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HomeMy WebLinkAbout1954 KELLOGG AVE; ; PCR96006; PermitB U I L D I N G 03/06/96 13·: 54 :Page . 1. of · 1 Job Addre$:s.: · 1954 KELLOGG AV Sui-te: PCR No: PCB.96006 . Project No: A9500894. Development No: Permit Type: PLAN CHE.CK REVISION Parcel No~ it2-og2-02-oo Lot#:. Valuationr o Occupancy Group: B2 Reference#: Description: REVISIONS TO DAILY BUILDING ., Construction Type: ··. Status: Applied: Apr/Iss·ue: . Entered By: 619=438-4-442 FINAL APPROVAL VN ISSUED1 0.1/26/96 .· 03/06/96' RrvIA l~MSP.. ____ .. _ DATE _____ i · j,:U:ARANCE·------, ,~·----------------- CITY OF CARLSBAD· 2075 µs Palmas Dt., Carlsbad, CA 92009 (619)·438--1161 ' . . . . . ' ' -, EsGil Corporation Professiona{ PCan ~view 'Engineers DATE: February 26, 1996 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-605 REV PROJECT ADDRESS: 1954 Kellogg Ave. PROJECT NAME: Daily Industrial Bldg. ~~NT ~ CJ FIRE CJ PLAN REVIEWER CJ FILE SET: II Structural Revisions D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. C8J The .plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. , ........ ·.t ' D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a qomplete 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: ~ 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: Date contacted: {by: ) Telephone #: ~ f8EMA81{S.: Qr;i sheet-~ 1 ;-_modifY. .Note. ~of~Qen,Web Ste~U<:Yists~&,-j·oJst:Gjrde_r~~~~~_:-~tate-that~ s~ngs-musfbe approved by the Building Department prior tcTTFista·llation-. ~- By: Kurt Culver Esgil Corporation D GA D CM D GP D PC 2/16/96 Enclosures: City-approved plans trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ' . .,_ DATE: February 5, 1996 JURISDICTION: Carlsbad EsGil Corporation Professiona[ PCan !F,f.vie'fil 'Engineers SET:I ~ ICANT URS CJ FIRE CJ LAN REVIEWER CJ FILE PLAN CHECK NO.: 95-605 REV PROJECT ADDRESS: 1954 Kellogg Ave. PROJECT NAME: Daily Industrial Bldg. Structural Revisions D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's********** codes when minor 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. C8J 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. C8J The applicant's copy of the check list has been sent to: Smith Consulting 5355 Mira Sorrento Pl., Suite 750 San Diego 92121 C8J 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: Date contacted: (by: ) Telephone #: D REMARKS: By: Kurt Culver Enclosures: Esgil Corporation D GA DCM D GP D PC 1/29/96 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 p Carlsbad 95-605 REV February 5, 1996 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 1954 Kellogg Ave. DATE PLAN RECEIVE:D BY ESGIL CORPORATION: 1/29/96 REVIEWED BY: Kutt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: 95-605 REV DATE REVIEW COMPLETED: February 5, 1996 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied .before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the. plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings and submit two new sets of prints to: ESGIL. CORPORATION. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on _the plans. Have changes been made not resulting from this list? D Yes D No 4. Each sheet of the revised plans must be properly signed/sealed. Carlsbad 95-605 REV February 5, 1996 5. On sheet S4: a) Provide complete information on the joists/girders described in Note 7. b) Somebody crossed out some of the joist sizes. Please check to ensure all proper sizes are shown. c) Detail the support of the 30K joist where it intersects the angled wall. d) At grid 6/D, the wall-to-diaphragm tie occurs at a panel joint. Provide a special detail there. · e) The plans call for "drag members." Specify the exact member AND provide sub$tantiating calculations. f) Detail 2/S0 is referenced at some drag connections, yet that detail has been erased. g). Please clarify the girder designations on line B, from 1 to 3. h) Provide calculations to justify the diaphragm nailing changes made. 6. On sheet S5: a) At detail 2/S5, specify the minimum length of the trimmed L TT straps to obtain full design value. b) Justify carrying out the blocking only 3 bays, as shown at detail 2/S5. Check the ratio of the sub-diaphragm. c) Check the allowable lo~d of the L TT's at 2/SS (use 85% of the Simpson values, due to nailing into T JI blocking). See page L9 of the calculations. d) Detail 7 /SS shows MST straps going into the concrete wall. They are not made for that application. · e) Show straps to connect _the blocking at 7/SS (as per the original detail in the approved plans). f) Provide calculations to justify the revised floor diaphragm nailing schedule. g) Clarify the diaphragm nailing outside of Zones 1 and 2. h) The plywood index shown on sheet S1 won't be adequate for the floor joist spacing shown. Carlsbad 95-605 REV February 5, 1996 i) Detail 4/S5 shows a drag connection into the concrete wall. A. few feet away, though, the GLB is discontinuous. at the column (line 3). Provide an adequate drag connection there. j) NOTE: The length of the concrete wall on line B and the size of the adjacent · opening conflict on sheet S5, when compared to the architectural plans (new and old). Omit this conflict AND ALL OTHERS. 7. Justify the tie spacing change at detail 12/S?. 8. Detail 5/S8 shows no wall-to-diaphragm connection. Can it be accomplished through the minor amount of welding there? 9. Complete the ledger bubble at detail 5/S8. 10. Justify having only two anchor bolts at 8/S8. 11. At detail 7/S9, change the detail reference for the tie spacing. Review all other conflicts on the plans! 12. Regarding the structural calculations: a) It is difficult to tell what is· new/revised in the package. Please bubble or otherwise clarify the changes from the Ofiginal calculations. b) On sheet R3, the distance from line 2.5 back to line 2 is more than the standard 8 feet. Therefore, the tributary Width to members along that line will be greater. c) Revise sheet R27 to use UBC Sec. 2624. d) Detail on the plans the connection of 82 to the wall (sheet FF1). 13. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. ;. Carlsbad 95-605 REV February 5, 1996 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARl=D BY: Kurt Culver BUILDING ADDRESS: 1954 Kellogg Ave. BUILDING PORTION BUILDING AREA (sq. ft.) Air Conditioning Fire Sprinklers TOTAL VALUE UBC Building Permit Fee: UBC Plan Check Fee: PLAN CHECK NO.: 95-605 REV DATE: February 5, 1996 BUILDING OCCUPANCY: B2 TYPE OF CONSTRUCTION: V-N VALUATION MULTIPLIER $ $ VALUE ($) Comments: Structural revisions to plans: Esgil fee= 8 hrs.@ 87.15/hr. = 697.20. Sheet 1 of 1 valuefee.dot JAN 30 '96 14:42 SMITH CONSULT. ARCH. MEMORANPUM DATE: January 30, 1996 TO: Raynette Abbey, CITY OF CARLSBAD FROM: Scott Caims · P.2/3 Smith Consulting Architects 5355 Mira Sorrento Place, Suite 750 San Diego, Califomia 92121 · (819) 452 .. 31ss FAX (619) 452-3907 FAX 438-,0894 JOB NAME: DAILY INDUSTRIAL BUILDING -1954 Kellogg Avenue ----------_..;_----------~----------JOB No.: 94226 SUBJECT: Plan Revisions to Permit Set 5_ January 12, 1996. The following revisions to·the permitted plans have been $Ubmitted for Building Oeparbnent approval. Each sheet is noted 5 January 12, 1996 in the revision block. and they are as follows: A-21 A-6, and S-1 through S-9 Sheet.A-2: Add col. line A.5 and add col's. at lines 2, 3, 3.5, 4, 4.S, 5, and a, to reduce span at mezzanine floor. Sheet A-6: Revi5e restroom plans 10/A"6 to st,ow new cols. Sheet $-1: The roof tnlSSe$ are being changed from wood to steel, this sheet notes changes. Sheet S-2: Detail 18/S-2 shows nailer at steel truss. Detail 12/S.2 shows anchor bolts at typical interior bearing wall. Sheet 8-3: Shows column footings added at line A.5 to cut span Qf trusses at mezzanine floor. Footing schedule and column ·schedule have been revised to reflect new added columns. Sheet M: Shows change to iteel wsses trom wood tnJsses. See diaphragm schedule for new nailing . . Sheet S..S: Shows additionaf beams at line A.5 and new truss sizes where beams were added. Also revised details with associated-floor change. Sheet S-6: Revised panel elevations to show added beam seat (panel N1 and interior wall at line B). Sheet S-7: Revised details 1, 4, 5,.12: 13, and 14 to reflect new rebar sizes based on new loading. Detail 21 simplifie$ holdown detail atshear panels. Sheet s.a: Notes d~tails revised ta show new steel truss connections at roof. JAN 30 '96 14:42 SMITH CONSULT. ARCH. DAILY INDUSTRIAL BUILDING MEMO CONT'D January 30, 1996 Page Two P.3/3 Sheet S-9: Notes details revised to show steel truss connections to concrete panel. &.ae · details 1, 3, 6, 10/10A, 11, 13/13A, 18, and 19. We will send YOl:J an additional copy of the calculations under separate cover, as you requested. ( /9 sq ~Zip 66 At/ -5 0 :6 0 • /J.,1-11.-y CVl'-.{)/ '1 1 C. I Id, & -1b -~ ~ //W ~ wl I -4d-f s-~ \~ rn.r,..._,, .. . . . -· -. ~r/,t _ ~ -{Jj;;t ~ Ujj_j -~~.d-f S~ ~ ;/4 t4j /:t__--A_ rl~ I /3o/ rt-o..tJ,1.1~1-.,/~ ./44 :Jj,J fi',{/~ _ ~ ,,J 1 ~~;'?OVALS f~/y?c/1/1 ~/. 1"'1,, fZS .{>S°t°IL. c_,e_ . 1 J . . . _ Building :?---/d-J/yb-/v1I -( QJ.)-~ L,j/eo-~9 -1,...;;;t;( CT{;c 11~ -··-·----r'b~ning_ ~~, · / __::::? ~-.... _En&:.>meermg 3(ft,{cf&,..-~ ~ .. ~· -·-___ u··L:"O -··~~-=·--Coastal ---Health ----.Assoc. DA_TEs _ ffAZ MAT FORM IND WASTE APP ---,-----...,. SCffoot.FEEFOAM PlANCORR -----:,-.,.._ __ ENGAGOORR ---,_ ___ ~sue WCOMp ---,_ ___ FIREPLANs ASSESSOR PlANs ---,_ ___ COFO 1· 1-.---' '· I I. I I I I I I ·1 I I I I I 1.-~ ( '-' >r._r---,.· (' .. /. I 'I STRUCTURAL CALCULATIONS DAILY INDUSTRIAL BUILDING Prepared by: HOPE ENGINEERING 6363 Greenwich Drive, Suite 210 San Diego, CA 92122 619/457-4358 June 19, 1995 Project #95030 I I I I I I I I I ·I I I I SHEET NO. __ •...--OF _____ _,__ .~6.e T1TLEr ;;;t?A1 LY IN~.PI.Al-JOB NO. __ 4i..::S::;.,::(7'p(2:::;;.,__,:::..=.,. _· ··_ ENGR. .. , zp-o DATE 4-17-~J:;, CHECKED BY __ c:;_1:!:,t_H _____ DATE -· •• , ............ ,. .......... • •••••••••• -•••••••••••••• ••••• ••••••• ---··· .. ·-···· .... ..... •• • • •• • • • i. • •• • ••••• ·: • •• •••••• •• ••• • • :-••••.•••• , •••• CONT,ENTS ': ! i ] 1 ' . : . . ... , ...... "••••••--••• ••••••: I "• t • • • ••••••••••••••:•••• .... •••••• ... , ...... ,.. •••••••·••••••••• : • '•,• .............................. L .... __j, ......... 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ENGR., ___ Z--L.et?-=------DATE I~ ~~PE ~NGl:::-i~E--:R~_G_ ---------CHECKED BY _______ DATE ~-17-~l& tr u c t u r a I E n g i n e e r s I I I -~F t:,SAO Lo.AP Cp;,F) ~ - I I I I 1· I I I I I -. s_ ,I-::· ~IN~------'-- ~11 A.:(I.A,Jt:,, ------- IN9.JLA.T~ ------ ~lN~E=-~-------- ce1L1NGi Ml~, J) 2X,~ ~ ~,f o,e;., ____ _ PUFZ-LIN'=' ~ e} o,c, __ _ GiJF~ FL~IN6J I ~11 N, W,, ec,r.Jc::,, ___. ___ _ ~4' FI...YWt::>, _____ _ FF.A-,;1"11 N"i Ef¥-tN~E:i2S ----- ~t$1LINGi ______ _ Ml~, 'i> e>- -__ _,,:,-r . ~_.J:;;,,,Ci~ .W.A.-.!b -~ -~A~. :2',S I, S o,5- 1,a I,~ co.0-~c o ,z.,Q i. s o,·s lf!>,S ~,-S ~.s I, 0 ,z, 8. t:>.L. t8i? )O,J?-. \'2,.Q L.L. ~o.o ltb,o 1'2,o O, 1 t:::>, L.. L.. L.., £',!3-,0 $0,0° . ' ·· ·:-. ,_:_: ____ ,_•_ ,-_~._-. 1 ,·.~-~-=.·:_.:.~_•·_:...·._:: ___ ···-~-~-~ .. · ~ ~+-~_: 1:2_,-·--,_;I~. · __ · . U : - '~ .'~ --,·-... ~---~· L; ._ I ; ···.• -·. :i¾t 11-IJC-I,::: cor-lc., F'ANt;L<=; --'------f h!l. '< '. L. T.L, -2.q.o '2.,1,o '2--4. s . .fta-----· -. Jll"-"-l I''-'•__:_• -- vr ____ _ 1-··:-~•j•·:'. --. .•.•• : •.. ~I-Y I Nt::::t.lS1"~ JOB TtnE..,..---------JOB NQ. __ 4-"-5_t:::t_3o __ ENGR. ___ z.p.t:>~------DATE I ·····-c!OPE ENGINEERING \---..:.... --..:.:.. ----------___ CHECKED BY ________ DATE lrucrural Engineers I :pa::;f fPAt-11 ~ t:,S<:;j6j N I I .,.. c+IEe-jG' ~ X 4' ~ Z.:f 1 0, C, I I I I I I J I I I I I I L""~· w I . ~ ---~---~ _,._ ----' -. . . i.. . -, '.. I . _1 __ --.. ' J ' . : . ~--:· t--.: I:L=· I. ----·: · _·:-:.-..= .~)~--·~ \ ( I I -~ ----· --: · -r-i --;--,------------ ------~-.. ----.' -' ----· ---- I ll I _ 13 --/,t:;; := 7, 88 _ (q + ~o)(.z.) = 58 Pi-F I # .:: L 'SB)( 7, BB) / 2 = '2-'Z.'1 _ C:.GB)C1,B8)-z../ e = 451 ,_ FF ·L/l8o J "') , _. (2.7)t.4SI -(. 7,88J / I, 7c,o = 1:5; G ,;..; ._, ' ,. 'I -:-, • !. 4-It:>-~ S rz-Z."JY.t·I ? z c; J :' '), ~,µ 45 I -.,c("Z, -5 I~, /J"';, /4t[:?o 2fJt O,C., > r• :, I RAMSTEEL V4.1 Floor Map I DataBase: DAILY --. , Building Code: UBC2 Floor Type: ROOF ·I I I I I I I I) I I I I J D J b J 22K4 24K4 22K5 24K4 22K4 22K4 22K4 22K4 22K4 22K4 ,.,. -22K4 to~', of 22K4 22K4 22K4 22K4 22K4 20K3 18K3 20K3 22K4 ··~ 0.. en ~ D ~, D "' "' co z "' g "' D "' "' ,,; z "' ~ D 0.. en ~ 30K10 30K11 30K12 30K11 30K10 30K10 30K10 30K10 30K10. 30K10 30K10 30K10 30K10 30K10 30K10 30K10 30K9 28K6 30K9 30K10 01/12/96 18:28:27 L l-~ i.c0;s r (t~!r,; e; I b CA. j D~~r&~ "1200 F ..:ssrf G teoe:12-~ ~, 30K10 ti 30KB 0 30K10 0 301<7 t 30K10 30K7 ~ 1iYP· "' 30K10 "' 301<7 c;; "l z "' z ~ "' 30K10 ~ 301<7 30K10" 30K7 0 30K10 0 30K7 30K10 30K7 "' 30K10 "' 30K7 c;; ~ z ~ z 30K10 ~ "' 30K7 30K10 30K7 0 30K10 0 30K7 30K10 0.. 30K7 en ~ 30K7 28K6 0.. 2 12K1 r:, . "' - I I )J O "1c '(!) /l-c rv t-ri-s It:' E~ ~ #-rJ cJ;J 0 ;J s II T §' 1 fVl 4 y J?&' t..A--;2. ~ §'IZ. Fot2. ~ /J-5e _o 1= I i )· \._ ' I I ' --.-"':" ... ------~~----. Fff-/3 f2; CA--Tu?,11/- (3 FA-tetc4rtJ€ 1?J {'cJ6(;1r1 PlA-fvS ;/ C4 l Cul-iii Ir O A}.S FO e /}---fP ~o iJ Pr L,. ' ( ( ' I RAMSTEEL V4.1 Floor Map I DataBase: DAILY --., Building Code: UBC2 /Floor Type: ROOF I I 27 * 26 I @ D I 23 ® 22 D I (:) 19 I 18 17 I 16 D 14 1--~) 13 w I 11 10 D I 8 7 I 6 4 3 I 2 I I 1- /\~ I I -:\'~-~-i-........ --.-.~------~-. 01/12/96 18:28:27 54 @ IO r-- 0 ® $ 74 ~ 49 0 73 0 47 71 46 70 (9 69 44 68 43 0 67 0 41 65 40 64 <O 39 63 38 62 37 0 61 0 35 59 ~ 34 58 33 57 n 32 31 30 C 14-Lcll Lil-rralJ5 /}(Le' f !ZoJ1 OEO RJ(Z. vf/leM Be:es c1£.c.c...t£D, 96 0 95 93 § 91 90 89 87 86 85 84 83 81 80 79 I I I I I I I I I I I I I I I I ) I lj I RAMSTEEL V4.1 Standard Joist Selection 1Yf. 5TL. JS1 Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 12 "g Tt,,J ;,-./ &, /2-IC> ® f ff) Span information (ft): I-End (0.00,56.00), J-End (32.00,56.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 22K4 o,W~~ Fy = 36.0 ksi Total Beam Length (ft)= 32.00 Line Loads: (k/ft) Distl Dist2 DLl o.oo 32.00 0.096 DL2 0.096 LLl 0.160 LL2 RedType 0.160 8.5%RF Dead: Live: Total: MOMENTS: Span Cond Center Max+ Design Loads 96.00 146.43 242.43 Moment kip-ft 31.0 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: @ ft 16.0 Dead load (in) = 0.569 Live load (in) = 0.868 Total load (in) = 1.437 Allowable Loads (lbs/ft) 180.00 265.00 Left Right 1.54 1.54 2.34 2.34 3.88 3.88 L/D = 675 L/D = 443 L/D = 267 I I I I I I I I I 1·) I I I I I I I . ij ,( ' ¾,. I I RAMSTEEL V4.1 Standard Joist Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 20 Span information (ft): I-End {0.00,112.00), J-End (32.00,112.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 22K4 °1 -zo 1"-t; Fy = 36. o ksi Total Beam Length (ft) = 32.00 Line Loads: (k/ft) Distl Dist2 DLl o.oo 32.00 0.096 DL2 0.096 LLl 0.160 LL2 RedType 0.160 8.5%RF Dead: Live: Total: MOMENTS: Span Cond Center Max+ Design Loads 96.00 146.43 242.43 Moment kip-ft 31. 0 REACTIONS (kips) : DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: @ ft l.6.0 Dead load (in) = Live load (in) = Total load (in)= 0.569 0.868 1.437 Allowable Loads (lbs/ft) 180.00 265.00 Left 1.54 2.34 3.88 L/D = L/D = L/D = 675 ,443 267 Right 1.54 2.34 3.88 I I I I I I I I I 1-) I I I I I I I . !)