 0 27 • 0 28 • 0 29 • 0 30 .o **CHORD DESIGN** LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP EFF WEB DEPTH MEM .000 V9 .000 4R .000 3R .000 2DR .000 2R STEEL FY= AXIAL STRESS 5433.8 5433.8 5232.9 5232.9 21761.8 21761.8 5195.8 5195.8 5530.6 5530.6 Mar 17, 1995 WEB SLOPE .000 .876 -1.828 1.051 .701 50000. AXIAL RATIO .2013 .2610 .1744 .2463 .7254 .9074 .2874 .1732 .2417 .2048 AXIAL LD IN WEB 464.0 + 5282.3 4578.5 553.8 + 7699.4 PSI MOMENT UNI LOAD -834.2 421.4 -922.4 . 456. 7 -928.0 464.0 1021.1 -1411.1 -1342.8 -1342.8 ..... AXIAL LD TOP CHORD 12095.9 .o 5924.2 6305.9 .o BENDING STRESS 2725.1 528.5 3013.3 572.7 3031.6 581.9 1280.5 4609.6 4386.8 4386 .. 8 AXIAL LD BOT CHORD··· .o 8121.9 BENDING RATIO .1009 .0219 .1004 .0216 .0000 .0000 .0495 .1537 .1792 .1625 . 0 .o .o COMBINED RATIO .3022 .2829 .2749 .2679 .7254 .9074 .3369 .3268 .4209 .3673 TC BC SEC DESCRIPTION 23 L 2 X 2 X.148 18 Ll-1/2Xl-l/2X.145 AXIAL LOAD 24813. 25078. K KL/R 1.00 38.5 1. 00 162.6 I FLRS 212.SDEV 12 201 .. 9REQ 0 .OREQ TL LENGTH 3.9-3 1/8 34-9 010 BC SEC 18 DESCRIPTION AXIAL.· STRESS -CBRMP Ll-l/2Xl-1/2X.145 ~0289. 1.0000 BOTTOM CHORD EXTENSION= 0-5 0/0 L/360 LIVE LOAD DEV= 134.7 PLF, L/240 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 232.0 PLF. 202.0 PLF **TCX DESIGN** SEC R 23 TC 27 E-MEM BENDING MOMENT 44. ------------~-------**END PANEL DESIGN** AXIAL LOAD K LEFT 6195.5 1.00 RIGHT 6305.9 1.00 REQ S .001 KL/R 45.5 25.3 DEV S REQ I 2.014 .002 FLR WEB TO END 0 2D 1-8 0 2D 1-0 DEFLC BEARING DEV I IN. LENGTH DEPTH 3.216 .001 o-0 1/8 3.00 1-10 1/8 BASEL NGM NGM B. DEPTH 0/0 010 EP -3 0/0 3 010 CARLSBAD AIRPORT CENTER 70-4-354 LIST 8 J29 Mar 17, 1995 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% --"-----------~--------------------- TC SEC 23 AXIAL FORCE 7000. LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP --------------- -TENSION -AXIAL STRESS 6139.3 AXIAL FORCE 13195.5 13195.5 12966.5 12966.5 32077.5 31812.6 12924.2 12924.2 13305.9 13305.9 AXIAL RATIO .1539 AXIAL STRESS 11573.l 11573.1 11372.2 11372.2 28133.4 27901.1 11335.1 11335.1 11669.9 11669.9 -.COMPRESSION -AXIAL BENDING RATIO STRESS .3223 2725.1 .4179 528.5 • 2850 3013·. 3 .4025 572.7 .7051 3031.6 .8747 581.9 .4715 1280.5 .2841 4609.6 .3835 4386.8 .3250 4386.8 **WEB DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR= END REACTION= WEB NO DESCRIPTION 2 114 7/8 -ROUND 2D 3 L 1 X 1 X.109 3 14 Ll-1/2X1-1/.2X.115 4 8 Ll-1/4Xl-1/4X.111 V2 3 .L 1 X 1 X.109 5 14 Ll-1/2Xl-1/2X.115 6 3 t_ 1 X 1 X.109 V3 3 L 1 X 1 X.109 7 14 Ll-1/2Xl-1/2X.115 8 3 L 1 X 1 X.109 V4 3 L 1 X 1 X.109 9 8 Ll-1/4Xl-l/4X.111 10 3 L 1 X 1 X.109 V5 3 L 1 X 1 X.109 11 8 Ll-1/.4Xl-1/.4X.lll llR 8 Ll-1/4Xl-1/4X.lll V6 3 L 1 X 1 X.109 lOR 3 L 1 X 1 X.109 9R 8 Ll-1/4Xl-1/4X.lll V7 3 L 1 X 1 X.109 8R 3 L 1 X 1 X.109 7R 14 L1-1/2Xl-1/2X.115 V8 3 L 1 X 1 X.109 6R 3 L 1 X 1 X.109 5R 14 Ll-1/2Xl-lf2X.115 V9 3 L 1 X 1 X.109 4R 8 Ll-1/.4Xl-1/4X.lli 3R. 14 L1-1/2Xl-l/2X.115 2DR 3 L 1 X 1 X.109 2R 114 7/8 ROUND **BRIDGING REQUIREMENTS** ------------------------- Ql K 1.00 1 1.00 1 1.25 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.25 1 1.00 1 1.00 REQ DEV KL/RAX LOAD AX LOAD 147.4 + 7565.+ 18040 • 112.4 -462.-2436. 91.7 --4490.-5321. 123.0 + 5282.+ 7955. 94. 3 -.. 588. -3297. 102.1 -4578.-4644. 154.5 + 3874.+ 6184. 94.3 -588.-3297. 102.1 -3169.-4644. 154.5 + 2465.+ 6184. 94.3 -588.-3297. 123.0 -1761.-2619. 154.5 + 1713.+ 6184. 94.3 -588.-3297. 123.0 -1713.-2619 • 123.0 -1713.-2619. 94.3 -588.-3297. 154.5 + 1713.+ 6184. 123.0 -1761.-2619. 94.3 -588.-3297. 154.5 + 2465.+ 6184. 102.1 -3169.-4644. 94.3 -588.-3297. 154.5 + 3874.+ 6184. 102.1 -4578.-4644 . 94.3 -588.-3297. 123.0 + 5282.+ 7955 . 91.7 -4578.-5321. 138.9 -554.-1596. 147.4 + 7699.+ 18040. BENDING RATIO .0759 .0169 .0755 .0169 .0000 .0000 .0402 .1155 .1357 .1222 COMBINED RATIO .3982 .4348 .3605 .4193 .7051 .8747 .5117 .3996 .5192 .4471 1128.6 LBS. 4514.3 LBS. WELD SIZE AVBL AND LENGTH WELD SLOT • 215x 2.0 4.9+ .o .109X 2.0 2.2+ .0 .115X 2.6 2.9+ .0 .111x 3.2 3.2+ .o .109x 2.0 2.0+ .o .115x 2.7 3.6+ .o .109x 2.4 2.9+ .o .109x 2.0 2.0+ .o .115x 2.0 3.6+ .o .109x 2.0 2.9+ .o .109x 2.0 2.0+ .o .lllx 2.0 3.2+ .o .109x 2.0 2.9+ .o .109x 2.0 2.0+ .o • lllx 2.0 3.2+ .o .lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .lllx 2.0 3.2+ .o .109x 2.0 2.0+ .o .109X 2.0 2.9+ .0 .115x 2.0 3.6+ .o .109X 2.0 2.0+ .0 .109x 2.4 2.9+ .o . 