- ••• I RAMSTEEL V4.1 Standard Joist Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 24 Span information (ft): I-End (0.00,138.00), J-End (32.00,138.00) Depth Limitation specified= 30.00 Jo.:j.st Size (Optimum) = 22K5 {){ to~u, Fy = 36. o ksi Total Beam Length (ft) = 32.00 Line ioads: (k/ft) Distl Dist2 DLl 0.00 32.00 0.120 DL2 0.120 LLl 0.200 LL2 RedType 0.200 13.6%RF Dead: Live: Total: MOMENTS: Span Cond Center Max+ Design Loads 120.00 172.80 25)2.80 Moment kip-ft 37.5 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: @ ft 16.0 Dead load (in) = Live load (in) = Total load (in) = 0.637 0.917 1.554 Allowable Loads (lbs/ft) 201. 00 299.00 Left 1.92 2.76 4.68 L/D = L/D = L/D = 603 419 247 Right 1.92 2.76 4.68 I I I I I I I I I ,--) I I I I I RAMSTEEL V4.1 -Special Joist Selection Hope Ehngineering 'DataBase: DAILY Building code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 29 span information (ft): I-End (32.oo·,o.oo), J-End (32.00,40.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30GSP Fy = 36.0 ksi Total Beam Length (ft) = 40.00 Point Loads (kips) : Dist DL RedLL 8.00 4.03 0.00 16.00 3.02 o.oo 20.00 2.02 o.oo 24.00 3.02 0.00 32.00 4.03 0.00 MOMENTS: Span Cond Moment kip-ft Center Max+ 206.7 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction Red% b.o 0.0 o.o o.o o.o @ ft 20.0 NonRLL 0.00 o.oo 0.00 0.00 o.oo Left 8.06 8.47 16.54 StorLL o.oo o.oo 0.00 0.00 0.00 RoofLL 6.72 5.04 3.36 5.04 6.72 Right 8.06 8.47 16.54 RfRed % 37.0 37.0 37.0 37.0 37.0 [,::_ ( I IJ j . 3 I I I I I I I RAMSTEEL V4.1 -Joist Girder Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 42 Span information (ft): I-End (32.00,80.00), J-End (32.00,120.00) Depth Limitation specified= 30.00 Joist Size (Optimum)= 30G5N8.3K Fy = 36.0 ksi Total Beam Length (ft)= 40.00 Point Loads Dist 8.00 16.00 24.00 32.00 Dead: Live: Total: MOMENTS: Span Cond (kips) : DL RedLL 4.03 o.oo 4.03 o.oo 4.03 o.oo 4.03 o.oo Design Loads 4.03 4.24 8.27 Center Max+ Moment kip-ft 198.4 Red% o.o o.o .o. 0 o.o (kips) @ ft 16.0 NonRLL StorLL RoofLL RfRed % o.oo o.oo 6.72 37.0 o.oo o.oo 6.72 37.0 o.oo 0.00 6.72 37.0 o.oo 0.00 6.72 37.0 ID REACTIONS (kips): L.eft 8.06 8.47 Right 8.06 8.47 16.54 I I I I I I I.~ (JD I . I ~(~?i, .. ,,_ DL reaction Max+ LL reaction Max+ total reaction 16.54 I I I I I I I I I ll I I I I I I ') t I RAMSTEEL V4.1 -Standard Joist Selection Hope Ehngineering DataBase: DAI°LY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 45 l)Jor2-se t:-45 e Lo r4:-0 r ~ <e,-F o r2- so~, v .c::\s,01s.r Span information (ft): I-End (32.00,96.00), J-End {84.00,96.00) Depth Limitation specified= 30.00 Joist size {Optimum) = 30Kl0 Fy = 36.0 ksi Total Beam Length (ft) ---52.00 Line Loads: (k/ft) Distl Dist2 DLl o.oo 52.00 0.096 DL2 0.096 LLl 0.160 LL2 RedType 0.160 21.3%RF Dead: Live: Design Loads 96.00 125.95 221. 95 Allowable Loads (lbs/ft) 148.00 Total: MOMENTS: Span Cond Center Max+ ~EACTIONS (kips): DL reaction Moment kip-ft 75.0 Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load (in) = Live load (in) = Total load (in) ~ @ ft 26.0 1.124 1.475 2.599 268.00 Left 2.50 3.27 5.77 L/D = L/D = L/D = 555 423 240 Right 2.50 3.27 5.77 RAMSTEEL V4.1 -Special Joist Selection Hope Ehngineering . DataBase: DAI.LY Building Code: UBC2 Floor Type: ROOF I I I I I I I I I 1·) 01/12/96 18:28:27 Beam Number= 48 I I I I I I I ·l) I I Span information (ft): I-End (32.00,120.00), J-End (32.00,138.00) Joist Size (Optimum)= XXGSP Fy = 36.0 ksi Total Beam Length (ft)= 18.00 Point Loads (kips): Dist DL RedLL 8.00 4.54 0.00 MOMENTS: Span Cond Center Max+ REACTIONS (kips): DL reaction Moment kip-ft 47.6 Max+ LL reaction Max+ total reaction Red% NonRLL StorLL RoofLL RfRed % 0.0 o.oo o.oo 7.56 18.2 @ ft 8.0 -Left 2.52 3.43 5.95 Right 2.02 2.75 4.76 RAMSTEEL V4.1 Standard Joist Selection Hope Ehngineering . DataBase: DAILY Building Code: UBC2 Floor Type: ROOF I I I I I I I I I I) 01/12/96 11:50:24 Beam Number= 50 I I I I I I I ·-(._) 1· I Span information (ft): I-End (32.00,128.00), J-End (84.00,128.00) Depth Limitation specified= 30.00 Joist Size (Optimum)= 30Kll Fy = 36.0 ksi Total Beam Length (ft) = 52.00 Line Loads: (k/ft) Distl Dist2 DLl 0.00 52.00 0.108 DL2 0.108 LLl 0.180 LL2 RedType 0.180 25.4%RF Dead: Live: Design Loads 108.00 134.21 242. 21 Allowable Loads (lbs/ft) 169.00 Total: MOMENTS: Span Cond Center Max+ REACTIONS (kips): DL reaction Moment kip-ft 81.9 Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load (in) = Live load (in) = Total load (in) = @ ft 26.0 1.108 1.377 2.484 308.00 Left 2.81 3.49 6.30 L/D = L/D = L/D = 563 453 251 Right 2.81 3.49 6.30 ,:;'-<i'i.A<, I,...,.,--..,.-_. ... , .•-• I. RAMSTEEL V4.1 -Special Joist Selection 1 ..... Hope Ehngineering i DataBase: DAILY 01/12/96 18: 28: 27 I Building Code: UBC2 Floor Type: ROOF Beam Number= 51 I I Span information (ft): I-End (32.00,138.00), J-End (32.00,164.00) Joist Size (Optimum) = XXGSP Fy = 36.0 ksi I I I I I-) I I I I I I ' ) 1'--" I Total Beam Length (ft) = 26.00 Point Loads (kips): Dist DL RedLL Red% 10.00 4.54 0.00' o.o 18.00 4.03 0.00 0.0 MOMENTS: Span Cond Moment @ kip-ft ft Center Max+ 82.7 10.0 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction ~,....,..,-, ------.. -~ ·- NonRLL StorLL RoofLL o.oo 0.00 7.56 0.00 0.00 6.72 Left Right 4.03 4.54 4.24 4.77 8.27 9.30 RfRed % 37.0 37.0 I I ·I I I I I I 1· ,-·) I I I I I I RAMSTEEL V4.1 -Special Joist Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 52 Span information (ft): I-End (32.00,142.40), J-End (32.00,164.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30GSP Fy = 36.0 ksi Total Beam Length (ft) = 21. 60 Point Loads (kips) : Dist DL RedLL Red% NonRLL StorLL RoofLL RfRed % 5.60 4.54 o.oo o.o 0.00 o.oo 7.56 37.0 13.60 4.03 o.oo 0.0 o.oo o.oo 6.72 37.0 MOMENTS: Span Cond Moment @ kip-ft ft Center Max+ 60.9 13.6 REACTIONS (kips) : Left Right DL reaction 4.85 3.71 Max+ LL reaction 5.10 3.90 Max+ total reaction 9.95 7.62 ------------·-----. I RAMSTEEL V4.1 standard Joist Selection I Hope Ehngineering : DataBase: DAILY 01/12/96 11:50:24 I Building Code: UBC2 Floor Type: ROOF Beam Number= 53 I Span information (ft): I-End (32.00,148.00), Depth Limitation specified= 30.00 Joist Size (Optimum) = 30Kll Total Beam Length (ft)= 52.00 J-End (84.00,148.00) Fy = 36.0 ksi I, I Line Loads: (k/ft) Distl bist2 0.00 52.00 DLl 0.108 DL2 0.108 LLl 0.180 LL2 RedType 0.180 25.4%RF Dead: I Live: Total: Design Loads 108.00 134.21 242.21 I, MOMENTS: Span Cond Moment kip-ft 81.9 @ ft 26.0 1 Center Max+ REACTIONS (kips): I I I 'I I -1. r I DL reaction Max+ LL reaction Max+ total reaction DEFLECTIONS: = Dead load (in) -- Live load (in) Total load (in) = 1.108 1.377 2.484 Allowable Loads (lbs/ft) 169.00 308.00 Left 2.81 3.49 6.30 L/D = L/D = L/D = 563 453 251 Right 2.81 3.49 6.30 I I I I I I I ,, I' RAMSTEEL V4.1 -Special Joist Selection Hope Ehngineering • DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 56 Span information (ft): I-End (84.00,0.00), J-End (84.00,40.00) Depth Limitation specified= 30.00 Joist size (Optimum) = 30GSP Fy = 36.0 ksi Total Beam Length (ft) = 40.00 Point Loads (kips): Dist DL RedLL 8.00 2.50 o.oo 16.00 1.87 o.oo 20.00 1.61 o.oo 24.00 3.67 o.oo 32.00 4.90 o.oo Line Loads: (k/ft) Distl Dist2 DLl o.oo 20.00 0.006 MOMENTS: Span Cond Center Max+ Moment kip-ft 188.8 Red% 0.0 o.o o.o o.o o.o DL2 0. 00·6 @ ft 24.0 NonRLL o.oo o.oo 0.00 o.oo o.oo LLl 0.010 StorLL o.oo o.oo o.oo o.oo 0. 00 ' RoofLL 4.16 3.12 2.68 6.12 8.16 RfRed % 37.0 37.0 37.0 37.0 37.0 LL2 RedType 0.010 37.0%RF 1--). REACTIONS (k~ps): . DL reaction Left 6.46 6.79 Right 8.20 8.62 16.82 I I I I ·1, 1, IJ· .. . ( , ,, I Max+ LL reaction Max+ total reaction ------·-·· ~ .. -~ .. --~---·-·--··--· -------- 13.25 .. -···"·······-----·----·-··----------------- I ,, I I I I I RAMSTEEL V4.1 -Joist Girder Selection Hope Ehngineering ;DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 60 Span information (ft): I-End {84.00,40.00), Depth Limitation specified= 30.00 Joist Size (Optimum)= 30G5Nl0.1K J-End (84.00,80.00) Fy = 36.0 ksi Total Beam Length (ft)= 40.00 Point Loads Dist 8.00 16.00 24.00 32.00 Dead: Live: Total: MOMENTS: Span Cond (kips) : DL RedLL 4.90 0.00 4.90 0.00 4.90 o.oo 4.90 0.00 Design Loads 4.90 5.14 10.04 Center Max+ Moment kip-ft 241. 0 Red% o.o 0.0 o.o o.o (kips) @ ft 16.0 NonRLL StorLL RoofLL RfRed ~ 0 0,.00 0.00 8.16 37.0 0.00 0.00 8.16 37.0 0.00 0.00 8.16 37.0 0.00 0.00 8.16 37.0 I, J REACTIONS (kips): DL reaction Left 9.79 10.29 20.08 Right 9.79 10.29 20.08 ·1 I I I I I I . \~ I I Max+ LL reaction Max+ total reaction .,,~}\~; ... ,-..... ..--. ~--... I RAMSTEEL V4.1 -Joist Girder Selection I-,,. Hope Ehng ineer ing ) DataBase: DAILY 01/12/96 11:50:24 I Building Code: UBC2 Floor Type: ROOF Beam Number= 66 I I I 1· Span information (ft): I-End (84.00,80.00), J-End (84.00,120.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30G5Nl0.1K Fy = 36.0 ksi Total Beam Length (ft) = 40.00 I I' Point Loads Dist 8.00 16.00 24.00 32.00 Dead.: Live: Total: MOMENTS: Span Cond (kips): DL RedLL 4.90 o.oo 4.90 0.00 4.90 o.oo 4.90 o.oo Design Loads 4.90 5.14 10.04 Center Max+ Moment kip-ft 241. 0 IJ REACTIONS (kips): DL reaction I I I ~J \. I I Max+ LL reaction Max+ total reaction ,..,.,,,.f.,. ..... ,,......,... '' ---~---~·.·-·-· Red% o.o o.o o.o o.o (kips) @ ft 16.0 NonRLL o.oo 0.00 0.00 o.oo Left 9.79 10.29 20.08 storLL o.oo o.oo o.oo o.oo RoofLL 8.16 8.16 8.16 8.16 Right 9.79 10.29 20.08 RfRed % 37.0 37.0 37.0 37.0 I ,. I I I I I I 1· ,-.) I ,, I I I, .I 1: L) I I RAMSTEEL V4.1 -Special Joist Selection Hope Ehngine~ring DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 72 Span information (ft): I-End (84.00,120.00), J-End (84.00,138.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30GSP Fy = 36.0 ksi Total Beam Length (ft) = 18.00 Point Loads (kips): Dist DL RedLL Red% NonRLL StorLL RoofLL RfRed % 8.oo 5.51 o.oo· o.o o.oo o.oo 9.18 24.7 MOMENTS: Span Cond Center Max+ REACTIONS (kips): DL reaction Moment kip-ft 55.2 Max+ LL reaction Max+ total reaction @ ft 8.0 Left 3.06 3.84 6.90 Right 2.45 3.07 5.52 I ,, I ,, .1 I I I I ,. ) I I 1: I I .I ~) I I RAMSTEEL V4.1 -Special Joist Selection Hope Ehngineering DataBase: DAILY Building Code: UBG2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 78 Span information (ft): I-End (134.00,20.00), J-End (134.00,40.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30GSP Fy = 36.0 ksi Total Beam Length (ft)= 20.00 Point Loads Dist 4.00 12.00 MOMENTS: (kips): DL RedLL 3.46 o.oo 4.61 o.oo Red% 0.0 o.o Span Cond Moment @ kip-ft ft Center Max+ 56.7 12.0 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction NonRLL o.oo o.oo Left 4.61 4.84 9.45 StorLL 0.00 0.00 RoofLL RfRed % 5.76 37.0 7.68 37.0 Right 3.46 3.63 7.09 .I RAMSTEEL V4.1 -Joist Girder Selection ,, Hope Ehngineering :1 DataBase: DAILY 01/12/96 11: 50: 24 I Building Code: UBC2 ~ Floor Type: ROOF Beam Number= 82 I I I I ,, Span information {ft): I-End (134.00,40.00), Depth Limitation specified= 30.00 Joist Size (Optimum) = 30G5N9.5K J-End (134.00,80.00) Fy = 36.0 ksi Total Beam Length (ft) = 40.00 I Point Loads Dist 8.00 16.00 24.00 32.00 Dead: Live: Total: MOMENTS: Span Cond (kips) : DL RedLL 4.61 o.oo 4.61 o.oo 4.61 o.oo 4.61 o.oo Design Loads 4.61 4.84 9.45 Center Max+ Moment kip-ft 226.8 1 ·) REACTIONS (kips) : · DL reaction I I I ·I ,, I I . (~) I I Max+ LL reaction Max+ total reaction Red% o.o o.o o.o o.o (kips) @ ft 16.0 NonRLL o.oo 0.00 o.oo o.oo Left 9.22 9.68 18.90 StorLL 0.00 0.00 o.oo 0.00 RoofLL 7.68 7.68 7.68 7.68 Right 9.22 9.68 18.90 RfRed % 37.0 37.0 37.0 37.0 I I I 1· I I I I I RAMSTEEL V4.1 -Joist Girder Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 88 Span information (ft): I-End (134.00,80.00), J-End (134.00,120.00) Depth Limitation specified= 30.00 Joist Size (Optimum) = 30G5N9.5K Fy = 36.0 ksi Total Beam Length (ft) = 40.00 Point Loads Dist 8.00 16.00 24.00 32.00 Dead: Live: Total: MOMENTS: Span Cond (kips): DL RedLL 4.61 o.oo 4.61 o.oo 4.61 0.00 4.61 o.oo Design Loads 4.61 4.84 9.45 Center Max+ Moment kip-ft 226.8 Red% o.o o.o o.o 0.0 (kips) @ ft 16.0 NonRLL StorLL RoofLL RfRed % o.oo 0.00 7.68 37.0 o.oo o.oo . 7. 68 37.0 o.oo 0.00 7.68 37.0 o.oo 0.00 7.68 37.0 I) REACTIONS · (kips) : DL reaction Left 9.22 9.68 Right 9.22 9.68 18.90 I I I .I 1. I b I I Max+ LL reaction Max+ total reaction 18.90 ..., ~ -.. -. -.... ,___ ...... -.-~-............. _,~ .. ~ I I- I I I I I I I I_) I I I I 1. I I . . ~._) I I RAMSTEEL V4.1 Standard Joist Selection Hope Ehngineering DataBase: DAILY Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 92 Span information (ft): I-End (134.00,104.00), J-End (180.00,104.00) Depth Limitation specified= 30.00 Joist Size (Optimum)= 30K7 Fy = 36.0 ksi Total Beam Length (ft)= 46.00 tine Loads: (k/ft) Distl Dist2 DLl 0.00 46.00 0.096 DL2 0.096 LLl 0.160 LL2 RedType 0.160 17.4%RF Dead: Live: Design Loads 96.00 132.10 228.10 Allowable Loads (lbs/ft) 153.00 Total: MOMENTS: Span Cond Center Max+ REACTIONS (kips): DL reaction Moment kip-ft 60.3 Max+ LL reaction Max+ total reaction DEFLECTIONS: Dead load (in) = Live load (in) = Total load (in) = @ ft 23.0 0.962 1.324 2.286 241.00 Left 2.21 3.04 5.25 L/D = L/D = L/D = 574 417 241 Right 2.21 3.04 5.25 I V4 ._ 1 -Special Joist Selection , ... _ , Hope Ehng inee_r ing \ DataBase: DAILY I Building Code: UBC2 Floor Type: ROOF 01/12/96 11:50:24 Beam Number= 94 Span information (ft): I-End (134.00,120.00), Depth Limitation specified= 30.00 J-End (134.00,138.00) I Joist size (Optimum)= 30GSP Total Beam Length (ft)= 18.00 Fy = 36.0 ksi I I I I I ,-·) I I I I I I !J I I Point Loads (kips): Dist DL RedLL 8.00 5.18 0.00 MOMENTS: Span Cond Moment kip-ft Center Max+ 52.8 REACTIONS (kips): DL reaction Max+ LL reaction Max+ total reaction Red% NonRLL StorLL RoofLL RfRed % o.o 0.00 0.00 8.64 22.6 @ ft 8.0 Left Right 2.88 2.30 3.72 2.97 6.60 5.28 a:::-:--·. .>n'-t.' ... ...., .. ______ _ vr _____ _ JOB nnE---~--------JOB NO. _____ _ wJA fl.. 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Depth . :,io~\}#.iJ~ -b~1tf.1{1Jj/d~ ~,s.,,.-,-J ;1:~~v1t/ _:·~~J_)\I.~J:: ~ t~i/:!\: . cb~?:~/;/ sp~~ 348 389 402 412 423 421 421 421 :-10 316 354 365 375 384 382 382 382 '.<n- 290 324 335 344 352 350 350 350 ,. ·'./12 . 268 299 309 317 325 324 324 324 :13 249 278 287 295 302 300 300 300 -.14 n2 2~ 2~ vs 2m ~o ~o ~o is ~7 M3 ~ 2~ a4 2m ~ 2m -16 ~5 ~9 n6 M3 M9 M7 M7 M7 ·17 193 216 223 229 235 234 234 234 . 18 183 203~ 211 217 223 221 221 221 19 201 206 211 210 210 210 . ·20 188 196 201 200 200 200 ··,21 187 192 191 191 · 22 174 184 183 183 '/'23. 412 375 344 317 295 275 258 243 229 217 206 175 175 _':,;24. 168 168 ··:25 157 162 · ::;26· 156 .. 27 150 .·, ·28. 145 ··: 29 137 '-"30 >-·i!'·.1 ,, I-' 06;", 34 , ~ ... _35 , ~95,,.. 36 ,:,~i24,.,;~, ;·.--.. _;·26 -~.,-,_. '<-•. .'28 .. , · ... ~:.-:,30 Depth ~f lfc~L,.;\tJtt f~~tJtJJ: :·· ~ c~~~:>;:!t · , ·span 423 421 421 421 : . -10 384 382 382 382 , :11 3~ ~o ~o ~o ~ 12 325 324 324 324 , 13 302 300 300 300 ', 14 282 280 280 280 . "15 a4 2m 2m 2m 16 M9 M7 M7 17 n5 n4 n4 ~8 223 221 221 .·-19 211 210 210 . 20 ~ ~o ~o ?~~ . 192 191 191 22 184 183 183 · . 23 175 175 -24 28 29 30 -31 32 .. 33 _34 35 36 Values shown are maximum allowable load capacities of the joists in pounds per·lineal foot (PLF) based on simple span, uniformly loaded condi- tions with web stiffener and bearing length criteria shown on page 3.2. Values in gray ~cg areas may be increased 4% for repetitive member usage if the criteria on page 9.2 are met. Camber(225Q' radius) is available for simple span applications only. For loading conditions not covered by these tables (eg.: concentrated loads), use the T J-Spec™ software program or contact your Trus Joist Mac- Millan representative·for assistance. I -7-.2--------------------------------------R-E_V __ 1-2-/9_4_W_ .. :) I 1--,_ I I I I I I I ) I-·'\ j I I I I I I I •••• HOPE ENGINEERING ----Btruct~r•• Engll"'••r• •••• •••• GENERAL TIMBER BEAM DESIGN B1 BEAM DATA Timber Section 3~125x18.0 End Fixity Beam Width = 3.125 in Elastic Modulus Beam Depth = 18.00 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Daily Industrial Building Pin:Pin Scope: Job#: 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS Page: 19.00 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le: Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc 1d@ 1d1 distance Le Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le: Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 132.0 plf LL= 220.0 plf --------------~-------SUMMARY---------------------- USING 3.125 X 18.000 Beam, Bending= 51.06%, Shear= 47.08% Max. pos Mom @ 9.50 h= 16.47 k-ft Max. Neg Mom @ 19.00 Max@ Left Max@ Right Max. Allow Moment fb: Max. Actual Fb : Allowable Ck= .811(E/Fb) •• 5 Cs= (LeD/B.2) .• 5 Cf= (12/d) •• 111 ft: 0.00 k-ft = 0.00 k-ft = 0.00 k-ft = 32.26 k-ft = 1171.5 psi = 2294.3 psi = 22.21 = o.oo = 0.96 V4.4B2 (c) 1983-95 ENERCALC Shear: Max.@ Left = •••• used for dsgn = .... Area Req•d = Max.@ Right = •••• used for dsgn = •••• Area Req•d = fv Max. Actual = Fv : Allowable = Bearing Req 1d @ Left = Bearing Req•d @ Right = 3.47 k 4.37 k 26.48 in2 3.47 k 4.37 k 26.48 in2 77.69 psi 165.0 psi 2.88 in 2.88 in Reactions ••• DL Maximum Left = 1.38 k 3.47 k Right = 1.38 k 3.47 k Deflections ••• Center = -0.16 in -0.39 in .... Dist = 9.50 ft 9.500 ft ... L/Defl = 1465 582 Left = 0.00 in 0.000 in ... L/Defl = 0 0 Right -. 0.00 in 0.000 in • .. L/Defl = 0 0 Hope Engineering, kw060154 -----~------·-~--------.... -. ------·-----------~-- I I I I I I I I I I ') _) I I I- I I I lj ,_, I •••• HOPE ENGINEERING -----Structu,-al En gin• are •••• ••••• GENERAL TIMBER BEAM DESIGN B1A / BEAM DATA Timber Section 3~125x18.0 End Fixity Beam Width = 3.125 in Elastic Modulus Beam Depth = 18.00 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Daily Industrial Building Pin:Pin Scope: Job#: 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS Page: 14.50 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc 1d@ 1d1 distance Le Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Point Load: DL = 1755.0 # LL= 4590.0 # at 5.00 ft Point Load: DL = 375.0 # LL= 2500.0 # at 7.50 ft SUMMARY USING 3.125 x 18.000 Beam, Bending= 86.79%, Shear= 90.83% Max. Pos Mom @ 5.05 ft: 28.00 k-ft Shear: Max.@ Left = 5.64 k Reactions ••• DL Maximum Max. Neg Mom @ 0.00 ft: o.oo k-ft •••• used for dsgn = 8.43 k Left = 1.43 k 5.64 k Max @ left = o.oo k-ft •••• Area Req'd = 51.09 in2 Right = 0.89 k 3.77 k Max@ Right = 0.00 k-ft Max.@ Right = 3.77 k Max. Allow Moment = 32.26 k-ft •••• used for dsgn = 5.63 k Deflections ••• fb: Max. Actual = 1991.1 psi •••• Area Req'd = 34.09 fn2 Center = -0.08 in -0.34 in Fb : Allowable = 2294.3 psi fv : Max. Actual = 149.87 psi •••• Dist = 6. 79 ft 6.902 ft Fv :. Allowable = 165 .O psi ••• L/Defl = 2135 508 Ck= .811(E/Fb) •• 5 = 22.21 Left = 0.00 in 0.000 in Cs= (LeD/B.2) •• 5 = 0.00 Bearing Req'd@ Left = 4.69 in ••. L/Defl =· 0 0 Cf= (12/d) •• 1:11 = 0.96 Bearing Req'd@ Right= 3.13 in Right = 0.00 in 0.000 in •.• L/Def l = 0 0 V4.4B2 (c) 1983-95 ENERCALC Hope Engineering, kw060154 I I I· I I I I I) I I· I I I I. ~) I •••• H·OPE EN.GINEERING 111111a &tructu,.al Eng1naar• •••• •••• GENERAL TIMBER BEAM DESIGN 82 BEAM DATA Timber Section 6.75x25.5 End Fixity Beam Width = 6.750 in Elastic Modulus Beam Depth = 25.50 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Scope: Job#: Designer: Daily Industrial Building 92030 Misc: CBH FPl Date: 01/12/96 Page: Pin:Pin Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS 25. 00 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le: Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc'd@ 1d1 distance Le: Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le: Right Cant. = 0.00 ft -------------------~~-APPLIED LOADS -------------------- Trapezoidal Load: DL: 528.0plf@ lft, 528.0plf@ rt LL: 760.0plf@ lft, 760.0plf@ rt from 0.00 ft to 19.00 ft Trapezoidal Load: DL: 768.0plf@ lft, 768.0plf@ rt LL: 1100.0plf@ lft, 1100.0plf@ rt from 19.00 ft to 25.00 ft Point Load: DL = 1427.0 # LL= 4214.0 # at 19.00 ft USING 6.750 x 25.500 ~earn, Bending= 94.44%, ~ Max. Pos Mom @ 13.80 ft: 127.08 k-ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft: 0.00 k-ft •••• used for dsgn = Max @ Left = 0.00 k·ft •••• Are·a Req'd = Max@ Right = 0.00 k·ft Max. @ Right = Max. Al low Moment = 134.55 k-ft •••• used for dsgn = fb Max. Actual = 2084.5 psi •••• Area Req'd = Fb : Allowable = 2207.2 psi fv Max. Actual = Ck= .811(E/Fb)".5 Cs= (LeD/8"2)".5 Cf= (12/d)".111 = 22.21 = 0.00 = 0.92 V4.4B2 (c) 1983-95 ENERCALC Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right= IN/Jµ 5"% -s,,4y ot,t. 18.37 k Reactions ••• 23.37 k Left 141.66 in2 Right 23.95 k 29.91 k · Deflections •.• 181.30 in2 Center 173.80 psi •••. Dist 165.0 psi ••• L/Defl Left 7.07 in ••. L/Defl 9.22 in Right ••• L/Def l DL Maximum = 7.62 k 18.37 k = 9.45 k 23.95 k = -0.35 in -0.86 in = 12. 70 ft 12.800 ft = 867 348 = 0. 00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 Hope Engineering, kw060154 I I I I I I I I) I I I I I I. ~,_) I •.•••• HOPE ENGINEERING ----&tl"UQtural &nglnaer• •••• •••• GENERAL TIMBER BEAM DESIGN B3 llEAM DATA Timber Section 3!125x18.0 End Fixity Beam Width = 3.125 in Elastic Modulus Beam Depth = 18.00 in Beam Density Lamination Thickness = 0.00 in Load Duration Factor = = = Title: Daily Industrial Building Pin:Pin Scope: Job#: 92030 Designer: Mfac: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS Page: 7.65 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Applied Loads Include Beam Wt. Le Center Span = 0.00 ft Fv -Shear 165 psi End Shear Calc'd@ 'd' distance Le Left Cant. = 0.00 ft Fe -Bearing = 325 psi Le Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 288.0 plf LL= 480.0 plf ----------------------SUMMARY---------------------- USING 3.125 x 18.000 Beam, Max. Pos Mom @ 3.82 f~ Max. Neg Mom ·@ 0.00 f~ Max @ Left = Max @ Right = Max. Allow Moment = fb Max. Actual = Fb: Allowable = Bending = 17.41%, Shear= 2~.87% 5.62 k-ft Shear: Max. @ Left = 0.00 k-ft •••• used for dsgn = 0.00 k-ft •••• Area Req•d = 0.00 k-ft Max. @ Right = 32.26 k-ft •••• used for dsgn = 399.5 psi .... Area Req•d = 2294.3 psi fv Max. Actual = Fv : Allowable = Ck= .811(E/Fb)"~5 Cs= (LeD/B"2)".5 Cf = (12/d)" .111 = 22.21 = o.oo Bearing Req'd @ Left = Bearing Req'd @ Right= = 0._96 V4.4B2 (c) 1983-95 ENERCALC. 2.94 k Reactions ••• 2.68 k Left 16.24 in2 Right 2.94 k 2.68 k Deflections .•• 16.24 in2 Center 47.63 psi •••• Dist 165.0 psi ••• L/Def l Left 2.89 in ... L/Defl 2.89 in Right ••• L/Defl DL Maximum = 1.10 k 2.94 k = 1.10 k 2.94 k = -0.01 in -0.02 in = 3.82 ft 3.825 ft = 11308 4241 = 0.00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 Hope Engineering, kw060154 ~--t"'>' --- I I I, I I I I) I I I I I I •••• HOPE ENGINEERING a111111 Stl"UCtUl"•I Er,glnaere •••• •••• GENERAL TIMBER BEAM DESIGN B4 BEAM DATA Timber Section 3!125x18.0 End Fixity Beam Width = 3.125 in Elastic Modulus Beam Depth = 18.00 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Scope: Job#: Designer: Daily Industrial Building 92030 Misc: CBH Date: 01/12/96 Page: Daily Industrial Building 92030 CBH SPAN DATA Pin:Pin Center Span 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS 17.00 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc'd@ 1d1 distance Le Left Cant. = 0.00 ft ~c -Bearing = 385 psi Le Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Point Load: DL = 1100.0 # LL= 1840.0 # at 4.00 ft USING 3.125 x 18.000 Beam, Max. Pos Mom @ 4.01 f~ Max. Neg Mom @ 17.00 f~ Max@ Left = Max@ Right = Max. Al low Moment = fb: Max. Actual = Fb: Allowable = Ck= .811(E/Fb)".5 Cs= (LeD/B"2)".5 Cf= (12/d)".111 = = = V4.4B2 (c) 1983-95 ·ENERCALC SUMMARY Bending= 28.90%, Shear = 37.82% 9.33 k-ft Shear: Max.@ Left = 0.00 k-ft •.•• used for dsgn = 0.00 k-ft •••• Area Req'd = 0.00 k-ft Max.@ Right = 32.26 k-ft •••• used for dsgn = 663.1 psi • • • • Area Req•d = 2294.3 psi fv : Max. Actual Fv : Allowable = 22.21 0.00 Bearing Req•d@ Left = 0.96 Bearing Req'd@ Right= 2.36 k 3.51 k 21.27 in2 0.80 k 1.18 k 7.12 in2 62.40 psi 165.0psi 1.96 in 0.67 in Reactions ••• DL Maximum Left = 0.95 k 2.36 k Right = 0.37 k 0.80 k Deflections ••• Center = -0.06 in -0.14 in •••• Dist = 7.62 ft 7.548 ft ••• L/Def l = 3630 1507 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Def l = 0 0 Hope Engineering, kw060154 I I~ . ) I I I I I I I I I I I. t) I . . I .•••.• HOPE ENGINEERING 1111:11:11 Structul'"al E"""8'"""••r• •••• •••• GENERAL TIMBER BEAM DESIGN B5 BEAM DATA Timber Section 5:125x24.0 End Fixit:y Beam Width 5.125 in Elastic Modulus Beam Depth = 24.00 in Beam Density Lamination Thickness = 1.50 in · Load· Duration Factor = = = Title: Scope: Job#: Designer: Daily Industrial Building 92030 Misc: CBH Date: 01/12/96 Page: ~I 0 Daily Industrial Building 92030 CBH SPAN DATA Pin:Pin Center Span 1800000 psi Left Cantilever 34.0 pcf Right ~antilever = = = 1.00 UNBRACED LENGTHS 19.50 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc 1d@ 1d1 distance Le Left Cant. = 0. 00 ft Fe -Bearing = 385 psi Le Right Cant. = 0.00 ft -------------'----------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 691.0 plf LL= 1000.0 plf Point Load: DL = 372.0 # LL= 433.0 # at 8.00 ft USING 5.125 x 24.000 Beam, Max. Pos Mom @ 9.59 ft: Max. Neg Mom @ 0.00 ft: Max @ Left = Max @ Right = Max. Al low Moment = fb: Max. Actual = Fb : Allowable = Ck= .811(E/Fbj".5 Cs= (LeD/B"2)",5 Cf= (12/d)".111 = = = V4.4B2 Cc) 1983-95 ENERCALC SUMMARY Bending= 93.28%, Shear= 101.65% -84.99 k-ft Shear: Max.@ Left = .o.oo k-ft •••• used for dsgn = 0.00 k·ft •••• Area Req'd = 0.00 k-ft Max.@ Right = 91.11 k-ft •••• used for dsgn = 2072.8 psi .... Area Req'd = 2222.1 psi fv Max. Actual = Fv : Allowable = 22.21 0.00 Bearing Req•d·@ left = 0.93 Bearing Req'd@ Right= ~· C(..OSe,,, 17.24 k 20.63 k 125.03 in2 17.10k 20.41 k 123.72 i'n2 167.73 psi 165.0 psi 8.74 in 8.66 in SrlY o~ --Reactions .•• DL Maximum Left = 7.24 k 17.24 k Right = 7.17 k 17.10 k Deflections ••• Center = -0. 23 in -0.55 in .... Dist = 9. 75 ft 9. 750 ft ... L/Defl = 1021 429 Left = 0.00 in 0.000 in ... L/Defl = 0 0 Right = 0.00 in 0.000 in ... L/Defl = 0 0 Hope Engineering, kw060154 I I I I I I I) I I I 1· I ·-·-·· HOPE ENGINEER ING Tit le: Daily Industrial Building 111111:11 structut"al Englnaare •••• ··-·· GENERAL TIMBER BEAM DESIGN B6 --~----------BEAM DATA ----'------------ Timber Section 5~ 125x24.0 End Fixity Beam Width = 5.125 in Elastic Modulus = = 24.00 in Scope: Job#: 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA Left Cantilever Right Cantilever = = = Beam Depth Lamination Thickness Fb • Bending = 1.50 in Pin:Pin 1800000 psi 34.0 pcf 1.00 Beam Density = Load Duration Factor - Beam Wt. is Added to Loads UNBRACED LENGTHS = 2400 psi Le Center Span = Fv · Shear = 165 psi End Shear Calc'd@ 1d1 distance Le Left Cant. = Fe· Bearing = 385 psi Le Right Cant. = Page:"'f\-\ \ 18.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft -------'-------~-------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 768.0 plf LL= 1100.0 plf ----------------------SUMMARY---------------------- USING 5.125 x 24.000 Beam, Max. Pos Mom @ 9.00 f~ Max. Neg Mom @ 0.00 f~ Max@ Left = Max@ Right = Max. Allow Moment = fb: Max. Actual = Fb: Allowable = Ck = ,811(E/Fb)" .5 Cs = (LeD/B."2)" .5 Cf= (12/d)",111 = = = V4.4B2 (c) 1983·95 ENERCALC Bending = .,84.31%, Shear= 97.90% 76.81 k·ft Shear: Max.@ Left = 0.00 IHt •••• used for dsgn = 0.00 k·ft •••• Area Req'd = 0.00 k·ft Max.@ Right = 91.11 k·ft •••• used for dsgn = 1873.5 psi •••. Area Req'd = 2222.1 psi fv Max. Actual = Fv : Allowable = 22.21· o.oo Bearing Req'd@ Left = 0.93 Bearing Req'd@ Right= 17.07 k 19.87 k 120.42 in2 17.07 k 19.87 k 120.42 in2 161.54 psi 165.0 psi 8.65 in 8.65 in Reactions ••• DL Maximum Left = 7.17 k 17.07 k Right = 7.17 k 17 .07 k Deflections ••• Center = ·0.18 in -0.42 in •••• Dist = 9.00 ft 9.000 ft .-•• L/Def l = 1220 512 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 Hope Engineering, kw060154 --~..---------~-------------- I . , I I I I ,, 1· I I I I I I I ! I •·••• HOPE ENGINEERING ----Structu.-al EMQll"la•r• •••• •••• GENERAL TIMBER BEAM DESIGN B7 BEAM DATA Timber Section 5~125x24.0 End Fixity Beam Width = 5.125 in Elastic Modulus Beam Depth = 24.00 in Beam Densi'ty Lamination Thickness = 1.50 in Load Duration Factor = = = Pin:Pin Title: Scope: Job#: Daily Industrial Building 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA = 1800000 psi Left Cantilever = 34.0 pcf Right Cantilever = 1.00 UNBRACED LENGTHS 19.50 ft o.oo ft 0.00 ft Fb -Bending = 2400 psi Applied Loads Include Beam Wt. Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc·1d @ 1d1 distance Le Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le Right Cant. = 0.00 ft ----~----------------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 768.0 plf LL= 1100.0 plf -------------~-~~-----SUMMARY---------------------- USING 5.125 x 24.000 Beam, Max. Pos Mom @ 9.75 f~ Max. Neg Mom @ 19.50 f~ Max @. Left = Max@ Right = Max. Al low Moment = fb Max. Actual = Fb : Allowable = Ck= .811CE/Fb)".5 = Cs= (LeD/B"2)" .5 = Cf = (12/d)" .111 = V4.4B2 (c) 1983·95 ENERCALC Bending= 97.46%, Shear= 106.61% - 88. 79 k-ft Shear: Max. @ Left = 0.00 k·ft •••• used for dsgn = 0.00 k-ft .... Area Req1d = 0.00 k·ft Max. @ Right = 91.11 k-ft •••• used for dsgn= 2165.6 psi .... Area Req'd = 2222.1 psi fv Max. Actual = Fv: Allowable = 22.21 0.00 Bearing Req'd@ Left = 0.93 Bearing Req'd @·Right= ct-~se,,,, S-'1-Y OIC--18.21 k Reactions ••• 21.64 k Left 131.13 in2 Right 18.21 k 21.64 k Deflections ••• 131.13 in2 Center 175.91 psi •••• Dist 165 .0 psi •.. L/Defl Left 9.23 in ••• L/Def l 9.23 in Right ••• L/Defl DL Maximum = 7.49 k 18.21 k = 7.49 k 18.21 k = -0.24 in -0.57 in = 9.75 ft 9. 750 ft = 995 409 = 0.00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 Hope Engineering, kw060154 ----------·· --·---·-·-·--·····-· .. I I~ I ,1 I I I I I ) •••• HOPE ENGINEERING ----Str'uc·tural Er,,gtr,••r• •••• •••• GENERAL TIMBER BEAM DESIGN B8 BEAM DATA Timber Section s~125x18.0 End Fixity Beam Width = 5.125 in Elastic Modulus Beam Dept!t = 18.00 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Scope: Job#: Designer: Daily Industrial Building 92030 Misc: CBH Date: 01/12/96 Page: f'P\ ~ Pin:Pin Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS 17.50 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Applied Loads Include Beam Wt. Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc 1d@ 1d1 distance Le Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Uniform Load@ center Span: DL = 480.0 plf LL= 800.0 plf ----------------------SUMMARY---------------------- USING 5.125 X 18.000 Beam, Max. Pos Mom @ 8.75 f~ Max. Neg Mom @ 0.00 f~ Max @ Left = Max@ Right = Max. Al low Moment = fb Max. Actual = Fb: Allowable = Bending = 92.61%, Shear= 91.83% 49.00 k-ft Shear: Max. @ Left = 0. 00 k-ft •••• used for dsgn = 0.00 k-ft .... Area Req1d = 0.00 k-ft Max. @ Right = 52.91 k-ft •••• used for dsgn = 2124.7 psi .... Area -Req'd = 2294.3 psi fv: Max. Actual = Fv: Allowable = Ck= .811(E/Fb) •• 5 Cs= (LeD/B.2) •• 5 Cf= (12/d) •• 111 = 22.21 = 0.00 = 0.96 V4.4B2 Cc) 1983-95 ENERCALC Bearing Req'd@ Left = Bearing Req'd @ Right= 11.20 k 13.98 k 84. 71 in2 11.20 k 13.98 k 84. 71 in2 151.52 psi 165.0 psi 5.68 in 5.68 in Reactions ••• DL Maximum Left = 4.20 k 11.20 k Right = 4.20 k 11.20 k Deflections ••• Center = -0.23 in -0.60 in .••• Dist = 8. 75 ft 8. 750 ft ••• L/Defl = 930 349 Left = 0.00 in 0.000 in ••. L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 Hope Engineering, kw060154 .. -·-, .. ·----------.~"' _._ ....... ---·~~-~. --~--- I 1-.. j I I I I I I I I I I I I ••.•• HOPE ENGINEERING II: II II: II &tr'UCltU'f"al E r"I D 11"1 • •r-• •••• •••• GENERAL TIMBER BEAM DESIGN B9 BEAM DATA Timber Section 5~125x25.5 End Fixity Beam Width = 5 .125 in Elastic Modulus Beam Depth = 25.50 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Daily Industrial Building Pin:Pin Scope: Job#: 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS Page: 25.50 ft 0.00 ft 0. 00 ft Fb • Bending = 2400 psi Beam Wt. is Added to Loads Le: Center Span = 0. 00 ft Fv • Shear = 165 psi End. Shear Calc 1d@ 1d1 distance Le Left Cant. = 0. 00 ft Fe· Bearing = 385 psi Le: Right Cant. = 0.00 ft -------------,----------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 480.0 plf LL= 728.0 plf --------,---------~-----SUMMARY---------------------- USING 5.125 X 25.500 Beam, Be~ding = 98.53%, Shear= 91.38% Max. Pos Mom @ 12. 75 f~ 100.66 k·ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 f~ 0.00 k·,ft •••• used for dsgn = Max @ Left = 0.00 k·ft •••• Area Req'd = Max @ Right = 0.00 k·ft Max. @ Right = Max. Al low Moment = 102.16 k-ft ; .•• used for dsgn = fb : Max. Actual = 2174.7 psi •••• Area Req 1d = Fb : Allowable = 2207.2 psi fv : Max. Actual = Ck= .811(E/Fb)" .5 Cs= (LeD/B"2)".5 Cf= (12/d) •• 111 = 22.21 = 0.00 = 0.92 V4.4B2 (c) 1983·95 ENERCALC Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ R·ight = 15. 79 k Reactions ... 19.71 k Left 119.43 in2 Right 15.79k 19. 71 k Deflections ••• 119.43 iri2 Center 150.78 psi •.•• Dist 165.0 psi ••. L/Defl Left 8.00 in ••• L/Defl 8.00 in Right ••• L/Defl DL Maxinun = 6.51 k 15. 79 k = 6.51 k 15.79 k = ·0.38 in ·O. 92 in = 12. 75 ft 12.750 ft = 803 331 = 0.00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 Hope Engineering, kw060154 --~r------. ----.,.__ ··-·· ---, _,,, ----~-------- I I I I I I I I I I I I I I I ' •••• HOPE ENGINEERING Title: Daily Industrial Building 11111111 Structu,.al Englna•r• •••• •••• GENERAL TIMBER BEAM DESIGN B10 -------------BEAM DATA ------------- Timber Section 5! i25x18.0 End Fixity Beam Width = 5.125 in Elastic Modulus = = 18.00 in Beam Density = Scope: Job#: 92030 Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH Center Span SPAN DATA Left Cantilever Right Cantilever = = = Beam Depth Lamination Thickness Fb -Bending = 1.50 in Load Duration Factor = Pin:Pin 1800000 psi 34.0 pcf 1.00 UNBRACED LENGTHS = 2400 psi Beam Wt. is Added to Loads Le Center Span = Fv -Shear = 165 psi End Shear Calc'd @ 1d1 distance Le Left Cant. = Fe -Bearing = 385 psi Le Right Cant. = Page: .ff\0 20.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00, ft 0.00 ft ------~--------------APPLIED LOADS --------------------- Uniform Load@ Center Span: DL = 360.0 plf LL= 600.0 plf ----------------------SUMMARY---------------------- , USING 5.125 x 18.000 Beam, Max. Pos Mom @ 10.00 f~ Max. Neg Mom @ 0.00 f~ Max@ Left = Max@ Right = = Bending= 92.74%, Shear= 82.02% 49.07 k-ft Shear: Max. @ Left = 0.00 k-ft •.•• used for dsgn = ·0.00 k·ft .... Area Req1d = 0.00 k-ft Max. @Right = 52.91 k-ft •••• used for dsgn = Max. Allow Moment fb: Max. Actual Fb : Allowable = 2127.8 psi •••• Area Req'd = = 2294.3 psi fv Max. Actual = Ck= .811(E/Fb)".5 Cs= (LeD/B"2)".5 Cf= (12/d)".111 = 22.21 = 0.00 = 0.96 V4.4B2 (c) 1983-95 ENERCALC Fv : Allowable = Bearing Req'd@ Left = Bearing Req'd @ Right= 9.81 k 12.48 k 75.66 in2 9.81 k 12.48 k 75.66 in2 135.33 psi 165.0 psi 4.97 in 4.97 in Reactions ••• DL Maximum Left = 3.81 k 9.81 k Right = 3.81 k 9.81 k Deflections ••• Center = -0.31 in -0.79 in .••• Dist = 10.00 ft 10.000 ft ••. L/Def l = 784 305 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 Hope Engineering, kw060154 ---....-.-~---------------··- I I I I I I I I I I_ ·l_J .I I •••• HOPE ENGINEERING ----Structural Engln••r• •••• •••• GENERAL TIMBER BEAM DESIGN B11 BEAM DATA Timber Section 5:125x18.0 End Fixity Beam Width = 5. 125 in Elastic Modulus Beam Depth = 1_8.00 in Beam Density Lamination Thickness = 1.50 in Load Duration Factor = = = Title: Scope: Job#: Designer: Daily Industrial Building 92030 Misc: CBH Date: 01/12/96 Page: FFlu Pin:Pin Daily Industrial Building 92030 CBH Center Span SPAN DATA 1800000 psi Left Cantilever 34.0 pcf Right Cantilever = = = 1.00 UNBRACED LENGTHS 13 .00 ft 0.00 ft 0.00 ft Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le Center Span = 0.00 ft Fv -Shear = 165 psi End Shear Calc'd@ 1d1 distance Le Left Cant. = 0.00 ft Fe -Bearing = 385 psi Le Right Cant. = 0.00 ft ---------------------APPLIED LOADS --------------------- Trapezoidal Load: DL: 336.0plf@ lft, 336.0plf@ rt LL: 600.0plf@ lft, 600.0plf@ rt from 6.50 ft to 13.00 ft Point Load: DL = 895.0 # LL= 2876.0 # at 6.50 ft USING 5.125 X 18.000 Beam, Max. Pos Mom @ 6.50 f~ Max. Neg Mom @ 0.00 f~ Max@ Left = Max@ Right Max. Allow Moment fb: Max. Actual ·Fb : Allowable Ck = .81 t(E/Fb) .• 5 Cs= (LeD/B"2)".5 Cf= (12/d)".111 = = = = = V4.4B2 (c) 1983-95 ENERCALC SUMMARY Bending= 42.70%, Shear= 50.69% 22.60 k-ft Shear: Max.@ Left = 3.55 k 0.00 k-ft •••• used for dsgn = 5.27 k 0.00 k-ft •••• Area Req•d = 31.94 in2 0.00 k-ft Max.@ Right = 6.59 k 52.91 k-ft •••• used for dsgn = 7.72 k 979. 7 psi •.•. Area Req 1d = 46. 76 in2 2294.3 psi fv : Max. Actual = 83.64 psi Fv : Allowable = 165.0 psi 22.21 0.00 Bearing Req1d@ Left = 1.80 in 0.96 Bearing Req'd@ Right= 3.34 in Reactions ••• DL Maximum Left = 1.13 k 3.55 k Right = 2.22 k 6.59 k Deflections ••• Center = -0.04 in -0.14 in •••• Dist = 6.76 ft 6.760 ft ••• L/Defl = 3624 1139 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in .•• L/Defl = 0 0 Hope Engineering, kw060154 -----~.,---- : -.·· ---+·--·-·-----· . ~ ·t···t·· ---·'-·. ·l , : •. . . I 1 ::>Mtt:I NU. ' \." 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"2--: 41.i ~'ft> ~. ·'?~1?- ft?a-t 1A~ ~-zo-~ P~c .,)nL.1.• ,.-..,. ~ -vr __ _ JOBTinE--,------JOBNQ. __ _ ,P Ii • • ENGR. ____ . ___ . _____ D:..TE .-C'lPE ENGINEERING -_; --------"------------' CHECKEDBY _____ DATE __ _ .:ctural En;ineers I I I I I I I I'·) I I I I I I I :J '· I I Jvc..-=-71.1 ~...., b4 t-~ - t,,~? ~ LO ~ ( b / Cl+ec.r-, ~ ~~£~ orT1+ 11=:~,~ 11-l To.P {;{WuP (£6< Ct',6f> -Pa) + r~ _;:; c1.q ".6-~ ~ ~ "' P. 'h ,r. !::Iii"-~I{) ,... '2?, 'o ~f",i ~ -:; 41 :-=r 9'1 ~Ii-~ (p,'5,e:> ,Pu!. 4' v$ --(!,16'¥/ k'o )( f'? : '9,1'o x t),44 ')( ~o 'ls 1.-0 . . "' l'f ,e ~1r--/w+ 4)( {'f,i-=-,'f,'2-~j ) ~ .. ~ ! ~---, ... -.----.. )Httll'IV. I,.,., Of ---m+•. JOBTinE ______ JOB NO. lfi... ENGR. --- ------Dt..TE H-CJPE ENGINEERING ----: ;,:,-: ~ ;-n-; .-...:. -----------CHECKED BY _____ _ · 1neers DATE __ _ I I I I I I I I ) I I ·1 I I I I . I~) I I ---------·--· ~:-41,0 ~ r~-==-,~ t, 6 t:. - I e,..\ RAMSTEEL V4.1 Gravity Column Design Summary 1--. Hope Ehngineering DataBase: DAILY 01/12/96 19:01:09 I Building Code: UBC2 st.eel Code: ASD 9th Ed. Column Line 4.50ft -3.2 I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 4.6 0.4 1.0 1 0.27 Eq Hl-3 0.0 50 TS4X4X.187 I Column Line A.5 -6 ~x~v,l-f" I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 37.T 9.4 0.6 1 0.94 Eq Hl-1 90.0 50 TS5X5X.250 Column Line A.5 -5 I l ~ I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 26.6 5.5 o.o 8 0.73 Eq Hl-1 90.0 50 TS5X5X.187 I Column Line A.5 -4.5 ,t.;- I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 2:6 .6 5.5 o.o 8 o.13 Eq Hl-1 90.0 50 TS5X5X.187 I(... ) Column Lirie A.5 -4 ,-~) Level p MX My LC Interaction Eq. Angle Fy Size MEZZ. 26.6 5.5 o.o 8 0.73 Eq Hl-1 90.0 50 TS5X5X.187 I Column Line A.5 3.5 I'-) - Level p Mx My LC Inte.raction Eq. Angle Fy Size I MEZZ. 25. 3 . 6.5 o.o 12 0.76 Eq Hl-1 90.0 50 TSSXSX.187 Column Line A.5 -01.c> ,--z_r I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 25.7 6.8 0.2 8 0.80 Eq Hl-1 90.0 50 TS5X5X.187 I Column Line A.5 -2 1--Z-\ Level p Mx My LC Interaction Eq. Angle Fy Size I MEZZ. 30.0 6.5 o.o 8 0.86 Eq Hl-1 90.0 50 TS5X5X.187 ,--z..) Column Line B -6 I Level p Mx My LC Interaction Eq. Angle Fy Size MEZZ. 34.4 4.6 2.5 1 0.74 Eq Hl-1 90.0 50 TS5X5X.250 I Column Line B - \ -z. ') 5 rLevel p MX My LC Interaction Eq. Angle Fy Size ROOF 31.5 4.2 1.2 14 0.70 Eq Hl-1 90.0 50 TSSXSX.250 MEZZ. 53.4 1.8 0.0 12 0.74 Eq Hl-1 90.0 50 TS5X5X.250 ,. I Column Line B -4 )'--~ Level p Mx Mv LC Interaction Ea. Anale Fv size ~----.... --"--. ---. . ~----~ . ~,. . -----------.·---·----: I RAMSTEEL V4.1 Gravity Column Design Summary Page 2 1-, Hope Ehngineering )DataBase: DAILY Building Code: UBC2 I I I I I I I ROOF MEZZ. 31.5 53.4 Column Line B -3.5 Level MEZZ. p 13.7 Column Line B -3 Level ROOF MEZZ. p 27.5 42.8 Column Line B -2 Level ROOF MEZZ. p 20.8 33.5 Column Line B.5 -6 1---.)Level . MEZZ. p 23.1 I I ·1 I I Column Line C -6 Level MEZZ. p 18.3 Column Line C -5 Level ROOF MEZZ. p 38.7 39.1 Column Line c -4 Level ROOF MEZZ. p 40.3 40.7 I Column Line C -3 Level p 36.8 37.1 ROOF I ' MEZZ. .1CJcolumn Line D -5 Level p 35.8 36.2 ROOF I MEZZ. Column Line D -4 4.2 1.8 Mx 2.8 Mx 7.0 1.6 Mx 3.1 1.7 Mx 0.0 Mx 0.3 Mx 6.7 6.7 Mx 5.8 5.8 Mx 7.8 7.8 Mx 6.7 6.7 01/12/96 19:01:09 Steel Code: ASD 9th Ed. 1.2 15 0.70 o.o 8 0.74 Eq Hl-1 Eq Hl-1 90.0 50 TS5X5X.250 90.0 50 TS5X5X.250 ,?f My LC Interaction Eq. Angle 0.0 8 0.63 Eq Hl-1 90.0 My LC Interaction Eq. Angle 0.7 12 0.93 Eq Hl-1 90.0 0.0 12 0.78 Eq Hl-1 90.0 My LC Interaction Eq. Angle 0.8 8 0.62 Eq Hl-1 90.0 0.0 12 0.62 Eq Hl-1 90.0 Fy Size 50 TS4X4X.187 1-is Fy Size 50 TS5X5X.187 50 TS5X5X.187 , 1-<"' Fy Size 50 TS5X5X.187 50 TS5X5X.187 I 1-("' My LC Interaction Eq. Angle Fy Size 3.3 6 0.53 Eq Hl-1 90.0 ·50 TS5X5X.187 ,-ir My LC Interaction Eq. Angle Fy Size 5.8 1 0.59 Eq Hl-1 90.0 50 TS5X5X.187 My LC Interaction Eq. Angle 0.1 8 0.95 Eq Hl-1 90.0 0.1 8 0.96 Eq Hl-1 90.0 My LC Interaction Eq. Angle 0.1 12 0.96 Eq Hl-1 90.0 0.1 8 0.97 Eq Hl-1 90.0 My LC Interaction Eq. Angle 0.1 1 0.94 Eq Hl-1 90.0 0.1 1 0.96 Eq Hl-1 90.0 My LC Interaction Eq. Angle 0.2 1 0.87 Eq Hl-1 90.0 0.2 1 0.88 Eq Hl-1 90.0 Fy Size 50 PX6.00 50 PX6.00 Fy size 50 PX6.00 50 PX6.00 Fy Size 50 PX6.00 50 PX6.00 Fy Size 50 PX6.00 50 PX6.00 (1,.-) I 1--. I I I I I RAMSTEEL V4.1 Hope Ehngineering Gravity Column Design Summary .1 I 1-) I I I I I I I. p I IDataBase: DAILY Building Code: Level ROOF MEZZ. Column Line D - Level ROOF MEZZ. -~·,,.,.. .... -..--~-,.· ---- UBC2 p Mx 37.9 5.5 38.3 5.5 3 p Mx 34.6 7.4 35.0 7.4 01/12/96 19:01:09 steel Code: ASD 9th Ed. My LC Interaction Eq. 0.2 8 0.88 Eq Hl-1 0.2 8 0.89 Eq Hl-1 My LC Interaction Eq. 0.2 1 0.87 Eq Hl-1 0.2 1 0.88 Eq Hl-1 Page 3 Angle Fy Size 90.0 50 PX6.00 90.0 50 PX6.00 Angle Fy Size 90.0 50 PX6.00 90.0 50 PX6.00 I EEL V4.1 1---. Hope Ehngineering .DataBase: DAILY Gravity Column Design 01/12/96 19:01:09 I Building Cod,e: UBC2 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line A.5 -6 I I I I I I Fy (ksi) = 50.00 Column Size= TS5X5X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •.•. , •••••. ·• ••..•• • .•••...•.••••••• Braced Against Joint Translation ..• Column Eccentricity (in) Top •.•• Bottom CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips) ...................... . Moments Top Mx (kip-ft) .....••.•• My (kip-ft) ......... . Bot Mx (kip-ft) .•......•. My (kip-ft) ..•••.•••• Single curvature about X-Axis Single curvature about Y-Axis I j CALCULATED PARAMETERS: . ./ fa (ksi) = 8.21 fbx (ksi) = 16.58 fby (ksi) -1.04 KL/Rx F'ex Cmx = = = 81.25 22.62 0.60 INTERACTION EQUATION: fa/Fa = 0.44 Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = 81.25 F'ey = 22.62 Cmy = 0.60 X-Axis 13.00 1 Yes 6.00 o.oo Dead 15.-56 3.84 -0.24 o.oo o.oo 18.76 33.00 33.00 I I ·1 Eq Hl-1: 0.438 + Eq Hl-2: 0.274 + 0.473 + 0.030 = 0.503 + 0.031 = 0.940 0.808 I I I L I I ...,,..,.---,.-...,...,-----·--·-· - Y-Axis 13.00 1 Yes 4.00 0.00 Live 22.12 5.53 -0.35 o.oo o.oo I RAMSTEEL V4.1 Gravity Column Design 1-, Hope Ehngineering I I I I I 'DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. story level MEZZ., Column Line A.5 -5 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 I Orientation (degrees) = 90.0 INPUT DESIGN PAAAMETERS: Lu (ft) ................. • ......... . K ••••••••• • ••••• • •••••••••••••••••• Braced Against Joint Translation ... Column Eccentricity (in) Top •.•• Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) .....•.... Bot Mx (kip-ft) •...•...•. My (kip-ft) •..•••..•• Single curvature about X-Axis Single curvature about Y-Axis :I-)· CALCULATED ~ARAMETERS: fa (ksi) = 7.55 fbx (ksi) = 12.38 Fa Fbx (ksi) = (ksi) = I fby (ksi) = o.oo KL/Rx F'ex cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.40 Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Cmy = 0.00 X-Axis 13.00 1 Yes 6.00 o.oo Dead 15.52 0.00 o.oo o.oo o.oo 19.01 33.00 33.00 I I I I I I Eq Hl-1: 0.397 + 0.333 + 0.000 = 0.730 Eq Hl-2: 0.252 + 0.375 + 0.000 = 0.627 . () •.. - 1 Y-Axis 13.00 1 Yes 4.00 0.00 Live 11.06 5.53 0.00 0.00 o.oo RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 01/12/96 19:01:09 I 1-- 1 I I I I I I DataBase: DAILY Building Code: UBC2 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line A.5 -4.5 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees)= 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K .•..•.•.•.....•.•••.•• ~ •••••••.••• Braced Against Joint Translation ..• Column Eccentricity (in) Top .•.. Bottom CONTROLLING COLU+1N LOADS -~oad Case 8: Axial (kips) ........... , .......... . Moments Top Mx (kip-ft) .......•.• My (kip-ft) •.••.•••.• Bot Mx (kip-ft) •.•..•.••• My (kip-ft) ••••••.••• Single curvature about x~Axis Single curvature about Y-Axis 1--.) CALCULATED .PARAMETERS: fa (ksi) = 7.55 fbx (ksi) = 12.38 Fa Fbx (ksi) = (ksi) = I I fby (ksi) = o.oo KL/Rx F'ex Cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.40 Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Cmy = 0.60 X-Axis 13.00 1 Yes 6.00 o.oo Dead 15.52 o.oo o.oo o.oo o.oo 19.01 33. 00 . 33.00 ·1 I I Eq Hl-1: 0.397 + 0.333 + 0.000 = 0.730 Eq Hl-2: 0.252 + 0.375 + 0.-000 = 0.627 Y-Axis 13.00 1 Yes 4.00 0.00 Live 11.06 5.53 0.00 o.oo 0.00 I 1. · RAMSTEEL V4 .1 Gravity Column De.sign Hope Ehngineering I I I I I I I :DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line A.5 -4 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees)= 90.0 INPUT DESIGN PARAMETERS: LU (ft) ........................... . K ••••••..•••••••.