115x 2.7 3.6+ .o .109X 2.0 2.0+ .0 . 111x 3.2 3.2+ .o .115X 2.7 2.9+ .0 .109x 2.0 2.6+ .o .215x 2.0 4.9+ .o WORKING WORKING LEN / (TC RYY} j81. 230 DEVELOPED NO. OF TC RYY BC RYY LENGTH 1.225 1.037 38.917 SPACING ROWS TYPE 13.083 2 H BRIDGING SELF WEIGHT= 26.5 LBS/FT> 8.9 LBS/FT TRUSS SELF WEIGHT. R~QUIRED ERECTION STABILITY LAYOUT: H H . ------------------------NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 Mar 17, 1995 J31 22 K 232 39' 2-7/8" ------------------------------------------------------------------------------**SHORT SPAN JOIST DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH 22.00 BS LENGTH 39-2 7/8 DEVELOPED STANDARD STANDARD INCHES 13.1 2.23 TL 1.23 LL **LOAD CRITERIA** TOTAL LOAD= 232. PLF, LIVE LOAD= 128. PLF. REQD RESISTING MOMENT= 526766.3 IN-LBS, REQD END REACTION= 4513.1 LBS ADDITIONAL TC AXIAL LOAD= **TCX/CANT LOAD CRITERIA** 7.00 KIPS. R TCX LOADS: UNIFORM= 232. PLF. **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- WK LENGTH 38.9063 LEFT RIGHT END PANEL END PANEL 2-8 0/0 2-8 0/0 LEFT TC RIGHT TC END PANEL END PANEL 1-8 0/0 1-0 0/0 DEPTH DEPTH CENTER RIGHT DEPTH LEFT 22 0/.0 21 0/0 22 0/.0 22 0/.0 (ACTUAL) 21 0/0 21 0/0 (EFF) ------~-----------**TRUSS ANALYSIS** ------------------EFF WEB· WEB pp LOAD-LBS DE.PTH MEM SLOPE 1 174.0 21.017 2 -.701 2 400. 6-21.017 2D -1.751 3 458.6 21.017 3 1.838 4 464.0 21.017 4 -.876 5 464.0 21.017 V2 .ooo 6 464.0 21.017 5 .876 7 464.0 21.017 6 -.876 8 464.0 21.017 V3 .ooo 9 464.0 21.017 7 -876 10 464.0 21.017 8 -.876 11 464.0 21.017 V4 .ooo 12 464.0 21.017 9 .876 13 464.0 21. 017 10 -.876 14 464.0 21.017 V5 .ooo 15 464.0 21.017 11 .876 16 464.0 21. 017 llR -.876 17 464.0 21.017 V6 .ooo 18 464.0 21.017 lOR .876 19 535.9 21.017 9R -.876 20 400.6 21.017 V7 .ooo 21 96.7 21.017 SR .876 22 .o .ooo 7R -.876 23 .o .000 vs .ooo 24 . 0 .000 6R .87'6 25 .0 .000 5R -.876 LEFT RIGHT VAR DIM VAR DIM INTERIOR PANELS 0-11 3/8 0-11-.3/8 8 AT 4-0 0/0 AXIAL LD IN WEB + 7562.5 461.3 4484.0 + 5282.3 464.0 4578.0 + 3873.7 464.0 3169.4 + 2465.1 -464. 0 1760.8 + 1056.5 464.0 352.2 352.2 464.0 + 1056.5 1760.8 464.0 + 2465.1 3169.4 464.0 + 3873.7 4578.0 TCX LEFT o-0 0/0 TCX RIGHT o-0 1/8 AXIAL LD TOP CHORD 6193.8 5965.1 .o 12082.5 12082.5 .o 18440.8 18440.8 .o 22679.7 22679.7 .o 24799.2 24799.2 .o 24799.2 24799.2 .0 22679.7 22679.7 .0 18440.8 18440.8 .o 12082.5 AXIAL LD BOT CHORD .o .o 8108.5 .o .o 15526.6 .o .o 20825.2 • 0 • 0 24004.4 .0 • 0 25064.1 • 0 • 0 24004.4 .o • 0 20825.2 .o • 0 15526.6 • 0 CARLSBAD AIRPORT CENTER ·70-4-354 LIST 9 J31 Mar 17, 1995 **TRUSS ANALYSIS** pp 26 27 28 29 30 LOAD-LBS .o .o .o .o .o EFF WEB WEB DEPTH MEM SLOPE .000 V9 .000 .000 4R .876 + .000 3R -1.838 .000 2DR 1.051 .000 2R .701 + AXIAL LD IN WEB 464.0 5282.3 4572.1 552.9 7697.3 **CHORD DESIGN** STEEL FY= 50000. PSI AXIAL AXIAL MOMENT STRESS RATIO UNI LOAD LEND PANEL PP 5432.2 .2012 -830.9 LEND PANEL MP 5432.2 .2609 422.6 L VAR PANEL PP 5231.7 .1744 -919.5 L VAR PANEL MP 5231.7 .2460 452.7 INT PANEL PP 21750.0 .7250 -928.0 INT PANEL MP 21750.0 .9069 464.0 R VAR PANEL MP 5194.7 -.2870 1016.8 R VAR PANEL PP 5194.7 .1732 -1406.8 REND PANEL MP 5529.1 .2417 -1336.7 REND PANEL PP 5529.1 .2048 -1336.7 SEC DESCRIPTION AXIAL LOAD K KL/R TC 23 L 2 X 2 X.148 24799. 1.00 38.5 BC 18 Ll-l/2Xl-1/2X.145 25064. 1.00 162.6 SEC DESCRIPTION AXIAL STRESS CBRMP BC 18 Ll-l/2Xl-1/2X.145 . 30272. l.OOOQ BOTTOM CHORD EXTENSION= 0-5 0/0 AXIAL LD TOP CHORD 12082.5 .o · 5923. 0 6304.2 .o AXIAL LD BOT CHORD .o 8108.5 .o .o .o BENDING STRESS 2714.5 530.0 3003.8 567.7 3031.6 BENDING COMBINED 581.9 1275.1 4595.7 4366.8 4366.8 ..... I ·212.SDEV 201.8REQ .OREQ RATIO .1005 .0220 .1001 .0214 .0000 .0000 .0493 .1532 .1784 .1617 FLRS 12 0 TL RATIO .3017 .2829 .2745 .2674 .7250 .9069 .3362 .3263 .4200 .3665 LENGTH 39-3 0/.0 34-8 7'/8 L/360 LIVE LOAD DEV= 134.8 PLF, L/240 LIVE LOAD DEV= TOTAL LOAD FOR DEFL = 232.0 PLF. 202.2 PLF **TCX DESIGN** SEC R 23 TC 20 E-MEM BENDING MOMENT. . 