••••.••.••.••••••• Braced Against Joint Translation •.• Column Eccentricity (in) Top ...• Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) .•.•...... My (kip-ft) ......... . Bot Mx (kip-ft) ••••..•..• My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis I-) CALCULATED PARAMETERS: J fa (ksi) = 7.55 fbx (ksi) = 12.38 Fa (ksi) = I I fby (ksi) = o.oo KL/Rx F'ex Cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.40 Fbx (ksi) = Fby (ksi) = KL/Ry = 80.00 F 1ey = 23.33 Cmy = o.oo X-Axis 13.00 1 Yes 6.00 o.oo Dead 15.52 o.oo o.oo o.oo o.oo 19.01 33.00 33.00 I I I I I, Eq Hl-1: 0.397 + 0.333 + 0.000 = 0.730 Eq H1-2: 0.252 + 0.375 + 0.000 = 0.627 {) I' 1· ..,.-~------..-· -----·,~. --. ~ Y-Axis 13.00 1 Yes 4.00 0.00 Live 11.06 5.53 0.00 0.00 0.00 I RAMSTEEL V4.1 Gravity Column Design 1-,, Hope Ehngineering 01}12/96 19:01:09 I I ;' DataBase: DAILY Building Code: UBC2 steel Code: ASD 9th Ed. Story level MEZZ., Column Line A.5 -3.5 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 I I I ·I I' orientation (degrees)= 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ....... ~ ................... . K •••••••.•••••.•••. • ••.•••••••••••. Brac~d Against Joint Translation .•. Column Eccentricity (in) Top ...• Bottom CONTROLLING COLUMN LOADS -Load Case 12: Axial (kips) ...................... . Moments Top Mx (kip-ft) .....•.... My (kip-ft) ......•... Bot Mx (kip-ft) .....•.... !1y (kip-ft) ...•...... Single curvature about X;...Axis Single curvature about Y-Axis I·,-) CALCULATED PARAMETERS: fa (ksi) = 7.20 fbx (ksi) = 14.52 Fa Fbx (ksi) = (ksi) = I I fby (ksi) = o.oo KL/Rx F'ex cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.38 Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Croy = o.oo X-Axis 13.00 1 Yes 6.00 o.oo Dead 13.94 -0.79 o.oo o.oo o.oo 19.01 33.00 33.00 ·1 Eq Hl-1: 0.379 + Eq Hl-2: 0.240 + 0.382 + 0.000 0.440 + 0.000 = 0.760 = 0.680 'I 1· I IA ·u I I Y-Axis 13.00 1 Yes 4.00 0.00 Live 11.39 -5.70 0.00 o.oo o.oo I I I· I I· I I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 1 DataBase: DAitY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ. , Column Line A. 5 -µ '>,0 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees)= 90.0 · INPUT DESIGN PARAMETERS: Lu (ft) ........ • .................. . K •••••••••••••.••••• • • .•. • . · •.•• • • • • Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) .....•.... My (kip-ft) •.•.....•• Bot Mx (kip-ft) ..•••....• My (kip-ft) •.•.••.•.. single curvature about X-Axis Single curvature about Y-Axis X-Axis Y-Axis 13.00 13.00 1 1 Yes Yes 6.00 4.00 0.00 0.00 Dead Live 13.82 11. 88 1.05 5.79 -0.07 -0.10 0.00 0.00 o.oo o.oo .,~} CALCULATED PARAMETERS: ./ fa (ksi) = 7. 30 fbx (ksi) = 15.31 fby (ksi) = 0.39 Fa Fbx (ksi) = 19.01 (ksi) I I I I I, I -f) I I KL/Rx F'ex Cmx = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.38 Fby KL/Ry F'ey Cmy = (ksi) = = 80.00 23.33 = 0.60 Eq Hl-1: 0.384 + 0.405 + 0.010 = 0.800 Eq Hl-2: 0.243 + 0.464 + 0.012 = 0.719 33.00 33.00 I I,--. ·1 I I I 1· I ,, RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line A.5 -2 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) • .......................... . K • ••••••••••.••••.•••• • • ••••••••••• • Braced Against Joint Translation ... Column Eccentricity (in) Top .•.. Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) .....•.... My (kip-ft) ••.•...... Bot Mx (kip-ft) ...•.•.... My (kip-ft) .•••.•••.. Single curvature about X-Axis Single curvature about Y-Axis X-Axis Y-Axis 13.00 13.00 1 1 Yes Yes 6.00 4.00 o.oo o.oo Dead Live 17.54 12.41 0.28 6.21 o .. oo 0.00 o.oo 0.00 o.oo o.oo ,, ) CALCULATED PARAMETERS: fa (ksi) = 8.51 Fa (ksi) = 19.01 1· I I I ., I, I \.J I I fbx (ksi) = 14.52 Fbx (ksi) = fby (ksi) = o.oo Fby (ksi) = KL/Rx = 80.00 KL/Ry = 80.00 F'ex = 23.33 F'ey = 23.33 Cmx = 0.60 Cmy -o.oo INTERACTION EQUATION: fa/Fa = 0.45 Eq Hl-1: 0.448 + 0.416 + 0.0,00 = 0.863 Eq Hl-2: 0.284 + 0.440 + 0.000 = 0.724 33.00 33.00 CtO I RAMSTEEL V4.1 Gravity Column Design 1-.. _ Hope Ehngineering ) DataBase: DAILY Building Code: UBC2 I 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line B -6 Fy (ksi) = 50.00 Column Size= TS5X5X.2500 I I I ,, I I' Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •••••••••••••••••••••••••••••••••• Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom ••• CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) •......... Bot MX (kip-ft) •••••••••• My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis 1,- ) CALCULATED PARAMETERS: _ fa (ksi) = 7.49 fbx (ksi) = 8.18 Fa (ksi) = Fbx (ksi) 1· ·1 fby (ksi) = 4.50 KL/Rx F'ex Cmx = = = 81.25 22.62 0.60 INTERACTION EQUATION: fa/Fa = 0.40 = Fby (ksi) = KL/Ry = 81.25 F'ey = 22.62 Cmy = 0.60 X-Axis 13.00 1 Yes 6.00 0.00 Dead 13.95 1.86 1.02 o.oo 0.00 18.76 33.00 33.00 I I I I Eq Hl-1: 0.399 + Eq Hl-2: 0.250 + 0.222 + 0.122 0.248 + 0.136 = 0.744 = 0.634 !J I 1· Y-Axis 13.00 1 Yes 4.00 0.00 Live 20.42 2.76 1.52 o.oo 0.00 Ctl I 1--, RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 01/12/96 19:01:09 Ste~l Code: ASD 9th Ed. , DataBase: DAr'LY 1 Building Code: UBC2 Story level ROOF, Column Line B -5 Fy (ksi) = 50.00 Column Size= TS5X5X.2500 I Orientation (degrees) = 90.0 I 1- I I I INPUT DESIGN PARAMETERS: Lu ( ft.) ........ -................... . K •••..•••.••• • ••• • .•• -.•••••••••••• • Braced Against Joint Translation ..• Column Eccentricity (in) Top .••• Bottom •.• CONTROLLING COLUMN LOADS -Load Case 14: Axial (kipsJ ........ · .............. . Moments Top Mx (kip-ft) ........•• My (kip-ft) •...••••.. Bot Mx (kip-ft) .....•..•. My (kip-ft) •.•••••••• Single curvature about X-Axis Single curvature about Y-Axis X-Axis 13.00 1 Yes 6.00 6.00 Dead 20.36 0.00 0.32' -0.23 o.oo I, ) CALCULATED PARAMETERS: fa (ksi) = 6.85 Fa (ksi) = 18.76 1· -1 ., I ,I I fbx (ksi) = 7.50 fby (ksi) = 2.11 KL/Rx F'ex Cmx = = = 81.25 22.62 0.77 INTERACTION EQUATION: fa/Fa = 0.37 Fbx (ksi) = Fby (ksi) = KL/Ry = 81.25 F'ey = 22.62 cmy = 0.60 Eq Hl-1: 0.365 + Eq Hl-2: 0.228 + 0.275 + 0.061 0.250 + 0.070 = 0.701 = 0.549 30.00 30.00 Y-Axis 13.00 1 Yes 4.00 4.00 Live 11.09 4.24 0.87 -1.55 o.oo I 1 ... - RAMSTEEL V4.1 Gravity Column Design Hope Ehhgineering 01/12/96 19:01:09 DataBase: DAILY Building Code: UBC2 steel Code: ASD 9th Ed. Story level MEZZ., Column Line B -5 Fy (ksi) = 50.00 Column Size= TS5X5X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K ••.•••• • •••• • • • • ••••• • • • • • •••••• • • Braced Against Joint Translation ..• Column Eccentricity (in) Top .... Bottom CONTROLLING COLUMN LOADS -Load Case 12: Axial (kips) ...................... . Moments Top Mx (kip-ft) .......••• My (kip-ft) .•....•••• Bot Mx (kip-ft) ........•• My (kip-ft) .•...••.•. Single curvature about X-Axis Single curvature about Y-Axis X-Axis 13.00 1 Yes 6.00 o.oo Dead 27.08 -0.23 o.oo o.oo o.oo Y-Axis 13.00 1 Yes 4.00 0.00 Live 26.36 -1.55 o.oo 0.00 0.00 I I I I I I I I 1· ) CALCULATED PARAMETERS: fa (ksi) = 11.64 Fa (ksi) = 18.76 I ·1 I I I I, jJ I fbx (ksi) = 3.15 Fbx (ksi) = fby (ksi) = 0.00 Fby (ksi) = KL/Rx = 81.25 KL/Ry = 81.25 F'ex = 22.62 F'ey = 22.62 Cmx = 0.60 Croy = 0.00 INTERACTION EQUATION: fa/Fa = 0.62 Eq Hl-1: 0.621 + 0.118 + 0.000 = 0.739 Eq Hl-2: 0.38B + 0.096 + 0.000 = 0.484 33.00 33.00 I RAMSTEEL V4.1 1--, Hope Ehngineering )DataBase: DAILY Gravity Column Design 01/12/96 19:01:09 1 · Building Code: UBC2 Steel Code: ASD 9th Ed. Story level ROOF, Column Line B -4 I I Fy (ksi) = 50.00 Column Size= TS5X5X.2500 I I I I Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •• • ••• • •.••• • • • • • ••••••••.•.•..••• Braced Against Joint Translation •.. Column Eccentricity (in) Top .••• Bottom CONTROL~ING COLUMN LOADS -Load Case 15: Axial (kips) ....................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) •..•...•.. Bot Mx (kip-ft) .........• My (kip-ft) ...•..•... Single curvature about X-Axis Single curvature about Y-:Axis 1-) CALCULATED PARAMETERS: fa (ksi) = 6.85 -fbx (ksi) =. 7.50 Fa Fbx (ksi) = (ksi) = I I fby (~si) = 2.11 KL/Rx F'ex Cmx = = = 81.25 22.62 0.77 INTERACTION EQUATION: fa/Fa = 0.37 Fby (ksi) = KL/Ry = 81.25 F'ey = 22.62 Cmy = 0.60 X-Axis 13.00 1 Yes 6.00 6.00 Dead 20.36 o.oo 0.32 0.23 o.oo 18.76 30.00 30.00 ·1 Eq Hl-1: 0.365 + 0.275 + 0.061 = 0.701 Eq Hl-2: 0.228 + 0.250 + 0.070 = 0.549 I I I ') t I Y-Axis 13.00 1 Yes 4.00 4.00 Live 11.09 -4.24 0.87 1.55 0.00 RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 01/12/96 19:01:09 I I- I I I I I I I DataBase: DAILY Building Code: UBC2 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line B -4 Fy (ksi) = 50.00 Column Size= TS5X5X.2500 Orientation (degrees)= 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K ••••. • •••••••••.••• • • • • • • • • •••.• • • Braced Against Joint Translation ..• Column Eccentricity (in) Top .••. Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) •.......•. My (kip-ft) ..•••••.•• Single curvature about X-Axis Single curvature about Y-Axis I-} CALCULATED 1;ARAMETERS: J fa (ks1) = 11.64 Fa (ksi) = I fbx (ksi) = 3.15 fby (ksi) = o.oo KL/Rx F'ex Cmx = = = 81.25 22.62 0.60 INTERACTION EQUATION: fa/Fa = 0.62 Fbx Fby KL/Ry F'ey Cmy (ksi) = (ksi) = = 81.25 = 22.62 = 0.00 X-Axis 13.00 1 Yes 6.00 o.oo Dead ~7.08 0.23 o.oo o.oo o.oo 18.76 33.00 33.00 I I I I I I Eq Hl-1: 0.621 + Eq Hl-2: 0.388 + 0.118 + 0.000 = 0.096 + 0.000 = 0.739 0.484 IJ I Y-Axis 13.00 1 Yes 4.00 0.00 Live 26.36 1.55 0.00 o.oo 0.00 I 1. RAMSTEEL V4.1 Gravity column Design Hope Ehngineering 01/12/96 19:01:09 I I I I I I I 'DataBase: DAILY Building Code: UBC2 Steel Code: ASD 9th Ed. story level MEZZ., Column Line B -3.5 Fy (ksi) = 50.00 Column Size= TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft), •••••••••••••••••••••••••••• K •• • ••••• • ••••• • ••••••••••• • •••• • •• Braced Against Joint Translation •.. Column Eccentricity (in) Top ... . Bottom .. . CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) •..........•.........•• Moments Top Mx (kip-ft) ..•..•..•• My (kip-ft) ......... . Bot Mx (kip-ft) .•••...... My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis I .. )' CALCULATED PARAMETERS: fa (ksi) = 4.96 Fa (ksi) = I fbx (ksi) = 10.29 fby (ksi) = o.oo KL/Rx F'ex Cmx = = = 101.30 14.55 0.60 INTERACTION EQUATION: fa/Fa = 0.34 Fbx (ksi) = Fby (ksi) = KL/Ry = 101.30 F'ey -14.55 Croy = o.oo X-Axis 13.00 1 Yes 5.50 o.oo Dead 7.56 o.oo o.oo o.oo o.oo 14.40 33.00 33.00 I I I I I I. () Eq Hl-1: 0.344 + 0.284 + 0.000 = 0.628 Eq Hl-2: 0.165 + 0.312 + 0.000 -0.477 I I Y-Axis 13.00 1 Yes 3.50 0.00 Live 6.17 2.83 o.oo o.oo o.oo I 1--- 1 I I I I I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering iDataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level ROOF, Column Line B -3 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees)= 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •• • •.• • • • • ••••••• • • •...•• • • •. • • .• • Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom ... CONTROLLING COLUMN LOADS~ Load Case 12: _Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ...•........ Bot Mx (kip-ft) ....... -.. . My (kip-ft) ......... . Reverse curvature about X-Axis Single curvature about Y-Axis X-Axis Y-Axis 13.00 13.00 1 1 Yes Yes 6.00 4.00 6.00 4.00 Dead Live 14.77 12.71 -2.77 -4.24 0.32 0.34 -0.09 1.39 o.oo o.oo I ) CALCULATED PARAM·ETERS: } fa (ksi) = 7.81 Fa (ksi) = 19.01 I I ·1 I I I I ·IJ I I fbx (ksi) = 15.69 fby (ksi) = 1.47 KL/Rx F'ex Cmx = = = 80.00 23.33 0.67 INTERACTION EQUATION: fa/Fa = 0.41 Fbx Fby KL/Ry = F'ey = cmy = (ksi) = (ksi) = 80.00 23.33 0.60 Eq Hl-1: 0.411 + 0.482 + 0.040 = 0.933 Eq Hl-2: 0.260 + 0.475 + 0.045 = 0.780 33.00 33.00 I I I I I I I I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line B -3 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 orientation {degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K ••••••••••••.••.•...•••••••••••••• Braced Against Joint Translation .. . Column Eccentricity (in) Top ... . Bottom CONTROLLING COLUMN LOADS -Load Case 12: Axial (kips) · ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) •..•....•• My (kip-ft) .•........ single curvature about X-Axis single curvature about Y-Axis X-Axis Y-Axis 13.00 13.00 1 1 Yes Yes 6.00 4.00 o.oo o.oo Dead Live 21.99 20.82 -0.09 -1.55 o.oo 0.00 o.oo o.oo o.oo 0.00 I ·-·), CALCULATED PARAMETERS: fa (ksi) = 12.16 Fa (ksi) = 19.01 I I I I I I I . • ~ I fbx (ksi) = 3.68 fby (ksi) = o.oo KL/Rx F'ex Cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.64 Fbx (ksi) = Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Croy = o.oo Eq Hl-1: 0.640 + 0.140 + 0.000 0.779 Eq Hl-2: 0.405 + 0.111 + 0.000 = 0.517 33.00 33.00 RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 01/12/96 19:-01:09 I I I I I I I I I DataBase: DAILY Building Code: UBC2 Steel Code: ASD 9th Ed. Story level ROOF, Column Line B -2 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •••••.•••••••••••••••••••••..• : ••• Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS -Load Case 8: Axial (kips) ...................... . Moments Top Mx (kip-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) ........•• My (kip-ft) ......... . Single curvature about X-Axis Single curvature about Y-Axis 1--j CALCULATED ~ARA.METERS: --~ fa (ksi) = 5.90 Fa (ksi) Fbx (ksi) Fby (ksi) = I I fbx (ksi) = 7.00 fby (ksi) = 1.84 KL/Rx F'ex Cmx = = = 80.00 23.33 0.82 INTERACTION EQUATION: fa/Fa = 0.31 KL/Ry F'ey -Cmy = = = = = 80.00 23.33 0.60 X-Axis 13.00 1 Yes 6.00 6.00 Dead 11.24 1.01 0.40 -0.32 o.oo 19.01 30.00 30.00 -, I I I I Eq Hl-1: 0.310 + 0.256 + 0.049 = 0.615 Eq Hl-2: 0.197 + 0.233 + 0.061 = 0.491 ~ I Y-Axis 13.00 1 Yes 4.00 4.00 Live 9.53 2.12 0.42 -1. 39 0.00 I I I I I I I I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line B -2 Fy (ksi) = 50.00 Column size= TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ........................... . K •••.•••••••••••••.•••.•.•.•.•.•••• araced Against Joint Translation·~· Column Eccentricity (in) Top Bottom X-Axis 13.00 1 Yes 6.00 0.00 CONTROLLING COLUMN LOADS -Load Case 12: -- Axial (kips) ...................... . Moments Top Mx (kip-ft) ...••..... My (kip-ft) ...•.....• Bot Mx (kip-ft) ......... . My (kip-ft) .....•.... Single curvature about X-Axis Single curvature about Y-Axis Dead 16.82 -0.32 o.oo o.oo o.bo Y-Axis 13.00 1 Yes 4.00 0.00 Live 16.67 -1.39 0.00 o.oo 0.00 1,--) CALCULATED PARAMETERS: fa (ksi) = 9.51 Fa (ksi) = 19.01 I I I I I I I .J I fbx (ksi) = 3.83 fby (ksi) = 0.00 KL/Rx F'ex cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.50 Fbx (ksi) = Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Cmy = o.oo '.Eq Hl-1: 0.501 + Eq Hl-2: 0.317 + 0.118 + 0.000 = 0.116 + 0.000 = 0.618 0.433 33.00 33.00 I , __ RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering ) DataBase: DAILY 01/12/96 19:01:09 I I I I I I I . Building Code: UBC2 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line B.5 -6 Fy (ksi) = 50.00 Column Size= TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ...............•............ K •••••••••••••..•••••••••.. • • •••. • • Braced Against Joint Translation ... Column Eccentricity (in) Top •... Bottom ... CONTROLLING COLUMN LOADS -Load Case 6: Axial (kips) ...................... . Moments Top Mx (kip-ft) ........•• My (kip-ft) ......... . Bot Mx (kip-ft) .....•.... My (kip-ft) ...••...•. single curvature about X-Axis Single curvature about Y-Axis X-Axis 13.00 1 Yes 6.00 0.00 Dead 13.26 o.oo o.oo 0.00 0.-00 1-.) CALCULATED ~ARAMETERS: . I fa (ksi) = 6.56 Fa (ksi) Fbx (ksi) Fby (ksi) = 19.01 33.00 33.00 I I I I I fbx (ksi) = 0.00 = fby (ksi) = 7.35 = KL/Rx F'ex Cmx = = = 80.00 23.33 0.00 INTERACTION EQUATION: fa/Fa = 0.35 Eq Hl-1: 0.345 + Eq Hl-2: 0.219 + KL/Ry F'ey Cmy = = = 80.00 23.33 0.60 0.000 + 0.186 = 0.000 + 0.223 = 0.531 0.441 Y-Axis 13.00 1 Yes 4.00 o.oo Live 9.85 o.oo 3.28 o.oo o.oo I I. I I I I I I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering_· DataBase: DAILY Building Code: UBC2 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Story level MEZZ., Column Line C -6 -Fy (ksi) = 50~00 Column Size= TS5X5X.1875 orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ............................ . K •••••••.•.•••••••••••••••.•••••••• Braced Against Joint Translation ... Column Eccentricity (in) Top .•.• Bottom CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips) ...................... . Moments Top Mx (kip-ft) .•........ My (kip-ft) ......... . Bot Mx (kip-ft) •.•••.•••• My (kip-ft) •........• Single curvature about X-Axis Single curvature about Y-Axis X-Axis 13.00 1 Yes 6.00 0.00 Dead 6.95 -0.12 -2.18 o.oo 0.60 Y-Axis 13.00 1 Yes 4.00 0.00 Live 11.32 -0.20 -3.64 0.00 o.oo I -') CALCULATED PARAMETERS: / fa (ksi) = 5.19 Fa (ksi) = 19.01 I I I I I I I IJ I fbx (ksi) = 0.72 f·by (ksi) = 13. 04 KL/Rx F'ex cmx = = = 80.00 23.33 0.60 INTERACTION EQUATION: fa/Fa = 0.27 Fbx (ksi) - Fby (ksi) = KL/Ry = 80.00 F'ey = 23.33 Cmy = 0.60 Eq Hl-1: 0.273 + Eq Hl-2: 0.173 + 0.017 + 0.305 = 0 • 0 2 2 + 0 • 3 9.5 = 0.595 0.590 33.00 33.00 I I I I I I I I I 1-~) I I I I I- I I 0 I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 02/01/96 17:13:46 ~teel ·Code: ASD 9th Ed. Story level ROOF, Column Line c -3 Fy (ksi) = 50.00 Column size= TS6X6X.3750 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: LU (ft) ........................... . K • • •••• ! ••••• • • • •••• • ••• • •••••••••• Braced Against Joint Translation •.. Column Eccentricity (in) Top ••.. Bottom •.. CONTROLLING COLUMN LOADS~ Lo~d Case 1: Axial (kips) ........•.. ~ .... · ...... . Moments · Top Mx · (kip-ft) ...•...... My (kip-ft) ..••••...• Bot Mx (kip-ft) .•...•.... My (kip-ft) ••••••••.. Single curvature about X-Axis single curvature about Y-Axis CALCULATED.PARAMETERS: fa (ksi) = 4.27 Fa (ksi) = fbx (ksi) = 6 .-05 Fbx (ksi) = fby (ksi) = 0.06 Fby (ksi) = KL/Rx = 137.44 KL/Ry 137.44 F'ex = 7.90 F'ey = 7.90 cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.54 X-Axis 26.00 1 Yes 6.50 o.oo Dead 15.15 -3.04 -0.03 o.oo o.oo 7.90 30.00 30.00 Eq Hl-1: 0.540 + 0.263 + 0.003 = 0.805 Eq Hl-2: 0.142 + 0.202 + 0.002 = 0.346 Y-Axis 26.00 1 Yes 4.50 0.00 Live 19.33 .:..3.97 -0.04 0.00 o.oo I I I I I I I I I I ) I I I -I I I I . {J \. . I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY, Building Code: UBC2 02/01/96 17:13:46 Steel Code: ASD 9th Ed. Story level ROOF, Column Line C -4 Fy (ksi) = 50.00 Column Size= TS6X6X.3750 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X-Axis Lu (ft) ........................... . 26.00 K • • • • • •• • • • •• • • •. • •••• • •• • • • • • • • •• • 1 Braced Against Joint Translation .. . Yes Column Eccentricity (in) Top ... . 6.50 Bottom o.oo CONTROLLING COLUMN LOADS -Load Case 12: Dead Axial (kips) ...................... . 20.76 Moments Top Mx (kip-ft) .......••. -o.oo My (kip-ft) ......... . -0.03 Bot Mx (kip-ft) •......... o.oo My (kip-ft) ..•....... o .·oo single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 4.55 Fa (ksi) -7.90 fbx (ksi) = 4.99 Fbx (ksi) = 30.00 fby (ksi) = 0.06 Fby (ksi) = 30.00 KL/Rx = 137.44 KL/Ry = 137.44 F'ex = 7.90 F'ey = 7.90 Cmx = 0.60 Croy = 0.60 INTERACTION EQUATION: fa/Fa = 0.58 Eq Hl-1: 0.575 + 0.235 + 0.003 = 0.813 Eq Hl-2: 0.152 + 0.166 + 0.002 = 0.320 Y-Axis 26.00 1 Yes 4.50 o.oo Live 16.00 -5.78 -0.04 0.00 o.oo I I I I I I I I I IJ I I ·1 I I I .~ I I RAMSTEEL V4.1 --Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 ~ 02/01/96 17:13:46 Steel Code: ASD 9th Ed. Story level ROOF, Column Line C -5 Fy (ksi) = 50.00 Column Size= TS6X6X.3750 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: LU (ft) ............................ . K •• • • ••••. : .•••...••.•....•......... Braced Against Joint Translation .. . Column Eccentricity (in) Top ... . Bottom .. . CONTROLLING COLUMN LOADS -Load Case 8: . Axial (kips) ...................... . Moments Top Mx (ktp-ft) ......... . My (kip-ft) ......... . Bot Mx (kip-ft) ......... . My (kip-ft) .......•.. Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 4.38 fbx (ksi) = 5.61 fby (ksi) = 0.06. Fa (ksi) = Fbx · (ksi) = Fby (ksi) KL/Rx = F'ex = Cmx = 137.44 7.90 0.60 INTERACTION EQUATION: fa/Fa = 0.55 KL/Ry = F'ey = Croy = 137.44 7.90 0.60 X-Axis 26.00 1 Yes 6.50 0.00 Dead 19.43 0.72 -0.03 o.oo 0 ;OO 7.90 30.00 30.00 Eq Hl-1: 0.555 + 0.252 + 0.003 = b.809 Eq Hl-2: 0.146 + 0.187 + 0.002 = 0.335 Y-Axis 26.00 1 Yes 4.50 o.oo Live 16.00 5.78 -0.04 0.00 o.oo I I I I I I I I I 1-) I I I I I I I -O .I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering DataBase: DAILY Building Code: UBC2 02/01/96 17:13:46 Steel Code: ASD 9th Ed. story level ROOF, Column Line D -3 Fy (ksi) = 50.00 Column Size= TS6X6X.3750 . Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: LU (ft) ........................... . K •••••••••••••••••••••••••••••••••• Braced Against Joint Translation ••• Column Eccentricity (in) Top Bottom •.• CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips) ........•.............. Moments Top Mx (kip-ft) .........• My (kip-ft) •.....•••. Bot Mx (kip-ft) .......... . My (kip.-ft) •....•••.• Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 4.02 Fa (ksi) = fbx (ksi) = 5.70 Fbx (ks'i) = fby (ksi) = 0.12 Fby (ksi) = KL/Rx = 137.44 KL/Ry = 137.44 F'ex = 7.90 F'ey = 7.90 Cmx --0.60 Cmy = 0!60 INTERACTION EQUATION: fa/Fa = 0.51 X-Axis 26.00 1 Yes 6.50 0.00 Dead 14.28 -2.86 -0.06 o.oo 0.00 7.90 30.00 30.00 Eq Hl-1: 0.508 + 0.232 + 0.005 = 0.745 Eq Hl-2: 0.134 + 0.190 + 0.004 = 0.328 Y-Axis 26.00 1 Yes 4.50 0.00 Live 18.19 -3.74 -0.08 o.oo 0.00 I I I I I I I I I I 1-. () I I RAMSTEEL V4.1 Gravity Column Design Hope Ehngineering 02/01/96 17:13:46 DataBase: "DAILY Building Code: UBC2 Steel Code: ASD 9th Ed. Story level ROOF, Column Line D -4 Fy (ksi) = 50.00 Column Size= TS6X6X.3750 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) ............................. . K •..••.•.••••..•...••.••...• • •••••• Braced Against Joint Translation ... Column Eccentricity (in) Top Bottom .•. CONTROLLING COLUMN LOADS -Load Case 8: AXial (kips) ...................... . Moments _ Top Mx (~ip-ft) ...•••.... My (kip-ft) .•........ Bot MX (kip-ft) ....•..... My (kip-ft) ...•...... Single curvature about X-Axis Sing·le curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 4.28 Fa (ksi) = fbx (ksi) = 4.69 Fbx (ksi) = fby (ksi) = 0.12 Fby (ksi) = KL/Rx = 137.44 KL/Ry = 137.44 F'ex = 7.90 F'ey = 7.90 emx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa/Fa = 0.54 X-Axis 26.00 1 Yes 6.50 o.oo Dead 19.56 o.oo -0.06 0.00 0.-00 7.90 30.00 30.00 Eq Hl-1: 0.542 + 0.205 + 0.005 = 0.752 Eq Hl-2: 0.143 + 0.156 + 0.004 = 0.303 Y-Axis 26.00 1 Yes 4.50 0.00 Live 15.06 5.44 -0.08 0.00 o.oo ~'--r~ . -. ---. ~ -· -~- I· RAMSTEEL V4.1 -Gravity Column Design I·· Hope Ehngineering I DataBase: DAILY 1 Building Code: UBC2 02/01/96 17:13:46 Steel Code: ASD 9th Ed. I I I I I· ., I I I I ·) ;,1:· - I· story level ROOF, Column Line D -5 Fy (ksi) = 50.00 Column Size= TS6X6X.3750 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: L\l (ft) ........................... . K ••••.•...••••••. • •.••.. • •••••.•••. Braced Against Joint Translation .. . Column Eccentricity (in) Top ... . Bottom .•. CONTROLLING COLUMN LOADS -Load Case 1: Axial (kips} ...................... . Moment.s Top Mx (kip-ft) .......•.. My (kip-ft) .........• Bot MX (kip-ft) •......... My (kip-,.ft) •.....•... Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 4.16 Fa (ksi) = fbx (ksi) = 5.18 Fbx (ksi) = fby (ksi) = 0.12 Fby (ksi) = KL/Rx = 137.44 KL/Ry = 137.44 F'ex = 7.90 F'ey = 7.90 Cmx = 0.60 Croy = .o. 60 INTERACTION EQUATION: fa/Fa = 0.53 X-Axis 26.00 1 Yes 6.50 o.oo Dead 14. 76. 2.60 -0.06 o.oo o.oo 7.90 30.00 30.00 Eq Hl-1: 0.526 + 0.218 + 0.005 = 0.749 Eq Hl-2: 0.139 + 0.173 + 0.004 = 0.315 Y-Axis 26.00 1 Yes 4.50 o.oo Live 18.82 3.40 -0.08 0.00 0.00 I I II I I I I I I I I I I. I I •••• HOPE ENGINEERING Title: Daily Industrial Building 11a1111 Struotu,-al Engl nae,-• •••• •••• Scope: Job#: 92030 Designer: Misc: CBH Date: 01/24/96 STEEL COLUMN BASEPLATE DESIGN Colunv, C-4 & B-5 <:¢f -NCl'le ttone-13 G --LOAD DATA ----1 ----2-- Axial Load 51.00 k 58.00 k X-X Axis Moment 0.00 k-ft 0.00 k-ft AISC Section Name : TS5x5x3/8 TS5x5x3/8 --BOLT DATA -- Bolt Tension Capacity : 4.50 k 4.54 k Bolt Count Per Side 2 2 Anchor Bolt Area 0.442 in 0.442 in Bolt Dist. from PL Edge 1.50 in 1.50 in · PLATE & SUPPORT DATA · Baseplate Depth 10.00 in 10.00 in II wrnth 10.00 in 10.00 in Support Area Depth 36.00 in 36.00 in Support Area Width 36.00 in 36.00 in -· MATERIAL DATA -· f'c 2500 psi 2500 psi Fy 36 ksi 36 ksi Load Duration Factor 1.00 1.00 AISC Section Depth 5 .00 in 5.00 in Flange Width 5.00 in 5.00 in Flange Thickness 0.375 in 0.375 in Web Thickness 0.375 in 0.375 in --PLATE DESIGN -- Min. Required Thicknes~ 0. 714 in 0. 762 in Plate Analysis Method : 3 3 Tension Force per Bolt : 0.00 k 0.00 k Bearing Stress 510.00 psi 580.00 psi Al low Bearing ••• Per ACI 10.15 2975.00 k 2975.00 k Per AISC 1.5.5 1750.00 psi 1750.00 psi Max. Plate ·capacity for Allowable Bearing •• :. 175.00 k 175.00 k -.,PLATE ANALYSIS - Actual Plate Thickness: 0. 750 in 0. 750 in Max Allow Plate Fb 27.00 ksi 27.00 ksi Actual fb 24.48 ksi 27.84 ksi) 101<(~\C]f.;, /0¥.(Cl vJ}4 V4.4B2 (c) 1983-95 ENERCALC -gp-\ Page: I I Ct-oS~ -~AYO~ ---=--- Hope Engineering, kw060154 I Fl RAMSTEEL V4.1 Column Load Summary 'I ,-) I I I I I. .I I .-!)· I I Hope Ehngineering DataBase: DAILY Building Code: UBC2 Co umn Line A -7 Level ROOF MEZZ. Column Line Level ROOF MEZZ. -6 Column Line A -5 Level ROOF MEZZ. Column Line A -4 Level ROOF MEZZ. Column Line A -3 Level ROOF MEZZ. Column Line A - Level ROOF A --1 Height 13.00 13.00 Height 13.00 3.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 Height 13.00 13.00 Column Line 4.50ft -3.2 Level MEZZ. Column Line A.5 -6 Level MEZZ. Column Line A.5 -5 Level Height 13.00 Height 13.00 Heiaht ------------·------. 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Dead 2.1 10.4 Dead 4.0 12.8 Dead 6.3 24.0 Dead 4.1 Dead 2.3 14.4 Self o.o o.o Self o.o o.o +Live 3.4 17.0 +Live 5.6 20.0 -Live o.o o.o MinTot 4.0 12.8 -Live MinTot o.o 5.9 27.1 0.0 19.3 D () rMfl/\t\,/ C: t) C, Is po /2.. ~----0,,-tOQ~ o;J1--y Self o.o o.o Self o.o Self o.o o.o +Live 8.3 32.0 +Live 5.8 +Live 3.8 22.0 -Live o.o 0.0 -Live 0.0 o.o -Live o.o 0.0 MinTot 7.9 25.3 MinTot 6.3 24.0 MinTot 2.3 14.4 MaxTot 9.6 32.9 MaxTot 13.1 46.4 MaxTot 16.2 57.3 MaxTot 13.6 54.8 MaxTot 10.0 Dead Self +Live -Live MinTot MaxTot 1.7 0.1 2.8 o.o 1.8 4.6 Pfb 5'1-t.~ : 21-0'1 5 ~ ¥ 17-Jt DP ?M : --z )C l.. V "!> l!,t; p ~ I 1,. I"'-;:, 4-, &,~ • , • ~ ·· Dead 15.4 Dead Self +Live -Live MinTot MaxTot 0.2 22.1 o.o 15.6 3 7 TYr~ r:; -z... / c 01-P = 4e ~ fi "?-~-J:)\9V\ Self +Live -Live MinTot MaxTot RAMSTEEL V4.1 Column Load Summary Page 2 I I I 1· ., 1) ·1 I I I I I i ., Hope Ehngineering DataBase: DAILY Building Code: UBC2 MEZZ. 13.00 Column Line A.5 -4.5 Level MEZZ. Height 13.00 Column Line A.5 -4 Level Height 13.00 MEZZ. Column Line A.5 -3.5 Level MEZZ. Height 13.00 Column Line A. 5 -~ .to Level Height MEZZ. 13.00 Column Line A.5 -2 Level Height MEZZ. 13.00 Line A.5 -1 Level Height MEZZ. 13.00 Column Line Level Height MEZZ. 13.00 Column Line B -7 Column Line B -6 .Level .MEZZ. Column Line B -5 Level ROOF MEZZ. SQ.J..umn Line D 4 •. 1 Height 13.00 Height 13.00 13.00 -:-----,---------~·-----·-- 01/12/96 19:01:09 Steel Code: ASD 9th Ed. 15.4 0.2 22.1 o.o 15.5 37.6 1'(t~ F2., C-li f = 4-8 ~ Dead Self +Live -Live MinTot MaxTot 15.4 0.2 22.1 o.o 15.5 37.6 T't' f~ F 7-) c.-v+f .:=. 4--6 ~ Dead Self +Live -Live MinTot MaxTot 15.4 0.2 22.1 o.o 15.5 37.6 ~G" F?.1 C>+P:::. 4-g ~ Dead Self +Live -Live MinTot MaxTot 13.8 0.2 20.5 o.o 13.9 34.4 Dead 13.7 Dead 17.4 Dead 7.7 Dead 10.3 24.9 Dead 13.8 Dead 20.2 26.7 \'( f£ .P-'""2) C-.V'\-(P-:,.. Lt'E,\L Self +Live -Live 0.2 20.3 o.o T'fPS F~J CY+f ~ 4t~ Self +Live -Live 0.2 24.1 o.o ¥-T, f~ F"3,.... CA-r-= ~I Self o.o +Live 12.8 -Live o.o MinTot 13.8 MinTot 17.5 MaxTot 34.1 MaxTot 41.6 -Live MinTot MaxTot Self o.o o.o Self 0.2 Self 0.2 0.4 tYf~ o.o 2.0 5.2 +Live 10.9 31.7 +Live 20.4 -Live o.o +Live -Live 21. 2 0. 0 31. 0 0 0 F Z) 1 C.P,-f-: +s-~ C.e 1...-v v'--"" V\.S, MinTot MaxTot 10.3 21.2 2.~6 MinTot MaxTot 14.0 34.4 MinTot MaxTot 20.4 41.5· 27.1 58.1 ~ I I-i RAMSTEEL V4. ·1 Column Load Summary Page 3 Hope Ehngineering I I I I I 1· DataBase: DAILY Building Code: UBC2 Column Column Line B -4 Level ROOF MEZZ. Height 13.00 13.00 Column Line B -3.5 I Level MEZZ. Column Line B -3 'I ) Level ROOF MEZZ. Column Line B -2 Level ROOF MEZZ. Height 13.00 Height 13.00 13.00 Height 13.00 13.00 ,,, I I I, 152.00ft Level MEZZ. I Column Line B -1 Level ROOF MEZZ. I Column Line B.5 - Level I MEZ · \..Jcolumn Level MEZZ. Line B.5 -6 1. I eolumn tine e 7- Height 13.00 13.00 Height 13.00 Height 13.00 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Dead 4.6 Dead 4.6 Dead 20.2 26.7 Dead 7.4 Dead 14.6 21.7 Dead 11.1 16.5 Dead 1.1 Dead 13.1 Dead 13.1 Self o.o Self o.o Self 0.2 0.4 Self 0.1 --r-<P-~ Self 0.2 0.3 tY?e -Live Mi_lll'.o:t--MaxTot .e----4.6 12.4 -·~Tot MaxTot o.o ~2-4 +Live -Live MinTot MaxTot 21.2 o.o 20.4 41.5 31.0 0.0 27.1 58.1 ,Y-Pe -i==-4, c 1v? ;; 1-s f:. +Live -Live MinTot MaxTot 12.3 o.o 7.~~ F-I J CAf: '?7 ~ fl~'jV\ +Live 15.4 26.4 '.j=-5, -Live MinTot o.o 14.8 o.o 22.0 ccA-f> ::: ~I~ MaxTot 30.1 48.4 Self +Live -Live MinTot MaxTot 22.9 37.0 o. 2 11. 6 0.3 20.1 --rf P~ ys ) Self o.o Self o.o +Live 1.8 +Live 19.7 o. 0 11. 2 o.o 16.8 Cv\-P ~ ~ I k:.. -Live o.o -Live 0.0 MinTot 1.1 MinTot 6.8 7.3 Self 0.2 +Live -Live MinTot 19.7 o.o 13.3 TY~ F-z.., c P'\-P ~ f-8~ MaxTot 14.4 15.7 MaxTot 32.9 I Column Load Summary Page 4 Column Line c -6 Level MEZZ. I I Column Line C -5 Level I. ROOF . MEZZ. I I Column Line c -4 Level ROOF MEZZ. , ) Column I Level ROOF I MEZZ. I Level ROOF MEZZ. . 1--column I Level ROOF MEZZ. Line C -3 Line C -2 Line c -1 I/Column Line c.5 -6 I I Level ROOF MEZZ. Column Level ROOF Line D -5 "'_,__ ____ -----.. -------~ .. --. ·-· Height 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13. 00· 13. oo·· Height 13.00 01/12/96 19:01:09 Steel Code: ASD 9th Ed. Dead Self +Live -Live MinTot MaxTot 6.8 0.2 11.3 o.o 6.9 18.3 \lpg Fi. I C. ,A-f : ,4-!3 k:, Dead Self +Live -Live MinTot MaxTot 22.9 0.4 24.0 o.o 23.3 47.3 22.9 0.7 24.0 o.o 23.6 47.7 i"YP~ P5 I C.A{?;. c::;, l ~ Dead Self +Live -Live MinTot MaxTot 24.5 0.4 25.7 o.o 24.9 50.6 25.7 o.o 25.2 50.9 24.5 0.7 T(1P~ -P:1 ) c.~~eo11t--~ Dead 17.7 17.7 Dead 9.8 9.8 Dead 5.7 5.7 Dead 17.3 Self +Live 0. 4 18. 