44. **END PANEL DESIGN** AXIAL LOAD K LEFT 6193.8 1.00 ~IGHT 6304.2 1.00 REQ S .001 KL/R 45.5 25.3 DEV S REQ I 1.801 .002 FLR WEB TO END 0 2D 1-8 o. 2D 1-0 DEFLC BEARING DEV I IN. LENGTH DEP.TH 2.749 .001 o-0 1/8 3.oo· 1-10 1/8 BASEL NGM NGM B. DEPTH 0/.0 o,o EP 3 0/0 3 0/0 i A CARLSBAD AIRPORT CENTER 70-4-354 LIST 9 J31 Mar 17, 1995 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% AXIAL SEC FORCE -TENSION -AXIAL STRESS 6139.3 AXIAL RATIO .1539 TC 23 7000. LEND LEND L VAR L VAR INT INT R VAR R VAR REND REND PANEL PP PANEL MP PANEL PP PANEL MP PANEL PP PANEL MP PANEL MP PANEL PP PANEL MP PANEL PP AXIAL FORCE 13193.8 13193.8 12965.1 12965.1 32064.1 31799.2 12923.0 12923.0 13304.2 13304.2 -COMPRESSION -AXIAL AXIAL BENDING STRESS RATIO STRESS 11571.6 .3222· 2714.5 11571.6 .4179 530.0 11371.0 .2850 3003.8 11371.0 .4020 567.7 28121.7 .7048 3031.6 27889.3 .8744 581.9 11334.1 .4708 1275.1 11334 .1 • 2841 4595. 7 11668.4 .3834 4366.8 11668.4 .3249 4366.8 **WEB-DESIGN** STEEL FY = 50000. PSI. MIN VERT SHEAR END REACTION= WEB 2 2D 3 4 V2 5 6 V3 7 8 V4 9 10 V5-11 llR VG lOR 9R V7 8R 7R V8 6R 5R V9 4R 3R 2DR 2R NO 114 3 14 8 3 14 3 3 14 3 3 a 3 3 8 ·8 3 3 8 3 3 14 3 3 14 3 8 14 3 114 DESCRIPTION Q 7 /8 ROUND . .,.--1 L 1 X 1 X.109 1 L1-l/.2Xl-1/.2X.115 1 Ll-1/4Xl-1/4X.111 1 L 1 X 1 .X.109 1 L1-l/2Xl-1/2X~ll5 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 L1-1/2X1-1/2X.115 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 L1-l/4Xl-1/4X.lll 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/.4Xl-l/4X.lll 1 Ll-l/4Xl-l/4X.111 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-1/4Xl-1/4X.111 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/2Xl-l/2X.115 1 L 1 X 1 X.109 1 L 1 X 1 X.109 1 Ll-l/2Xl-l/2X.115 1 L 1 X 1 X.109 1 Ll-1/4Xl-1/4X.111 1 Ll-l/2Xl-1/2X.115 1 L 1 X 1 X.109 1 7/8 ROUND 1 **BRIDGING REQUIREMENTS** K 1.00 1.00 1.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.25 1.00 1.00 REQ DEV KL/RAX LOAD AX LOAD 147.4 + 7562.+ 18040 . 112.4 -461.-2436 . 91.6 -4484.-5329. 123.0 + 5282.+ 7955 . 94.3 -588.-3297-• 102.1 -4578.-4644 . 154.5 + 3874.+ 6184~ 94.3 -588.-3297 • 102.1 -3169.-4644 . 154.5 + 2465.+ 6184. 94.3 -588.-3297 . 123.0 -1761.-2619 . 154.5 + 1713.+ 6184 . 94.3 -588.-3297. 123.0 -1713.-2619. 123.0 -1713.-2619 . 94.3 -588.-3297 . 154.5 + 1713.+ 6184. 123.0 -1761.-2619. 94.3 -588.-3297 . 154.5 + 2465.+ 6184 . 102.1 -3169.-4644. 94.3 -588.-3297 . 154.5 + 3874.+ 6184. 102.1 -4578.-4644. 94.3 -588.-3297. 123.0 + 5282.+ 7955 . 91.6 -4572.-5329. 138.9 -553.-1596 . 147.4 + 7697.+ 18040. BENDING COMBINED RATIO RATIO .0756 .3978 .0170 .4348 . 0753 . 3603 . 0167 • 4187 .0000 .7048 .0000 .8744 . 0400 . 5108 .1152 .3992 .1351 .5186 .1216 .4465 1128.3 LBS. 4513.1 LBS. WELD SIZE AVBL AND LENGTH WELD SLO'I!, . 215x 2.0 4.9+ .o • l09x 2.0 2.2+ .o .115x 2.6 2.9+ .o • 111x 3.2 3.2+ .o . 109x 2.0 2.0+ .o . 115x 2.7 3.6+ .o .109x 2.4 2.9+ .o . 109x 2.0 2.0+ .o . 115x 2.0 3.6+ .o .109x 2.0 2.9+ .o . 109x 2.0 2.0+ .O • lllx 2.0 3.2+ .o . 109X 2.0 2.9+ .0 .109x 2.0 2.0+ .o .lllx 2.0 3.2+ .o • lllx 2.0 3.2+ .o • 109x 2.0 2.0+ .o .109x 2.0 2.9+ .o .lllx 2.0 3.2+ .o • 109x 2.0 2.0+ .o . 109x 2.0 2.9+ .o .115x 2.0 3.6+ .o . 109x 2.0 2.0+ .o .109x 2.4 2.9+ .o .115x 2.7 3.6+ .o .109x 2.0 2.0+ .o . lllx 3.2 3.2+ .o .115x 2.7 2.9+ .o . 109x 2.0 2.6+ .o .215x 2.0 4.9+ .o WORKING BC RYY LENGTH 1. 037 38. 906 WORKING LEN /(TC RYY) 381.128 DEVELOPED SPACING 13.080 NO. OF TC RYY 1.225 ROWS TYPE 2 H BRIDGING SELF WEIGHT= 26.6 LBS/FT> 8.8 LBS/FT TRUSS SELF WEIGHT. REQUIRED ERECTION STABILITY LAYOUT: H H -------------------------NOTE: 2D DISTANCE RGHT EITHER SET OR SPECIFIED. CARL.SBAD AIRPORT CENTER M~r 21., 1·995 7d-4--354 LIST 14 .. Gl 44 G 50' 08-3/4'' 44..G SPECIAL Page 4 ---~----------~--------------------------~--------~-------~-------------------**CHORD DES:J,:GN Mlll PANEL*.* STEEL FY -:-50 KSI . ---~----~--~--------------MID PANEL AX STRESS AXIAL SD STRESS MEMBER (PSI). RATIO· {PSI)_ .• 13 TC ~848. .3134 0 14 BC O. .0000 O. 1:5 BC 19066. • 63 55 0 .• 16 BC 27227. .9076 0. 17 BC 30213. lr0000 0. 18 BC 26302. .8767 O. 19 BC 16258. .5419 O. 20 BC O. • 0000 0~ -------------~-------~----**CHORD DESIGN RIGHT END** STEEL FY= 50 --------------------------RGHT END AX STRESS AXIAL MEMBER {PSI) RATIO 1 TC 1164t. .3882 2 TC 11646. .3882 3 TC 16846. .5615 4 TC 16846. .5615 5 TC 18057. • 6019 6 TC 20152. .6717 7 TC 20152.-....... 6717 8 TC 19828. .6609 9 TC 19828. • 6609 10 TC 14932. • 4977 11 TC 14932. • 4977 12 TC .6848. .2283 13 ire ·6848. • 22s·3 14 BC 15 BC 16 BC 17 BC 18 BC 19 BC 20 BC o. 19066. 27227. 30213. 26302. 16258. o. • 0000 .6355 .9076 1.0000 .8767 .5419 .0000 BO STRESS (PSib. o. o. o. o. o. o. o. o. o .• o. o. o • o. o. o. o. o. o. o. **DEFLECTION** ALLOW DEFLECTION TL ACTUAL DEFLECTION 1.96 DISTANCE FROM LEFT END 26-5 7/8 **TOP CHORD EXTENSION DESIGN** ------------------------------BENDING BEND RATIO ~0000 .0000 .0000 .0000 ~0000 .0000 .0000 .0000 KS! BEND RATIO .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 GOV COMB RAT:EO .3134 .0000 • 6'355 .9076 1.0000 .8767 .5419 .0000 COMB RATIO. .3882 .3882 .5615 .5615 .601.9 .6717 .6717 .6609 .6609 .4977 • 4.977 .22$3 • 228_3 .0000 .6355 .9076 1.0000 .8767 . 541.9 .0000 · SEC RGHT 54 TC MOMENT REQ S 1. .ooo DEV S 2~13]. REQ I .ooo DEV I 5.323 . 40L BR TOP CHORD EXTENSION DEFLECTION-- LOAD CASE--RGHT 1. LL!MS) 2. LL TCX . 3. TL MS}iDL(TCX) 4. DL MS)+TL(TCX) NODAL ROTATION AT WORKING POINT ~~Rat~~6o .OOOOOE+OO -.97293E-02 -.97293E-02 ACTUAL DEFLECTION (INCHES) .ooo .000 .000 .000 K 1.00 GOV FILR KL/R REQD 65.0 X 1.00 1.00 1.00 1.00 1.00 1.00 1.00 160.2 122.0 162.7 162.7 162.7 146.8 92.9 DEFLC GOV IN. TC BC .033 ALLOWABLE DEFLECTION (INCHES) .000 .000 .000 .000 BEARING DEPTH 6.00 GOV GOV TC TCX c~~~~A~s¾IRt£~; C!fTER Mar 211 1995 G1 . -. 44 G 50 1 08--3/411 44G SPECIAL Page 5 -----------~--~------------------..... ------~------.-:.;---!"'9-~------~--------------------~--**Wl!B DESIGN~* STEEL F¥' = 50 Ks·r. MIN VERT SHEAR = 7858. LBF. --------------LEND REACTION= -22568. LBF. REND REACTION= -31432. LBF. . . .REQ DEV WELD s·rzE & AVAIL MEM Q SEC DESCRIPTION K fJ.,/R AX LO.AP AX LOAD REQ LENGTH LEN SLOT 2 . 2 . 39 L2-1/2X2-l/2X. 25~ l.000 140. 6 + 579·25 + 71250 .188X20 •. 8 1.6. 2+ 7 .1 Vl 1 29 L 2 X 2 X.213 l.·00 107.4 .,.. 8640 139-35 .188x 2.3 4.9 3 2 22 L 2 X 2 X.137 1.00 .77.7 -16028 -18984 .137x 7.9 11.8 4 2 17 Ll-1/.2Xl-l/.2X.138 1.00 138.0 + 21125 + 23697 .138xl0.3 13.0 V2 2G 14 Ll.-1'l2Xl-li'2X.115 1.00 90.3 + 2712 + 14427 .115x 2.4 11.6 VG 3 X 1 X 8 XTl 2G 18 Ll-1~2x1-11.2·x.145 .. 1.00 i05.0 -11193 -11208 .145X 5.2 11.4 5 JC 2~ ! 1 2 i2 !1 l:i~7 5 Kf~60Bio2~4X_l1f91: -14536 .137x 5.9 12.8 6 1 22 L 2 X 2 X.137 1.00 161.1 + 11919 + 15877 .137x 5.9 6.1 V3 1 14 Ll.-1/2X1-1/2X.115 1.00 1·42.0 -2712 -3276 .115x 2.0 4.2 7 2 22 L 2 X 2 X.137 1.00 102.4 -11919 -14536 .137X 5.9 12.8 7R 2 22 L 2 X 2 X.137 1.00 102.4 -11919 -14536 .137X 5.9 12.8 V4 1 14 Ll-1/2Xl-1/2X.115 1.-00 142.0 -2712 -3276 .115x 2.0 4.2 6R 1 22 L 2 X 2 X.137 1.00 161.1 + 11919 + 15877 .137x 5.9 6.1 5R 2 29 L 2 X 2 X.213 1.00 104.1 -21466 -22155 .188x 7.7 12.8 V5 1 14 Ll-l/.2Xl-l/2X.115 1.00 142.0 + 2712 + 3276 .115x 2.0 4.2 4R a 11 L1-1z2x1-1z2x.13s 1.00 138.o + 21466 + 23697 .13sx10.5 13.o 3R 2 34 L2-1Z2X2-1Z2X~197 1.00 73.6 -30917 -36771 .1asx11.1 12.4 V6 1 14 Ll-1Z2Xl-1/2X.115 1.00 14-2.0 + 2712 + 3276 .115x 2.0 4.2 2R 2 39 L2-ll2X2-l/2X.250 1.00 93.2 + 3~774 + 71250 .188X13.9 13.3+ 7.1 -------------~------------~----------**TRUSS ANALYSIS WITH TC AXIAL LOAD** (-) IN COMPRESSION, (+) IN TENSION ONE THIRD STRESS INCREASE-·ALLOWED ------------------------------------- MEMBER 1 TC 2 TC 3 TC 4 TC 5 TC 6 TC 7 TC 8 TC 9 TC 10 TC 11 TC 12 TC 13 TC AXIAL LD MOM LEFT MOM INT _{LBS) (FT-LBS) (FT-LBS) 91848. .o .o -91848. .o .o -11566.3. • 0 • 0 -115663. .o .o -121213. .o .o -130810. .o .o -130810. . 0 • 0 -129322. .o .o -129322. .o .o -106896. .o .o -106896. .o .o -69867. .o .o -69867. .o .o MOM RGHT (FT-LB~b .o .o .o .o .o .o .o .o • o .o • o .o ---------------------------------------------------. . **CHORD DESIGN LEFT END WITH TC AXIAL LOAD DESIGN** ---------------------------------------------------LEFT END AX STRESS AXIAL BO STRESS BEND COMB MEMBER £PSI~ RATIO (PSib. RATIO RATIO 1 TC 005. .5014 .0000 .5014 2 TC 20057. • 5014 o . .0000 .5014 3 TC 25258. . 6314 o . .0000 .6314 4 TC 25258. .6314 o. .0000 .6314 5 TC 26470. .6617 o. .0000 .6617 6 TC 28565. . 7141 o. .0000 .7141 7 TC 28565~ .7141 o. .0000 .7141 8 TC 28240. .7060 o. .0000 .7060 9 TC 28240. .7060 ·O. .0000 .7060 10 TC 23343. . 5836 Q • .0000 .5836 11 TC 23343. . 5836 o • .0000 .5836 12 TC 15257. .3814 o. .0000 .3814 13 TC 15257. • 3814 o • .0000 .3814 SHEAR LT (LBSb. o. o. o. o. o. o. 9720. o. 8640 . o. 8640 . o. SHEAR RT (LBS) 864b. o. o. 9720. o. O·. o. o. o. o. o. o. 8640. --------~~----·---~---~------------·--------------·-----MID PANEL MEMBER. 