6 0.7 18.6 ,"{~ r'S1 Self o.o o.o +Live 10.3 10.3 +Live 6 -Live MinTot 0.0 18.1 o.o 18.5 CM=-~tt-:- -Live o.o 0.0 Self 0.0 0.0 6.0 o.o MinTot 4.3 4.3 Self o.o 0.0 Self o.o 0.0 Self 0.4 y V vV\ v.A '-j CDl'-'V\-'\...S. +Live -Live 7.o o.o 7.0 o.o· +Live -Live 18.2 o.o MinTot 0.7 0.7 MinTot 17.7 MaxTot 36.8 37.1 MaxTot 10.3 10.3 MaxTot 2.0 2.0 MaxTot 35.8 fS I Ii RAMSTEEL V4.1 Hope Ehngineering Column Load Summary Page 5 I ., I I I I I DataBase: DAILY Building Code: UBC2 MEZZ. Column Line D -4 Level ROOF MEZZ. Column Line D -3 Level ROOF MEZZ. olumn Line D -2 Leve ROOF MEZZ. Column Line -6 I.) µevel ROOF MEZZ. ·1 Column Line E -5 .I I I I .1 1. '\,.,) I .I Level ROOF MEZZ. Column Line E -4 Level ROOF MEZZ. Column Line E -3 Level ROOF MEZZ. Column ----~- 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 .oo Height 13.00 13.00 Height 13.00 13.00 Height 13.00 13.00 Height 13.00 13.00 01/12/96 19:01:09 Steel Code: ASD 9th Ed. 17.3 Dead 23.0 23.0 Dead -16. 7 16.7 Dead 5.5 5.5 Dead 3.0 3.0 Dead 8.2 8.2 Dead 2.7 2.7 0.7 18.2 0.0 18.0 36.2 \Yttle F~ 1 Cti'1 P~ ~ 1, I" Self 0.4 0.7 1Yf't5 +Live -Live 24.2 o.o 24.2 0.0 'FS I Cv4 p=-Col~ MinTot 23.4 23.8 MaxTot 47.6 48.0 Self +Live -Live MinTot 17.1 17.4 MaxTot 34.6 35.0 0.4 17.6 o.o 0.7 17.6 o.o TY 'Ir§ F3,, C-A-P =-Co\~ Self o.o o.o Self 0.0 0.0 +Live . 6. 9 6.9 +Live 4.5 4.5 -Live MinTot Ma~t o.o ~:~/12.4 o.o / 12.4 -Liv/4nTot MaxTot CY.O 3.0 7.5 o.o 3.0 7.5 Live -Live MinTot MaxTot 17.3 17.3 8.9 0.0 8.5 8.9 0.0 8.5 c::::2e>---.DvW\ W\ y ce-l::1-ULM ~~ Sel 0.0 o.o Self o.o o.o Self o.o o.o +Live -Live 11. 9 0. 0 ,J..9 o.o ~-+Live -hlve 8.6 ~ 8.6 o.o +Live 4.2 4.2 -Live o.o o.o MinTot 11.3 11.3 MinTot 8.2 8.2 MaxTot 23.1 23.1 MaxTot 16.8 16.8 MinTot ~axTot 2.7 ~6.9 2.7 6.9 I I ,, I I I ,. I ,-) 1· I I I I I I •••• HOPE ENGINEERING. 11111111: Str'uOtUr'al E" •• ,, •• ,.. •••• •••• Title: Scope: Job#: Daily Industrial Building 92030 SQUARE FOOTING DESIGN F1,F2,F3 & F4 SQUARE FOOTINGS Designer: Misc: CBH Date: 01/12/96 Daily Industrial Building 92030 CBH F 7-"F ~ F-4- Page: ----LOADING DATA -----1 ----2 ----3 -----4 -- Dead Load Live Load k: 7.40 15.40 24.50 26.70 k: 12.50 22.30 26.40 31.40 Short Term Load k: 0.00 0.00 0.00 0.00 Seismic Zone 0 0 0 0 Overburden Weight psf: o.o 0.0 0.0 0.0 Coobining Live & Short Term Loads ? FOOTING DATA Size (Length & Width) Thickness #. of Bars Rebar Size Nunber Column Dimension f'c Fy Cover over rebar Concrete weight ft: in: #: in: psi: psi: in: pcf: SOIL DATA ----- 3.50 12.00 5 5 5.0 2500 60000 3.0 145.0 Basic Allow Soil Brg Press. Short Term Duration Factor Ftg. Depth Below Soil psf: 3000 1.33 ft: · 1.00 CALCULATED FORCES --- Maximum Static Soil Pressure psf: Allow Static Soil Pressure psf: Max. Short Term Soil Pressure psf: Al low Short Term Soil Pressure psf: 1-Way: Allowable Shear psi: Vu/Phi psi : 2-Way: Allowable Shear psi: Vu/Phi psi: Mn k·ft: Mu/Phi k-ft: ----REINFORCING---- Actual Bar Depth Min. Allow% Reinforcing 200/Fy Req'd Per Analysis USE ••••••• Rebar Area Req'd Total Area Req 1d in: %: in2/ft: in: REBAR CHOICES---- Quant i ty of: #4 Ba rs #5 Bars #6 Bars #7 Bars #8 Bars #9 Bars #10 Bars 1769.5 3000.0 749.1 3990.0 100.0 25.7 200.0 75.4 18.1 3.7 8.69 0.0014 0.0033 0.0007 0.0019 0.20 0.71 5 3 3 2 2 2 2 No No No 4.00 12.00 5 5 5.0 2500 60000 3.0 145.0 3000 1.33 1.00 2501.2 3000.0 1107 .5 3990.0 100.0 47.2 200.0 142.5 15.9 7.0 8.69 0.0014 0.0033 0.0014 0.0019 0.20 0.81 5 4 3 2 2 2 2 4.50 14.00 6 5 6.0 2500 60000 3.0 145.0 3000 1.33 1.00 2682.7 3000.0 1379.0 3990.0 100.0 42.2 200.0 125.3 21.1 9.2 10.69 0.0014 0.0033 0.0012 0.0018 0.24 1.06 6 4 3 3 2 2 2 5.00 14.00 7 5 6.0 2500 60000 3.0 145.0 3000 1.33 o.oo 2493.2 3000.0 1237.2 3990.0 100.0 48.2 200.0 147.1 22.1 10.9 10.69 0.0014 0.0033 0.0015 0.0019 0.25 1.24 7 5 4 3 3 2 2 flo V4.4B2 (c) 1983-95 ENERCALC Hope Engineering, kw060154 :::r, ---~----------------_,. -. ~ ---. _,. i:-.~ii::ii: ••••• •••• , 1-:l_OPE ENGINEERING . } u ;, u , a I E n ~ i r.' e e r s I I .I I I I I ) :-·! .·,,.. ---··' --~-,-·. ' ) __ , r·y) __ ' ' ' ----t ! ' I __ · ----~i:.:L: i --:· -:·· I '! !: .-t --*l .... ---;----. ---~----- 1 < :\-,,-.L; .,. __ ,_..,,.,.._ ·~ :,_~,:~ .. .... ~.,.""""',...f'".::....-~ ·-•,O\i-s'9'r-•-;t,.-...-~ ...... ,,_ JOB No. __ °t_._S=-=o~:3~0~- ENGR . .,-_____ Z_,_f?---:,;P ____ _ DATE 4-1q-4'S CHECK;D BY ___________ _ DATE ~ ,_;,. --,:.._-;-.-----,-~-'.[,, J -· .... ·_··,1...,-\ .. } ' 'I + 1~-- _ ... _--;:-~ .. ~ ....... -4 .. :_:;:_.~ -~- '·: ··7. 't" 1 ·, ....,. ~-, -·. ~y ~ • -• .....,.!i,.. t ! . tt:})~ I ~-••. -.••. · ·.·.i., -··--· ---· -JOB TITLE ~LI I rJ t:::t..JSl"'P.,bl.. . JOB NQ __ q...L.:S;?g"-=--"""-'0=--- Ii 111111 ENGR. Z?t? DATE I-HOPE -E~~l~~E~:_NG __________ CHECKED BY_· _______ DATE lr u c t u r a I : n g i n e e r s I s_ I I I I I I 1· ) I I I I I .I . . ,._J···.· I ·1 A. WIND 1. Ex~swµe B .z. 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JOB No._:'l~S=O-=::b=--'-~ DATE ,--__.,,-\ I. - I -.. -·· . ---------~ --- u c t u r a I E D g_J 11 e e r s CHECKED 8¥ _________ _ DATE I I I I I I I I ) I I I I I 1/M~ r: l,t/Lj :~ t ~iNcii#,,.~ Jiqu ~or 4 ':}jiod.~ 1'ri" g.iJ, -'!''~1 ,O~.tJ. .::.. ,. ___ 1.;ra,,(,,(rJw ::: &?o/0 -::Z: G~/3/ ::~y gj- ~l .. ~ ... ·, . - -' ". , V-,n ~ :::. '5V)J:A ~/4 1' s~u--or ~ W/JocJ-C! 1,r'a-t1~~--3ZO ;i:/r /. ! .. · .. r t ···-+.:·\ \ .. .. .. :..: ) . I .' . .. -.---. _, _,. t ---·-. ·-----. .~ I 1---. I I I I I I I I· ) I I I I I I I J I I ~r-t = 1,0 (wu,+-'>O) p~pT-H ;;. (i,, .If I ( 4 Octy~ Sp-4,-J I pE-pT-H /2-A-7 /C> ':: 0 ,::,, - e ;tf, z.1 ) ~ 1/ ' ...,, f -L. ffi ~ 4: I c:>~ ~ .,, \ . ' {,J>lrh (] f/:.~CP Mt'mb~r-·(c 4'-o "t?J.,,) == 42~-t(f' ~ ~: '>'= r~ -~ -·· :.; · ' ri . .-s {;? odf PrLz>v10E. A..' .. (iiE. ,--0 o. <--, • .-. -,.! • -· \.___-----' ___ .. ---------___ [ & ' l/ I . / \ i r 1 r .L[-1_1 .L..LJ_( LL 'AUP\1 4-7.e;. i tftvo ,r..l ,, T-0 0, C-' 1:::·=--· JOBilnf ___________ JOSNO. ______ _ 3;LIB• £!'-IGR. ___________ _ 1--'0PE ENGl'>IEERING ~------. -----------CHECKED SY _________ _ J~c1ur11 E~;ineers I I I I I I I I I I I I .I I I _J I JI • 11 I • • I ~ -1114> M.P.::>, T't'P. II ~ ~ \g II - tJ II '?/~~it... +a t I II ti I c;_, I I::.. "' ,. ... e>, G. ( ~") .... ., 1. -z.. le.. '7 T~ i/ok:..- ~ ~ = --z 7. 4 L' f--C:, OVE, 1Z . .N"':> T -:: '21 -: s..q ~ .. II -e,e,1.-1"' \t-j <;,'/2_ \.J.~ 't?olA-e1.,.S "'?µee,..cz. ~ I d1 ,._..i l!.M'l!>t:.e., L4' °t"&'i'A1,..") \ ,0.1,.1....-; 4-)( t;;,o7 c:, 11 >-\,~{_"=:,Gil' I"::;,, IN~,) ur _____ _ • --• .:>n~c, 1'1V. _., ., I .• ~111111·11···. --. ; . . . . ·:~·> ,Jds:rrni ii.Li ,~~!Al-- --~·;-: .• • . _· •!' ,-··-~ JOB NO.___:~_:_So3c, ___ _ I ~:, !GINEERING E~~~--~-.-.--------DATE 'r -------: ------------. CHECKED BY ________ DATE l;S ... 2-°16 I I I· I I I I I ~ uctural En~ineers ) v == 11 .p=s.r _ w = C.11)('3d-) ; .3SZ. #/, • I . ' _ ('352,)(-JOO)/z. ::. I 7.. ~ K. F = 4'101-1e.. -l'-1"' ~z' - ;::. /"iO~ - 2-tc,cx::> C 1, ~~ -0 ~,+~ W.AL-L -'"N~ ~61 E. .; -,-~ -r;,~, F ~(.1a~iJ0) • t. < I {,Z. /"-J , . use. :z. .. # ~ F ::: C.., ~)C CJ I )C rs') ::: ~I?>~/, X 8 :::: 11= /703 I ,, .'. V~E PA :::t-3 ~ 8 -0 O,~· B Yfl;:Z:Z.. /-l::.VIal-, --; I I I I I I I 1. I I I I I I I JOB nnf ___________ JOB NO. ______ _ £S(:R ___________ _ CHECKED SY _________ _ M ~~2-. w\J.EL 1...,..,\.c-X , D IZ.I~~ F.:0~e C2. L--1 ~ e ?~t;c:,..\<... e,;::;,r..-"f<. IN 6iU3, ! r:,-,"' 131...G -<::>1-l.~t..R. 6P 111 .t> ~· 1"-I ~~ 11 .h!ooO Hel-lP--!'Fc. (<, -r&"f"A\.) -<fJ-- \.4- liif iifit · •• -. JOaTnU :t:»fl. -( ;;~f•l. a •'-II-,-. . ---. .• _ •• -•• _-.-· ... · -ENGR. Zf-p ..,, ____ _ JOB NQ __ C-J_S_~-,-=..g-=c, __ 4-1~-~s DATE l !::fOPE E;-NGINEERING '\--------:--------____ CHECKED BY ________ DATE Ir u c t u r a, I E n g i ii e e r s 'I ·I I I I I I I ) I I I I I I I_ - , ). I ',_/ - , , c:.H:~ ~U. .At-J~e To -t::,1.-Apf , = 0 - F,=, -= . (.o,3){. J,s-)( 7·,~) ( J,;-o ref-){. 14') := 671 #/, -c,H~ ~ AN~~e.. TO ~,4-Ae> '·_f.. ::-.• 18-S Wt:> -, = = - -~ _ .· ::. __ C,/83.>C 71f_)Cls-o)C 13 1 ) . = :21~ it/, •' --'• -I- , ', LJ~ £· H PA 28 Af'l~tz~. I II @-8,_c:, O,C, · u5& # 4 ~£/....s e Z.f'' o. C.. · --·-.,~LL. = c,. i~)C, ;z.o)C -20 ~s 1) / · .. = £.'3k. ·,. SHEET NO. C,(J l · OF ____ _ IEI 11:R 11 •••• fl.... JOBTITlE_--,--______ JOBNQ. ____ _ 1• 1111 II ENGR. _________ DATE T3PE ENGINEERING --------------------_ CHECKED BY________ DATE , 1 S tructcral Es.,neers I I I I I I - I h I I· I I ., / I I_ :. _ _) I 1· L-= '2.4 1 L= t.4 1 L.: 24' L-= 1.2,. I q.4' -? A1JE--L--N \ ' . . ~I• 0.046 ~,, L +J:::::!======:::!::=:!::==========:::::!:=:!.;:::=;;;;;;;~ -~ 6'\ __ F"-- -~ 1,00 I '"'ftz \ 6. w1 OT \.4-! -4 t (}.jD l. ::; 4 ~ \2. -: .(), 0 4f> t-/ I LU02. ', . T~,e, WIOTH-.. ~ I \;>-)~_-=-_ ~'>' ze-=-o. ~4 ~,, 1 11111111 •••• ••••• I. Hillilfl SHEET NO. ()YZ, OF ____ _ JOBTlnE_· _______ JOB NO. ____ _ ENGR.--,-________ DATE ·pPE ENGINEERING -------------------_ _ CHECKED BY_______ DATE 1 '""""'" '"'""'" I 1· e£..l?H Iv ro~ I I I I 1· I I' I ,I I I ) ··) I I ,:.., . •'' ,,· iit-\f>. ~ ~ = \~2.. = -2,~04 ~~ 2., 1.AT . .f&11Ue--z o. \~a )( '-'+, 5 s 11~e1 ll. ove.., 10 NEZ· ¼~ ~ :: 1.11 "1-~ ~:: i.~~a A:: LPc? ~ -.9.. t!).WB -6. =-(). D~1 er ---'ZA -:; ~ --c:?-~~ -A-=-~· \P~ 2.4 ~ -: '2 ')(. \ . 16~ l ;:; 8 = ~.o ;{. 4 Z.. b, .: r.~ ,e, . .. . 12--= t', 1a6 I El 11:1111 ···-· -11+1111 SHEET NO. l)). ~ . OF ____ _ JOB TlnE_· -------JOB NO. ____ _ ENGR. ________ DATE I lilillll "'pPE ENGINEERING . -----------_:_ ---------_ CHECKED BY _______ DATE 1 '"""""' '"'""" I '0~!2tf;.JT~#J DY ~\~IC--~a.f;:.. iA.l-Dt-Jar, L..1~ Cf) I I I WALL-~ 14cl\?I f'( •/o fo£Ce- Nl 0,'55 16 1\51 t. < N2 1,17 ~~ -;. "?(, I N~ 1.17 '=b€? 'o,°?(p I: tJ4 ~-17 {p 0' ,;? I ) 2:.e-.:-3, {)C, ~(64 I I I,' -1 I I I -) ~- I I ..,...,---.. ,, - -··· ..... m+nm ,r Ii! ii E SHEET NO. IA_) L.-j OF ____ _ JOBTITlE_____,· _______ JOBNQ. ____ _ ENGR._--,--______ DATE ., ' )1PE ENGINEERING -'------~ -----~ --------_ CHECKED BY________ DATE itructu•a! Es,;,neers I I I ,, I I I ) I I I I, I I I :_) I I N& C J.. )( D,o48~'2A-1. + l)(.0,08'+'>''2A-2 + 4LS>' fZ- ~ z, -:::: 6 4o-~' I = 1,4 )( ~?1 -£).Ci X lf,4b : _ o\l,f) __ ""'_,s_t.._1-_~_--~ j:.~ f -z-4 ,, '" - f f'ANfi:.t.. :: _ Z. g )( 2A ·,,a:, • o:t >< 0, l83 = \ \.t)-:\ t,... Nr7J,.tJe1--~ f/lo,o~ . ~,() :-·;·,';t,:~ '2e,· 1' 'I Id')( I':, :::-2~ ( ,-"- Nt--..L )( o,o.t1i~ '24-'l + ~a,6 x: 1-i -=-140 ,-"--·Z . ~, \~IPl-l ~o l+DL-DP~.J e,e~10 __,.,.,> ... ~,~ ·---~ "'.,,. ¾~~; -; '(f SHEETNO. W0 OF ____ _ 1111111·11 ••••• •••• JOBTJnE_· ________ JOBNQ. ____ _ 1mm1111 ENGR·------'-------DATE flPE ENGINEERING -----------~---------CHECKEDBY _______ DATE IStructural !:ogir.eers .· I I I .1· I I I r ) ·1 I I I. I I I ) I _ _,, I ----------··-- A -- Q. POl»Jr A l-J\o :: ?I,?"!> X '2-8 + 6,5 ~ \':>-:::-6'7 1'. ( f f'b,-.,&\.---: '2b )( \ '2,.. y.(J,O==l>( ~.,io ~ o,S k:- W-p~-:-?;o.t2-~ fJ\i = -k 14 o,a-1-i 11: l'2-'2 + ~,'2 I(~ .:: IB5 1e-' 1 1,4~ -o.~ o :-1,4"'16 -o.~ -,c. lBS = -Zb L /2, 1'2- SHEET NO. t,V (.9 OF ____ _ 1111111• •••• •••• JOBTJnE ________ JOBNQ. ____ _ Iii... ENGR. ________ _ DATE _ -.):PE ENGINEERING -----------------_ CHECKED BY_______ DATE ,~tructural Engineers ·1, I I I I I I·) I I I I. I I 1,) I .. I ~'( Aa. ~1tie'O e ~ Mu.. --= 1~e,:a, ~ z=r~-+ d --;: t). ~ '\.U ~ ~.5" ,2-:. ~,c,' e\: e 4-d -h/,z, 4_4,z.-1-q,& -lZ-/z = s ,s2.' f~b~ ' 2. .: '1, -z6 ll( ( ::,. (p ')(. \Z,) ~ 13 • OZ fu:'00 t--zooO SHEET NO. Wt . OF ____ _ I 11111111 •••• 11+1111 jQBTITlE ________ JOBNQ. ____ _ I Ii 111111 ENGR. ________ DATE .-'yPE ENGINEERING -,----------------~ _ ~ _ CHECKED BY _______ DATE I s· t r U C t u r a I E n -; i n e e r S I I I I I I I I I I 1· I I I I , .. .. ') I-~ I 0, 0 =-4 . 4'2-- cf .::. &.,o t ~~ ""{),~ ;; t1.e~ ~6-4 an " 4 ,4'2." o .f>~ = 4 .~ ~ 0 ---4 0 :: V?" _ --z 1 .1 .: 4\~~ ltto. o.ff'o<~ -ttJ .o& C -') 1-J~I\£. 1~t?:.N T~ t\~P t?~ ,-.){Jr Wf'L't' ,, ANALYSIS OR DESIGN OF SHORT SQUARE OR RECTANGULAR COLUMNS (}JO --------------------------------------------------------- I Gross Column Width b (in.) = 7.3 Gross Column Depth h (in.) = %144.0 Distance from Column Edge to C.G. of Bars d' (in.) = 28.8 I. Number of Bars and Bar # = 2 # 5 Concrete Strength f'c (psi) = 3500 Steel Yield Strength fy (psi) = 60000 I RESULTS ======= Pu(K) Mu(FT-K) I 1758.9 o.o 1758.9 9.6 1758.9 20.4 1758.9 1415,6 I 1597.5 2619.3 1362.7 3117.6 1187.0 3298.5 I 1049.8 3325.6 939.6 3278.4 850.0 3192.2 I 777 .2 3082.0 715 .6 2966.2 662.8 2850.6 617.0 2738.2 I 576.9 2630.4 541.5 2528.1 510.0 2431.3 I ) 481.7 2340.2 456.2 2254.3 433.1 2173.6 ,. 412.7 2099.9 393.4 2028.4 375.7 1960.9 359.3 1897.3 I 344.2 1837.2 330.1 1780.3 317.0 1726 .5 I 304.7 1675.5 293.2 1627.0 282.4 1580.9 272.3 1537.1 I 262.7 1495.3 254.2 1459.0 248.0 1434.4 I 241.9 1410.1 235.9 1386.1 230.2 1362.5 I 224.6 1339.3 219.1 1316.5 213.8 1294.1 208.6 1272 .1 I ) ,I 203.9 1251.7 199.6 1232.5 195.5 1213. 7 "191.5 1195.5 0.0 312.0 o.o 312.0 ., ~ . ..-;--..;- I I I. I I I I I I I I I I ,1 I I (}J \ Design Pu (K) = 27,7 Design moment strength, Mu, will be (ft-k) = 439.8 ) - END OF RUN ) )HttlNU. v-,-Of _____ _ JOBTJnE~--------JOB NQ. _____ _ I' --~ '!Ill!·.. , ··-·······,· · ·11+1f1f. 111 Ii... ENGR.-'------------DATE _HOPE ENGINEERING . r--~ -----.---:---------_ <;:HECKEDBY _________ DATE .. ructu:al E:i~;neers I I I I I I I I \;, ' I WAJ...Lf,, DN L!N..C ®. \ t-t, L .-::. ~~ I N.1 L,.. ~~ \ N8 t_ ,. C)_~ r o' 'PAHE"l-N G;: ~ ~ F-= G \,Ltr ~\,Ltr-: 0,278 't:(t 7D 'Rocr 'F:. 0,8i,&A i21 ·-= Jq.~ \::.. f I . \ '(:,/,,,' f ~/\ M.~L :; '2, 2> ;,< l. '2 )< ~ • 0 ~ )( 0 ,I ~ '.:i ::: \ I!)' 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OF ____ _ 1 11111111 •••• • 11+1111 JOBTlnE ________ JOBNO. 1 11m1111 ENGR.--'---------DATE --.. 'pPE ENGINEERING ----------------_ _ _ _ _ _ CHECKED BY _______ DATE I Str·uct~ral I I I I I I 1-) I I I I I I I;' J I I F: bd2 _ '71iBx(\7,~~\z.)e. -:..'2(p,q 1~ot=10 ~o<=>O I -~-, ~t:. ~a;;. &. , ')(. ~.s 'l( 1 .-z.s ~ zu .z : s~e, C\n = 4 AS x o.eio =-~.~& 0.1&:> : l~,e;- 41~S ,( Zll ,:;,.. ~-445 ~=i-#6 .~ ~-~~~,~ SHEET NO. . (}J \? OF ____ _ I •••• •••• . ••• II JOBTlnE ________ JOB NO. ____ _ I Bil II ii II ENGR. _________ DATE ·--p PE ENGINEERING · ------------------___ CHECKED BY _______ DATE Structural Engineers I I I ·f r I -I '\;:a I V = '2."I ,'o I \/ u... -:: I ,4 x '2~ . to I ) I ..__-~-k:... !:-'2 "' 1,1.,12," Z-'2->< I Z J°"3&oo .. =-2,"L, I /tPOO I I I I '~ .) I SHEET NO. t)) \t,.,\ OF ____ _ I •••• •••• ••• m JOBTlnE _________ JOB NO. ____ _ I Bi I! ii II ENGR. _________ DATE _ · -?PE ENGINEERING ------------~ -------_ CHECKED BY________ DATE l<i!ructural Engineers fANE-t-N 1 I I I 1E:>' I I I I \ l I I I I I I I '__) ,·. I --i--*-h l;_J 1 t-L . "-P \22,.. "''ill'1,, ~ F:; o.g,E,)(Z4-::--21.\ ~~-: '2.4>'2-8 >'-o,o'f ~ t), l8'"b ~ 11,d=l-t... N~T : 4-< 0. G:il2. = tP. DS ~/, W P~ .... l:-24>--"@)t O. 0~ : C,O •'o ~ ~->e.EA = s~ ( &a or¾)"½ c:~ ~ v-:1' = ~)<. \'2.. ; 4.\ ~ !21..-: ,Z.a_ :-4_J -::.-'2 ,OE:) i.:.. ~ ~ = -21. l )(. 2E? ;-ll. en.~ l'C":.> :-7Si ,_-~ M Iii!-1B. ,._ o.os >< 24 ~ ) + ( <,a,'5 "' I z,) + 2 .oS w. c..},. ~ = .. '762.~1 I ·_ll-><-Ot '8 ~ -: &'~0 !-~ ) 1 111111• •••• •••• I I I I I I I !:>tructural En~1r,eers I > I I I I I I I, IJ I SHEET NO OF ____ _ JOB TJnE _________ JOB NO. ____ _ U = t i4 "'-, 61 -&. ~ ( ~s:..r--; 2.4 k~ ::: I'?.~~ t>,4'\0 ._ (po u~ SHEET NO. 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W~q OF ____ _ 111a1111 •••• ••• • JOBTlnE ________ JOBNQ. ____ _ Im 1111 m -ENGR. _________ DATE -'j.JPE ENGINEERING -· ,--------~ --~ ~ -----_ _ CHECKED BY________ DATE 1 S1ruclural =~;·reers I I I I I I I ) I t2e>' I I I I I L ~ ~4 1 I L =-iz_-4 , I L--~,5 ~., -~'\ = 0 • I 64 ... / I '1(.p. '5 ' t;!.oo'f!,- Fs it'.1B4)'241 -=-18,6~ F~e.t.:= 1.