1 TC 2 TC 3 TC 4 TC 5 TC 6 TC 7 TC 8 TC 9 TC 10 TC 11 TC 12 TC 13 TC AX STRESS (PSI} 2005?. 20057. 25258. 25258~ . 2,6470. 28565. 28565. 28240. 28240. 23.343. 23343. 15257. 15257. AXIAL RATIO ~9164 .6885 .8,670 .8670 .9086 .9805 .9'805 .9694 .9694 .8013 .8013 .52·31 .5237 BD STRESS · ·· (PSib. o. o. 0~ o • o. o. o: o. o. o. o. o. BEND RATIO· .0000 .0000 :8888 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 COMB RATIO .9164 .6885 .8670 .8670 .9086 .9805 .9805 .9694 .9694 .8013 .8013 .5237 .5237 ----------------------------------------------------**CHORD PESIGN RIGHT END WITH TC AXIAL LOAD DESIGN** ----------------------------------------------------RGHT END AX STRESS AXIAL BD STRESS BEND COMB MEMBER JPSI~ RATIO (PSib .• RATIO RATIO l. TC 005. .5014 .0000 .5014 2 TC 20057. .5014 o. .0000 .5014 • ........ 3 TC 25258. .6314 o. .0000 .6314 4 TC 25258. .6314 -0. .0000 .6314 5 TC 26470. .6617 o. .0000 .6617 6 TC 28565. .7141 o. ~0000 .7141 7 TC 28565. .7141 .. o. .0000 .7141 8 TC 28240. • 7060 o. .0000 .7060 9 TC 28240. .7060 o. .0000 .7060 10 TC 23343. .5836 o. • 0000 · .5836 11 TC 23343. .5836 o. .0000 .5836 12 TC 15257. .3814 o. .0000 .3814 13 TC 15257. .3814 o. .0000 .3814 ---------~---------------**BRIDGING REQUIREMENTS** --~---------------------- K 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /!TC RYY) BC BRACES 1.849 1.640 50.396 27.123 32.802 -----------------~---~--- NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. GOV KL/R 92.4 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 FILR REQD X X X X X X X X X X X X X CARLSBAD AIRPORT CENTER Ma:r 21, 199·5· 70-4-354 LIST 14 ~G2. 54DG 0 50' l,-1/2·11 54G 6N 8. 64K ------------------------~-----------.:----------------------------------------~---**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ----~----~---~---~----~------------------------~---------------------------,...----JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH·"· BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 5.1 IN 1.41 TL REQ .00 LL ~----------------**t.OAD CRITERIA** ~---~------------TOTAL LOAD= O. PLF, LIVE LOAD= O. ~LF. ADDI~.IONAL TC AXIAL LOAD= 38.50 KIPS. CONCENTRATED 8.640 KIP(S) TOTAL AT PP 3 5 7 9 11 ** CONCENTRATED LOADS** FROM LEFT END BASE LENGTH TOTAL LOAD LIVE LOAD KIPS KIPS TC 8.640 .ooo --------------------------**TCX/CANT LOAD CRITERIA** _ MOMENT .DISTANCE 47-5 3/4 L TCX LOADS: UNIFORM= O. PLF. R TCX LOADS: UNIFORM= O. PLF. ----~-----------~--- PROXIMITY IN INCHES .oo FROM pp 12 LOAD SUPPORTING TO PP WEB MEMBER 12 **BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED--~---------------~---LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 49.7917 5-5 1/8 6-7 7/8 2-0 0/0 4-0 0/0 4 AT 8-0 1/8 LEFT TC ·RIGHT TC END PANEL END PANEL 5-5 1/8 2-7 3/4 . .. ~ ' .. DEPTH LEFT 54 0/0 52 1/8 DE:E>TH DEPTH CENTER RIGHT 54 0/0 54 0/0 (ACTUAL} 52 1/8 52 1/8 (EFF) TCX LEFT o-2 0/0 TCX RIGHT o-2 0/0 ------------------**TRUSS ANALYSIS** EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD pp. LOAD-LBS DEPTH MEM SLOPE IN.WEB TOP CHORD BOT CHORD 1 • 0 52.185 2 -.827 + 36774.3 28343.1 • 0 2 .o 52.185 Vl .ooo .o 28343.l . 0 3 8640.0 52.185 3 2.174 -25790.2 .o 39119.1 4 .o 52.185 4 -1.086 + 20108.5 52741. 7· • 0 5 8-640. 0 52.185 V2 .ooo .o 52741.7 .0 6 .o 52.185 5 1.086 -2010.8.5 .o 66364.3 7 8·640. 0 52.185 6 -1.086 + 8362.3 72029.5 • 0 8 .o 52.185 V3 .ooo -.o 72029.5 • 0 9 8640.0 52.185 7 1.086 8362.3 .o 77694.6 1.0 .0 52.185 7R -l.086 3383.8 75402.2 .o 11 8640.0 52 .1.85 V4 .000 .o 75402.2 . 0 12 8640. 0 52.185 6R 1.086 + 3383.8 .o 73109.9 1.3 .o -52 .185 SR -1.086 -15129.9 62860.1 . 0 14 .o .000 vs .000 .o 62860.1 • 0 15 .o .000 4R 1.086 + 15129.9 .o 52610.2 16 .o .000 3R -1.087 26859.9 34426.6 • 0 17 .d .000 2DR 1.084 ... 11753.1. 42394.4 .o 18 .0 .000 2R .670 + 51032.9 .o . 0 J k j, CARLSBAD AIRPORT CE1N4TER 70~4-354· LIST G2 _ ----~--------------**CHORD DESIGN** -----~----------- t filIE tfillit ~i L VAR PANEL PP L ¥~ ~~It ~j INT PANEL MP R VAR PANEL MP ~· I~ ~~It··~~ REND PANEL PP STEEL FY= AXIAL STRESS 7355.6 7355~6 7355.6 7355.6 20163.3 19568.4 8934.4 '8934.4 11.002.2 11002.2 Mar ii, 1995 50000 .• AXIAL RATIO .2452 :4504 .2452 .2891 .6721 .848'1 .5292 .2978 .4513 .3667 PSI. MOMENT UNI LOAD .o ;o .o .o .o .o .o .o .o .o SEC DESCRIPTION AXIAL LOAD K KL/R TC 51. L3-1./2X3-1/2X.287 75402. 1.00 52.3 BC 42 L 3 X 3 X.227 77695. 1.00 161.9 10 s~~ DfSC~IP~I.OJ x. 227 AXI~9~If.!ss ~i~i BENDING BENDING STRESS RATIO • 0 • 0000 ~o .0000 .o .0000 .o .0000 • 0 • 0000 .o .0000 .o .0000 • 0 • 0000 • 0 • 0000 • 0 • 0000 I FLRS 4254.9DEV 8 .OREQ 0 .OREQ TL COMBINED RATIO .2452 .4504 .2452 .2891 .6721 .8481 .5292 .2978 .4513 .3667 LENGTH 50-5 1/.2 49-7 174 L/360 LIVE LOAD DEV= 1287.7 PLF, L/240 LIVE TbTAL LOAD FOR DEFL = 1090.3 PLF. LOAD DEV= 1931.5 PLF --------------~ **TCX DESIGN** --------------BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 51 TC,· o. .000 1..722 .ooo 4.545 .017 o-2 0/0 6.00 40L BR o-6 ozo 6·.oo· R 51 TC·. o. .000 1.722 .ooo 4.545 .017 0-·2 ozo . 40L BR o-6 010 "*END PANEL DESIGN** -----------------~--AXIAL LOAD K KL/R 91.3 43.0 FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 28343.1 1.00 RIGHT 42394.4 1.00 O V 5-5 1/.8 EP 2 2D 2-7 ~l4 EP VP 6 0/.0 VP 6 0"/0 **ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ------------------------------------TENSION AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 51 38500. 9991..5 .2504 -COMPRESSION -AXIAL AXIAL AXIAL BENDING BENDING COMBINED FORCE STRESS RATIO STRESS RATIO RATIO L END PANEL PP 66843.1 17347.2 .4348 .o .0000 .4348 L END PANEL MP 66843.1 17347.2 .7987 .o .0000 .7987 L VAR PANEL PP 66843.1 17347.2 .4348 .o .0000 .4348 L VAR PANEL MP 66843.l 17347.2 .5126 .o .0000 .5126 INT PANEL PP 1161.94.6 30154~9 .7558 .o .0000 .7558 INT PANEL MP 113902.2 29560.0 .9632 .o .0000 .9632 R VAR PANEL MP 72926.6 18925. 9' .8429 .o .0000 .8429 R VAR PANEL PP 72926.6 18925.9 .4743 .o .0000 .4743 R END PANEL MP 80894.4 20993.8 .6474 .o .0000 .6474 REND PANEL PP 80894.4 20993.8 .5262 .o .0000 .5262 .... · .. CARLSBAD AIRPORT CENTER 70-4-354 LIST l.4 G2 ---·----------- Mar 21, 1995 **WEB DESIGN*~ ----------~-----STEEL FY= 5000.0. PSI.. MIN VERT SHEAR = END REACTION= WEB NO DESCRIPTION Q 2 27 L 2. X 2 X.187 2 Vl 17 L1-1/2X1-l./2X.138 1 3 29 L 2 X 2 X.213 2 4. 22 L 2 X 2 X. l.37 2 V2 17 Ll-1/2X1-1/2X.138 1 5 32 L 2 X 2 X.250 2 6 22 L 2 X 2 X.137 2 V3 17 Ll-1/2X1-l/2X.138 1 7 22 L 2 X 2 X.137 2 7R 22 L 2 X 2 X.137 2 V4 17 Ll-l/2X1-l/2X.138 1 6R 22 L 2 X 2 X.137 2 5R 27 L 2 X 2 X.187 2 V5 17 Ll-1/2Xl-l/2X.138 1 4R 22 L 2 X 2 X.137 2 3R 34 L2-l/2X2-1/2X.197 2 2DR 22 L 2 X 2 X.137 G2 TC 4 X 1 X 11 W/ 3.8 SKEW 2R 39 L2-1/2X2-1/~X.250 2 REQ DEV K KL/RAX LOAD AX LOAD 1.00 132.7 + 36774.+ 4278i • 1.00 176.6 -1508.~ 18g1. 1.00 · 93.6 -25790~-26068 • 1.00 113.6 + 20108~+ 31754. 1.-00 176.6 -1508.-1891. 1~00 116.5 -20108.-20625 • 1.00 113.6 + 9656.+ 31754. 1.00 176.6 -1~08.-1891 • 1.00 113.6 -9656.-12246 • 1.00 113.6 -9656.-12246. 1.00 176.6 -1508.-1891. 1.00 113.6 + 9656.+ 31754 . 1.00 114.9 -15130.-16127. 1.00 176.6 -1508.-1891 • 1.00 113.6 + 15130.+ 31754 • 1.00 91.3 -26860.-30690 • 1.00 113.7 -11753.-12231 • 1.00 121.8 + 51033.+ 71250. **'BRIDGING REQT:JIREMENTS** .... · .. -------------------------WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH /(TC ~YY) BC BRACES 1.837 1.628 49.792 325.325 . 32.565 -------------------------NOTE: 20 DISTANCE RGHT EITHER SET OR SPECIFIED:· . NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 7102.2 LBS. 2-8409.0 LBS. WELD SIZE AND LENGTH • 187.xl.3.2 .1.38:X 2. 0 • 188X 9~3 .137x 9.9 .138x 2.0 • 188x 7.2 .137x 7.8 • 138X 2.0 • 137x 4.7 .137x 4.7 .138x 2.0 • 137X 7.8 .187X 5.4 • 138X 2.0 • 137X 7.8 • 188x 9.6 • 137x 5.8 AVBL WELD SLOT 13. 4+ . 0 4. 2+ • 0 11. 9+ . O 12. 6+ • 0 4.2+ .o 12. 6+ . 0 12. 6+ • () 4. 2+ • O 12. 6+ • 0 12. 6+ • O 4. 2+ • 0 12. 6+ • 0 12. 6+ • 0 4. 2+ • 0 12. 6+ . 0 12. 6+ . 0 12. 6+ • 0 .188xl8.3 13.9+ 7.1 CARLSBAD AIRPORT CENTER Mar 21, 1995 70-4-354 LIST 14 G3 54VG O 50' 1-1/211 54G 7N 8.64K -------------~------------------------------------------~---------------------**JOIST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** ------------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 6.8 IN 1.39 TL REQ .00 LL **LOAD CRITERIA** TOTAL LOAD = 0. PLF, LIVE LOAD = 0. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS • . :ONCENTRATED 8.640 KIP(S) TOTAL AT PP 2 4 6 8 10 12 ---------------------~----**TCX/CANT LOAD CRITERIA** L TCX LOADS: UNIFORM= O. PLF. R TCX LOADS: UNIFORM= O. PLF. --------------------**BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- LEFT RIGHT WK LENGTH END PANEL END PANEL 49.7917 4-11 7/8 5-1 0/0 LEFT TC RIGHT TC LEFT VAR DIM 4-0 0/0 RIGHT VAR DIM INTERIOR PANELS 4-0 0/0 4 AT 8-0 1/8 END PANEL END PANEL A-DIM B-DIM. 4-11 7/8 5-1 0/0 4-11 7/8 5-1 0/~ DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT TCX RIGHT 54 0/0 54 0/0 54 0/0 fACTUAL) 0-2 0/0 o-2 0/0 52 1/8 52 1/8 52 1/8 EFF) ------------------**TRUSS ANALYSIS** ------------------EFF WEB. WEB AXIAL LO AXIAL LD AXIAL-LD pp LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 .o 52.185 2 -.902 + 38779.4 28800.4 .o 2 8640.0 52.185 Vl ~000 8640.0 28800.4 .o 3 .o 52.185 3 1.086 23558.6 .o 44760.3 4 8640.0 52.185 4 -1.086 + 23558.6 60720.2 .o 5 .o 52.185 V2 .ooo 8640.0 60720.2 .o 6 8640.0 52.185 5 1.086 11812 .5 .o 68722.6 7 .o 52.185 6 -1.086 + 11812.5 76725.0 .o 8 8640.0 52.185 VJ .ooo 8640.0 76725.0 .o 9 .o 52.185 7 1.086 66.4 .o 76770.0 10 8640.0 52.185 7R -1.086 + 66.4 76814.9 .o 11 .o 52.185 V4 .000 8640.0 76814.9 .o 12 8640.0 52.185 6R 1.086 + 11679.8 .o 68902.4 13 .o 52.185 SR -1.086 11679.8 60989.9 .o 14 .o .000 vs .000 8640.0 60989.9 .o 15 .o .000 4R 1.086 + 23425.9 .o 45119.9 16 .o .ooo 3R -1.086 23425.9 29249.9 .o 17 .o .000 V6 .ooo 8640.0 29249.9 .o 18 .o .ooo 2R .884 + 39049.6 .o .o CARLSBAD AIRPORT CENTER Mar 21, 1995 70-4-354 LIST 14 G3 54VG O 50' 1-1/211 54G 7N 8.64K ------------------------------------------------------------------------------**JOI.ST GIRDER DESIGN REQUIREMENTS vl.01 SJI SPECS VULCRAFT ENG DEPT** -----~------------------------------------------------------------------------JOIST LEFT END RGHT END ACTUAL DEFL POINT DEPTH BS LENGTH SPACING STRUT STRUT INCHES LOADS 54.00 50-1 1/2 08-00 1/8 5.1 IN 6.8 IN 1.39 TL REQ .00 LL -----------------**LOAD CRITERIA** -----------------TOTAL LOAD= 0. PLF, LIVE LOAD= O. PLF. ADDITIONAL TC AXIAL LOAD= 38.50 KIPS. ::ONCENTRATED 8. 64 0 KIP ( S) TOTAL AT PP 2 4 6 8 10 12 **TCX/CANT LOAD CRITERIA** L TCX LOADS: UNIFORM= 0. PLF. R TCX LOADS: UNIFORM = O. PLF. --------------------**BASIC DIMENSIONS** NOTE: SPECIAL DIMENSIONS DEFINED-- WK LENGTH 49.7917. LEFT RIGHT END PANEL END PANEL 4-11 7/8 5-1 0/0 LEFT TC RIGHT TC END PANEL END PANEL 4-11 7/8 5-1 0/0 DEPTH DEPTH DEPTH LEFT VAR DIM 4-0 0/0 RIGHT VAR DIM INTERIOR PANELS 4-0 0/0 4 AT 8-0 1/8 A-DIM B-DIM. 4-11 7 /8 . 5-1 0/Q· LEFT CENTER RIGHT TCX LEFT TCX RIGHT 54 0/0 54 0/0 54 0/0 ~ACTUAL) o-2 0/0 o-2 0/0 52 1/8 52 1/8 52 1/8 EFF) ------------------**TRUSS ANALYSIS** ------------------EFF WEB" WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 .o 52.185 2 -.902 + 38779.4 28800.4 .o 2 8640.0 52.185 Vl .000 8640.0 28800.4 .o 3 .o 52.185 3 1.086 23558.6 .o 44760.3 4 8640.0 52.185 4 -1~086 + 23558.6 60720.2 .o 5 .o 52.185 V2 .000 8640.0 60720.2 . 0 6 8640.0 52.185 5 1.086 11812.5 .o 68722.6 7 .o 52.185 6 -1.086 + 11812.5 76725.0 . 0 8 8640.0 52.185 V3 .ooo 8640.0 76725.0 .o 9 .o 52.185 7 1.086 66.4 .o 76770.0 10 8640.0 52.185 7R -1.086 + 66.4 76814.9 .o 11 .0 52.185 V4 .ooo 8640.0 76814.9 . 0 12 8640.0 52.185 6R 1.086 + 11679.8 .o 68902.4 13 .o 52.185 5R -1.086 11679.8 60989.9 .o 14 .0 .ooo V5 .ooo 8640.0 60989.9 . 0 15 .o .ooo 4R 1.086 + 23425.9 .o 45119.9 16 .o .ooo 3R -1.086 23425.9 29249.9 .0 17 .o .ooo V6 .ooo 8640.0 29249.9 .o 18 .o .ooo 2R .884 + 39049.6 .o .o CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 G3 Mar 21, 1995 **CHORD DESIGN** STEEL FY= 50000. PSI LEND PANEL PP LEND PANEL MP L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP REND PANEL MP REND PANEL PP AXIAL STRESS 7474.3 7474.3 7474.3 7474.3 19935.0 19935.0 7590.9 7590.9 7590.9 7590.9 AXIAL RATIO .2491 .4198 .2491 .3673 .6645 .8640 .3730 .2530 .4339 .2530 MOMENT UNI LOAD .o .o .o .o .o .o .o .o .o .o BENDING BENDING. COMBINED STRESS RATIO RATIO .o .0000 .2491 .o .0000 .4198 .o .0000 .2491 .o .0000 .3673 .o .0000 .6645 .o .0000 .8640 .o .0000 .3730 .o .0000 .2530 .o .0000 .4339 .o .0000 .2530 SEC DESCRIPTION TC 51 L3-1/2X3-1/2X.287 BC 42 L 3 X 3 X.227 AXIAL LOAD 76815. K KL/R 1.00 52.3 I FLRS LENGTH 4254.9DEV 8 50-5 1/2 76770. 1.00 161.9 .OREQ 0 49-5 5/8 SEC DESCRIPTION AXIAL STRESS CBRMP .OREQ TL BC 42 L-3 X 3 X.227 L/360 LIVE LOAD DEV TbTAL LOAD FOR DEFL 29308. .9769 --------------**TCX DESIGN** SEC L 51 TC 40L BR R 51 TC 40L BR BENDING MOMENT o. . 0. --------------------**END PANEL DESIGN** -------------------- = = REQ S .000. .ooo ·1287.7 1077.9 ..... DEV S 1.722 1.722 PLF, L/240 LIVE LOAD DEV= 1931.5 PLF PLF. REQ I .000 .000 DEFLC DEV I IN. 4. 545 • 017 4.545 .017 BEARING LENGTH DEPTH o-2 0/0 6.00 o-6 0/0 o.-2 o / o 6 • o o o-·5 0/0 AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 28800.4 1.00 83.7 0 V 4-11 7/8 EP VP 6 0/0 R+GHT 29-249.9 1.00 85.3 0 V 5-1 0/0 EP VP 6 0/0 -----------------------------------**ADDITIONAL TC AXIAL LOAD DESIGN** ALLOWABLE STRESS INCREASED 33% ----------------------------------- TC SEC 51 AXIAL FORCE 38500. LEND .PANEL PP LEND PANEL MP· L VAR PANEL PP L VAR PANEL MP INT PANEL PP INT PANEL MP R VAR PANEL MP R VAR PANEL PP R .END PANEL MP REND PANEL PP -TENSION -AXIAL STRESS 9991. 5 AXIAL FORCE 67300.4 67300.4 67300.4 67300.4 115314.9 115314.9 67749.9 67749.9 67749.9 67749.9 AXIAL RATIO .2504 AXIAL STRESS 17465.8 17465.8 17465.8 17465.8 29926.6 29926.6 17582.5 17582.5 17582.5 17582.5 -COMPRESSION -AXIAL BENDING BENDING RATIO STRESS RATIO .4377 .o .0000 .7376 .o .0000 .4377 .o .0000 .6453 .o .0000 .7500 .o .0000 .9752 .o .0000 .6496 .o .0000 .4407 .o .0000 .7556 .o .0000 .4407 .o .0000 ---------------------------------··-------· COMBINED RATIO .4377 .7376 .4377 .6453 .7500 .9752 .6496 .4407 .7556 .4407 CARLSBAD AIRPORT CENTER 70-4-354 LIST 14 G3 Mar ~1, 1995 **WEB DESIGN** STEEL FY = 50000. PSI_. MIN VERT SHEAR = --------------. END REACTION= WEB NO DESCRIPTION Q 2 39 L2-1/.2X2-1/.2X.250 2 Vl 17 Ll-l/2Xl-lt2X.138 G2 TC 3 X 1 X 8 W/ .0 SKEW 3 34 L2-1/2X2-1/2X.197 2 4 22 L 2 X 2 X.137 2 V2 17 L1-1/2Xl-l/2X.138 G2 REQ DEV K KL/RAX LOAD AX LOAD 1.00 101.3 + 38779.+ 71250 . 1.00 112.6 -8640.-9300. 1.00 91.3 -23559.-30670. 1.00 113.6 + 23559.+ 31754 • 1.00 112.6 -8640.-9300. VG 3 X 1 X 8 5 22 L 2 X 2 X.137 6 22 L 2 X 2 X.137 V3 17 Ll-l/2Xl-l/2X.138 2 1.00 113.6 -11812.-12246. 2 1.00 113.6 + 11812.+ 31754. G2 1.00 112.6 -8640.-9300 • VG 3 X 1 X 8 7 22 L 2 X 2 X.137 7R 22 L 2 X 2 X.137 V4 17 Ll-l/2Xl-l/2X.138 2 1.00 113.6 -8826.-12246. 2 1.00 113.6 + 8826.+ 31754. G2 1.00 112.6 -8640.-9300 • VG 3 X 1 X 8 6R 22 L 2 X 2 X.137 2 SR 22 L 2-X 2 X.137 2 V5 17 Ll-1/2Xl-l/2X.138 G2 VG 3 X 1 X 8 4R 22 L 2 X 2 X.137 2 3R 34 L2-l/.2X2-1/.2X.197 2 V6 11 L1-112x1-112x.1~8 G2 TC 3 X 1 X 8 W/ .o SKEW 2R 39 L2-l/2X2-1/2X.250 2 **BRIDGING REQUIREMEN_TS** 1.00· 113.6 + 11680.+ 31754. 1.00 113.6 -11680.-12246 . 1~00 112.6 -8640.-9300 • 1.00 113.6 + 23426.+ 31754. 1.00 ... ·,91.3 -23426.-30670 • 1.00 112.6 -8640.-9300 • 1.00 102.4 + 39050.+ 71250 • -----------------------~-WORKING WORKING LEN MAX SPACING TC RYY BC RYY LENGTH 1.837 1.628 49.792 /(TC RYY) BC BRACES 325.325 32.565 NOTE: DOUBLE ANGLES REQUIRED FOR VERTICAL WEBS AND/OR W2D. 6492.2 LBS. 25968.8 LBS. WELD SIZE .AVBL AND LENGTH WELD SLOT • 188xl3.9 13.0+ 7.1 .138x 4.2 11.8+ .o .188x 8.5 12.6+ .o • 137xll.6 12.6+ .o .138X 4.2 11.8+ .0 .137x 5.8 12.~+ .o .137x 1.8 12.6+ .o • 138x 4.2 11.8+ .o .137x 4.3 12.6+ .o .137x 7.8 12.6+ .o • 138x 4.2 11.8+ .o .137x 7.8 12.6+ .o . 137x 5.7 12.6+ .o . 138x 4.2 11.8+ .o .137xll.5 12.6+ .o • 188x 8.4 12.6+ .o • 138x 4.2 11.8+ .o • 188x14.0 13.0+ 7.1 ~t~t~,:~j:'.~~~i FLOEXPOJNb~ .. i~ooi~ EQUiPMENT'SU~ CONVE'.Yoo:sl!JE!PtlRtf4' :: ' )' • ',.'' _,;:r;' '~ ,,,:-.-·,, BLDGw P.,; ·.,:·1.:-~J;,.-~-1~ 1 __ ,1:.·\·· Pr.P :, ., ,, ,;_, ,,· .. ·· \\ , .\ '::l f \'2- 1 r} 14) n-- ., ,., /:;x;/ J'Z, 1111 l t1.., c~c.J~f\ , P~•/~~ . '¥;'s:; . ~ .0_:e; if .:= = =-W• fl? (~::::;v,f"id ~ffl!,,,,,..__ ~ -W ~\L ·v td.-A--pp . e,e, 1Q ,5"?% c!efjd ~ /~,-()~ A-<~ l£>~ f\-Z.Yf~-z.s-) esc,.-'rt_,. u..m 0,. Pf' • ( /-ter-1'-'(1 .,_,/ -r .. .&J G,,..,~) s,.lo= I~ ~ '1 \ , J 2.- 1 J 3~ w / i;~· c,,\t.-S, j o" ~..-a.la,., ½ l). L \h-5. ~ O<N..J ~ £5.'1' I_,.~~ tn .fue..-~ 2.,{rz.{ ! L ~ (lri / 0 z{-i-i Ir z, -TSS U ED F1_na11nsp. Approved BUILDING PLANNING Health Forms/Fees Encina, Fire HazHealthAPCD PE&M School Sewer Stormwater SP,ecial·fnspection CFO: Y fl! LandUse: P.FF: Y Comments Building Planning Engineering Fire N Sent Rec'd Density: lmpArea: FY: Annex: Date i C\~ G~ 11--f~QS' Due? y N y N. y N y N y N y ,N y N y N Sy Factor: Date Done ODone ODone