£3)(.'ZA ,c: o.oGt >L O,lB3 = 1\.\1'" k:,.-I Ho-= te.e )C. ,z.f:>-+ (I.\"' \S .::: ~ M~: .L~o.o~G::> >'-'24z + · G,oi48 >'-12-; 1¼.1 1 -~ '2-X,J:3')::.. c_p-Z.lP \-"-~Mo HOL..Do..J..J I·\ I) u~ 1.4£ t tJ.c:::ro .:;# I,~-">< ~'3. .... c0.,, >'1~v -:.. ~~c~ '24 I -kr~~ ~ =-(),W! ,.;f o-'lf 'W.c,o ..... SHEET NO. {).)Z,0 OF ____ _ I •••• •••• 11 +• 11 JOB-TITLE_---'--------JOB No. ____ _ I~!~ ~NGINEERING ENGR. _________ DATE -----------------~ __ CHECKED BY ________ DATE I Structt,;ral E:"1-;ineers I I I I I I I ) I I I I I ·1 ~) \.. I I ,.. F :: o,184"" 24 : {B,e ~ Fpb,N~= '2e»t--ZA1<-0 -d1 >' o. (Bo -:: I\. I~ 1------------------,a l l '1 1'0: v-.1 ~DI= = ox o. &>\Z. 1 = 0.0=3~ k:./, · ,-e.1e,. ~1> • (so +4~ )'It'$.-)& 14/,z . : ~(.p ~'t= ~ & ~ 'K \4 -;: ,4 :-:1-~ eL -: Ziz. --Pt-> = 4 ,1 ~ . . . ) SHEET NO. W-Z..,1 OF ____ _ I •••• •••• ••.•• JOBTlnE ________ JOBNQ. ____ _ I·-:~ ~NGINEE·RING ENGR. ________ DATE --------------------_ ~ CHECKED BY _______ DATE ,,,,,,,, ...... ,~'> .. ,, e ~,..ir"' I """ -::. le>. l':, ..., ,ze, -1-II. I" I? = CJ>'lt"' I M e .. ( ~ ..., "', o~ c... ,., '214 2 ) ..j. ( (..a , 0 " 12 ') -I tj.,1-" O • 1 :;P 1 • .. I I I I I ) l) :: L" ~ C,1~ -t?, 4 "',e>o =-t-z,? i::- z4 ,,....-:: f-~ }., •)":, '%. u 3~ l---=-----:-----:------------ 1 I I I I I -:.) I I ~ ~'2.'!A ~---------- L ., 'P-a?F 'F;;: o. 784~ '2e>ilo .;: '2'2,~ ~ t=~~= .Z6)(-Z~.6:,i.04oGt )( ~-,e~ ~ 1~.14 ~ N~ =~~aotz.. ::. o. O"!> ~ t:./J Wp4~E:.-\..: 'ZS.}C.ZfhS" >'-ou.; :. 71.82-~ SHEET NO. W-Z.'t,. 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I I. I I -----------(ft)--------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 32 10. 00 8. 00 1 0. 00 I I· I :1 I I, I I. 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 )48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 I 72 73 .' )14 ·1" 75 76 I 10.00 10.00 10.00 10.00 1().00 10.00 14.00 14.00 14.00 14.00· 14.00 14.00 14.00 14.00 14.00 14.00 18.00 18.00 18.00 18.00 i8.oo 18.00 18.00 18.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 22.00 24.00 24.00 24.00 24,.00 24.00 24.00 24.00 24.00 24.00 24 .• 00 11.50 15.00 18.00 21.00 24.50 28.00 0.00 2.00· 5.00 8.00 11.50 15.00 18.00 21.00 24.50 28.00 0.00 2.00 8.00 11.50 15.00 21.00 24.50 28.00 o.oo 2.00 5.00 8.00 11.50 15.00 18.00 21.00 24.50 28.00 o.oo 2.00 5.00 8,00 11.50 15.00 18.00 21.00 24.50 28.00 R R R R R R R R 1 1 1 1 1 1 R 1 1 1 1 1 1 1 1 1 R 1 1 1 1 1 1 1 R 1 1 1 1 1 1 1 1 1 R 1 1 1 1 1 1 1 1 1 o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o;oo o.oo 0.00 o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo ·0.00 o.oo o.oo o.oo 0.00 o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo 0.00 0.00 o.oo o.oo o.oo o.oo o.oo o.oo o.oo I RIS~-2D (R) Version 3. 0:1 Hope Architects and '.!!lngineers Job W'-iv -----I _ Structural Analy.si~ Page ____ _ Date ----- I I -1 I I I I I I I I I I· I DAILY INDUSTRIAL BLDG ---------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------~-----(Ksi}-------~---------------~F)--------(K/ft3)------(Ksi)---- CONC 4000.00 0.30000 0.65000 0.150 0.000 Panel Panel Carriers Matl Number UL UR LR LL Thickness Set --------------------------------------------------(in)---------------------- } 1 2 12 11 1 7. 250 CONC 2 3 13 12 2 7. 250 CONC 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 4 5 6 7 8 9 14 15 16 17 18 19 20 22 24 25 27 28 ,30 3 4 5 6 7 8 9 I . t) ·20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3·6 37 38 39 10 12 15 16 19 20 22 24 25 27 28 30 31 32 33 34 35 36 37 38 40 4~ 44 47 48 50 52 53 55 56 58 33 34 37 38 40' 41 42 43 44 45 46 47 48 50 52. 53 55 56 158 •'' 61 62 65 66 68 13 14 15 16 17 18 19 21 23 24 26 27 29 32 33 36 37 39 40 41 42 43 44 45 46 47 49 51 52 54 55 57 60 61 64 65 67 11 14 15 18 19 21 23 24 26 27 29 30 31 32 33 34 35 36 37 39 42 -43 46 47 49 51 52 54 55 57 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7.250 7,250 7.250 7.250 CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC CONC 1.·: I I I I I I 1· I I I I I I I I I I Job RISA-2D (R) Version 3.01 Hope Architects and Engineers -----Structural Analysis Page ____ _ Date ----- DAILY INDUSTRIAL BLDG -----------------------------------------------------------------------------Panel Panel Corners Matl Number UL UR LR LL Thickness Set --------------------------------------------------(in)---------------------- 40 59 69 68 58 7.250 CONC 41 60 70 69 59 7.250 CONC 42 61 71 70 60 7.250 CONC 43 62 72 71 61 7.250 CONC 44 63 73 72 62 7.250 CONC 45 64 7-4 73 63 7.250 CONC 46 65 75 74 64 7.250 CONC 47 66 76 75 65 7.250 CONC -------------------------------·--------------------------------------------BLC No. Basic Load Case Description Load Totals Nodal Point Dist. ---------·------------------------------------------------------------------ 1 LATERAL 2 VERTICAL jodal Loads, BLC 1: LATERAL Node 2 4 Number Global X Global Y Moment -----------------------(K)----------------(K)------------------(K-ft)---- 76 2 .• 000 0. 000 0 . 000 72 16.000 0.000 0.000 Nodal Loads, BLC 2: VERTICAL -----------------------------.----------------------------------------------Node Nwnl;>er Global X Global Y Moment ------------------------(K)-----------------(K)------------------(K-ft)---- 20 0.000 -14.000 0.000 38 0.000 -14.000 0.000 48 66 0.000 0.000 -14.000 -14.000 0.000 0.000 ---------------------------------------------------------------------------- Load Combination No. Description 1 LAT+ VERT Self Wt Dir F~c y -1 BLC Fae 1 1 BLC Fae 2 1 BLC Fae BLC Fae BLC Fae DYNA w s E V 1· '-,) I I I RISA-2D (R) Version 3,01 Hope Architects and Engineers I _structural Analysis DAILY INDUSTRIAL BLDG Load Combination is 1: LAT+ VERT Nodal Displacements Job -----Page ____ _ Date ----- I I I Node Global X Global Y Rotation --------------------(in)---------------.-(in)----------------(rad)--------- 1 -0.00000 -0.00000 0.00000 I 2 0.00004 -0.00010 0.00000 3 0.00147 -0.00031 0.00000 4 0.00352 -0.00112 0.00000 I 5 0.00457 -0.00:216 0.00000 6 0.00476 -0.00290 0.00000 7 0.00531 -0.00339 0.00000 I 8 0.00654 -0.00404 0.00000 9 0.00759 -0.00482 0.00000 10 0.00841 -0.00506 ·0.00000 11 0.00000 -0.00000 0.00000 I 12 0.00010 -0.00035 0.00000 -13 0.00162 -0.00156 0.00000 14 0.00372 -0.00218 0.00000 I ) 15 0.00464 -0.00247 0.00000 16 0.00488 -0.00290 0.00000 . 17 0.00547 -0.00401 0.00000 I 18 0.00669 -0.00492 0.00000 19 0.00770 -0.00532 0.00000 20 0.00839 -0.00587 0.00000 21 0.00000 -0.00000 0.00000 I 22 0.00001 0.00009 0.00000 23 0.00410 -0.00298 0.00000 24 0.00449 -0.00:285 0.00000 I 25 0.00510 -0.00276 0.00000 26 0.00702 -0.00623 0.00000 27 0.00769 -0.00616 0.00000 28 0.00841 -0.0060.5 0.00000 I 29 -0.00000 -0.00000 0.00000 30 0.00018 -0.00017 0.00000 31 0.00179 -0.00066 0.00000 I 32 0.00399 -0 .• 00223 0.00000 33 0.00470 -0.00323 0.00000 34 0.00545 -0.00401 0.00000 I 35 0.00620 -0.00496 0.00000 36 0.00717 -0.00607 0.00000 37 0,00776 -0.00674 0.00000 38 0.00852 -0.00728 0.00000 •u 39 0 •. 00000 -0.00000 0.00000 40 0.00035 -0.00077 0.00000 41 0.00235 -0.002~8 0.00000 I 42 0.00425 '-0.00348 0.00000 43 0.00527 -0.00405 0.00000 I ~~~.,'!'\lt"<....,..,_ ___ ----·-" I RISA-2D (R) Version 3. 0.1 Hope Architects· and Engineers I _structural Analysis Job -----Page ___ _ Date ---- I I I I I I I I I I I I I DAILY INDUSTRIAL BLDG ---------------------------------------------·-----------.-----------------------------------================ -----------.------------------------------.--------------------------------- Node Global X Global Y Rotation -. ------------------(in)---------------(in)---------------(rad)--------- 44 o.b0577 -0.00480 0.00000 45 0.00666 -0.00597 0.00000 } 46 47 48 49 50 51 52 53 54 5·5 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 Load Combination is 1 Spring Reactions 0.00738 0.00813 0.00861 0.00000 0.00004 0.00475 0.00543 0.00618 0.00768 0.00820 0.00871 -0.00000 0.00042 0.00302 0.00486 0.00552 0.00723 0.00828 0.00805 0.00821 0.00880 0.00000 0.00085 0.00336 0.00505 0.00564 0.00784 0.00837 0.00824 0.00831 0.00889 LAT + VERT -0.00691 0.00000 -0.00749 0.00000 -0.00800 0.00000 -0.00000 0.00000 0.00020 0.00000 -0.00461 0.00000 -0.00448 0.00000 -0.00440 0.00000 -0.00832 0.00000 -0.00826 0.00000 -0.00814 0.00000 -0.00000 0.00000 -0.00033 0.00000 -0.00191 0.00000 -0.00418 0.00000 -0.00502 0.00000 -0.00578 0.00000 -0.00720 0.00000 -0.00827 0.00000 -0.00871 0.00000 -0.00929 0.00000 -0.00000 0.00000 -0.00164 0.00000 -0.00345 0.00000 -0.00442 0.00000 -0.00568 0.00000 -0.00683 0.00000 -0.00737 0.00000 -0.00802 0.00000 -0.00890 0.00000 -0.00922 0.00000 ----------------------------------------------------------------------------I Node Global X Global Y Moment ----------------------(K)-------.--.---· -· --(K)---------------(K-ft )--------- 1 1 1.10445 2:91635 0.00000 11 -1.68059 10.26835 0.00000 '.J 21 -2.86108 2.28474 0.00000 I 29 0. 43465 . 13. 25464 0. 00000 39 -6.64443 31.79698 0.00000 I tf'.,"-m,,.,.,.,,.--------·----d ----~-------• -- I I I I I I ·1 I I I I I I I I I RISA-2D (R) Version 3.Ql Hope Architects .and Engineers Structural Analysis DAILY INDUSTRIAL BLDG Job -----Page ___ _ Date ---- ---------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 49 -7.54474 4.53111 0.00000 57 67 Totals 1.88218 -2.69044 -18.00000 Load Combination is 1 : LAT+ VERT Panel Edge Forces 15.12862 19,31921 99.50000 0.00000 0.00000 0.00000 --------------·-----------------.------------------------------------------- Panel Top Right Bottom Left No X Y X Y X Y X Y -------(K)------(K)------(K)------(K)------(K)------(K)------(K)------(K)--- 1 -0.62 -6.67 -1.13 -o.44 0.62 1.03 1.13 a.so 2 3 4 5 ) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 2,53 2 ,53 · -1.40 -0.38 0.76 0.76 -1.17 -2.55 3,78 1.81 4.06 -1.28 3.29 0.67 9.17 -0.39 5,66 -0.75 2.54 12.29 12.29 -0.54 -1.04· 2.20 2.20 -0.32 -0.36 -13.81 -13.26 -10.54 -9.47 -15,32 -14.78 -9.21 -6.39 -8.35 -1.21 -5.26 -3.81 -7.29 -1.33 -14.67 -9.27 -9.17 -6.27 -28.57 -47.06 -45.98 -23.92 -22,82 -40.86 -39,77 -19.48 -16.20 -19 .13 -1.70 1.31 1.00 -0.33 -0.79 0.13 1.60 -1.19·· -1.95 2.46 -0.69 2.80 -2.04 0. 91. -2.75 4.52 0.25 0.51 -3.06 -2.77 -1.53 4 .17 5.17 -0.77 -1.76 2 .07, 1.48 4.06 4.06' -2.14 -0.34 1.41 1.41 -"1.72 -4.14 2.25 2.22 4.-19 -0.49 3.52 0.70 8.66 0.29 5.59 -,0.02, 1.63 9.76 9.76 0.16 -2,53 -2.53 1.40 0.38 -0.76 -0.76 1.17 2.55 -3.78 -1.81 -4.06 1.28 -3.29 -0.67 -9.17 0.39 -5.66 0.75 -2.54 -12,29 --12.29 0.54 1.04 ·-2.20 -2.20 0.32 0.36 .,,.~.76 14.35 13 .81 11.17 10.10 15.86 15.32 9.84 7.02 9.08 2.48 6.53 5.08 8.56 2.05 15.94 10.53 10.44 7.54 29.29 48.15 47.06 25.19 24.09 41.95 40.86 20.75 17.47 19.86 1.70 -1.31 -1.00 0.33 0.79 -0.13 -1.60 1.·19 1.95 -2.46 0.69 -2.80 2.04 -0.91 2.75 -4.52 -0. 25, -0.51. 3.06 2,77 1.53 -4.17 -5.17 0.77 1.76 -2 .07- -1.48 -3.52 -3.52 2.77 0.98 -0.86 -0.86 2.36 4.77 -1.53 -0.95 -2.92 1.76 -2.25 0.03 -7.39 0.98 -4.32. 1.29, -0.91 -8.67 -8.67 1.11 '1.54 -1.11 -·1.11 0.91 0.95 -4.52 I 30 , 31 9.76 2.15 7.81 -4.09 -8.85 -5 .17 7 .13 4.73 2;59 0 •. 37 2;37 -0.28 2.19 2.19 0.35 0.32 5 .-24 2.52 7.47 -2.15 -7.81 5.36 10.12 8.43 7.03 2.68 5.17 -7.13 -4.73 -1.25 -6.20 •, )32 ' 33 I 34 I -4.01 1.27 2.15 -7.16 -5.-76 -1.95 -2.88 1.75 1.44 4.01 -L27 -2.15 -2.59, -0·.37. -2.37 4.15 -0.48 -0.71 I I. I I. I I I I I 1: I I I I I I I RISA-2D (R) Version 3,Ql Hope Architects and Engineers structural Analysis DAILY INDUSTRIAL BLDG Job -----Page ___ _ Date ---- =============== -=========================================================== ---------------------------------------------------------------------------- Panel Top Right Bottom Left No X y X y X y X y -------(K)------(K)------(K)------(K)------(K)------(K)------(K)------(K)--- 35 7.91 -11. 41 -0.76 7 •. 55 -7.91 12.68 0,76 -6.29 36 4.96 -6.35 12.62 4.98 -4.96 7.62 -12.62 -3. 71 37 2.09 -4.48 3.62 2.46 -2.09 5.75 -3.62 -1.19 38 -L93 -7 .18 -0.66 -1.06 1.93 8.45 0.66 2,33 39 -0.28 .,.29 .1~ -2.58 -0.09 0.28 29.51 2.58 0.46 40 3.18 -32.10 2.14 5.04 -3.18 32.65 -2.14 -4.50 41 3.18 -31.56 -2.61 5.04 -3.18 32,10 2.61 -4.50 42 . -1.09 --17.34 -1.19 -1.60 1.09 17.97 1.19 2,23 43 2,97 -13.56 11.09 5.52 -2.97 14.19 -11.09 -4.88 44 -0.96 -17,22 7.22 -1.16 0.96 17.76 -7.22 1.71 45 -0.96 -16.67 -1.58 -1.16 0.96 17.22 1.58 1.71 46 1.03 -10.31 1.74 2.12 -1.03 10.95 -1.74 -1.48 47 3.03 -6.90 1.07 . 5 .61 -3.03 7.54 -1.07 -4.98 ) I I I I I I I I I I I I I I I I RISA-2D (R) Version 3 .0.1 Hope Architects and Eng~neers Structural Analysis DAILY INDUSTRIAL BLDG Load Combination is 1: LAT+ VERT Spring Reactions Job -----Page ____ _ Date --------------------------· --------,-----------,---------------------------- Node Global X Global Y Moment --------------------(K)------------------(K)----.----------(K-ft)--------- 1 1.10445 2.91635 0.00000 11 -1.68059 10.26835 0.00000 21 -2.86108 2.28474 0.00000 29 0.43465 13 •. 25464 0.00000 39 -6.64443 31. 79698 0.00000 49 -7.54474 4.5'3111 0.00000 57 1.88218 15.12862 0.00000 67 -2.69044 19.31921 0.00000 Totals -18 .0.0000 99.50000 0.00000 Load Combination is 1 . LAT + VERT . Panel Corner Forces ---------------------------------------------------------------------------- Panel UL ~R ~R LL )No X. Y X Y X Y X Y -------(K)------(K)------(K)------(K)------(K)---~,--(K)------(K)------(K)--- 1 0.02 -2.,11 -0.64 -4.56 -0.48 4.12 1.10 2.92 2 1.12 -5.63 a.so -s.1s -2.51 12.24 -0.02 2.11 3 2.11 0.41 -9.15 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 · -0.58 -0.26 0.54 0. 41. -1.19 -0.00 3.15 1 •. 47 1.13 -0.87 2.55 -0.63 4.87 -2 •. 93 2.96 -0.75, 2.24 6.31 7.84 l -6.38 -5.40 -6 .27 " -7.13 -4. 77 ; o.oo -7.68 -3.04 -6.40 -3.18 -7.61 0.67 -7.00 -1.13 -4.18 -0.32 -11.47 -22.14 -30.82 -0.82 -0.12 0.22 0 .35 · 0.02 -2.55 0.63 0.33 2.93 -0.4L 0.75 1.30 4.30 2.54 2.70 -4.12 -4.16 -4.07 -9.06 -7.65 -4.43 -6.39 -0.67 1.82 1.13 -0.63 0.32 -2.00 · ,..7. 68 -8 .13 -4.99 -5.95 -.17 .10 -24.92 -15.16 -a.so 8.18 -1.72 5.63 1.81 2.03 -0.41 9.15 -0.21 3.73 0.58 6.38 -1.01 10.46 .0 .26 5.40 -0.22 9.06 -0.54 6.27., 1.57,. 2.71 -0.41 7.13 L2.6 2.25 1.19 4.77 -2.58 2.93 -1.20 6.15 2.12 0.39 -3.93 2.09 -3.62 3.06 -0.45 3.47 3.21-0.14 -1.92.~ 4.94 -2.79 3.20 -0.51 5.36 -0.39 2.69 -0.28 -0.64 -7.05 16.33 -2.12 -0.39 1.98 8.42 -1.59 2 .11 -2.46 10.58 -3.21 -0.14 0.51 5.93 0.24 1.61 -3.36 18.73 0.82 10.56 -8.75 34.68 -3.54 13.47 -~,98 24.92 -6.31 22.14 I 23 . 24 125 ,_/26 -3.38 -2.27 -13.38 -11.08 -0.00 0.30 5.98 4.45 2.84 1.23 1.16 -10.54 -11. 74 1.33 10,. 70 -0.79 14.48 3.94 11.46 -2.90 12.63 1.04 I 27 2.79 :-1.73 I -20.32 -21.43 -9.94 "."0 .59 1.41 -20.54 -18.34 -9 .54· -1.94 22.73 -0.26 19.22 -1.16 20;54 -1.04 20.32 0.66, 9.',89 -0.34 10.86 I I I I I I I I I I I I I I I I RISA-2D (R) Version 3.oi Hope Architects and Engineers Structural Analysis DAILY INDUSTRIAL BLDG Job -----Page ___ _ Date ---- -======================~======================================= ----------------------------------------------------------------------------Panel UL UR LR LL No X y X y X y X y -------(K)------(K)------(K)------(K)------(K)------(K)------(K)------(K)--- 28 o.oo -8.05 -0.36 -8.16 .1,84 8.47 -1.48 9.00 29 8.45 -17,59 1.31 -1.55 -6.48 6.79 -3.28 13.07 30 -1.34 -5.71 3.50 1.61 3.63 0.91 -5.79 4.45 31 0. 7·0 -10,99 7. 11 2.15 -2.38 5.33 -5.43 4.79 32 -2.52 -4.30 -1.49 -2.86 4.08 -0.02 -0.06 8,45 33 0.36 -5.84 0.91 0.09 -0.54 1.66 -0.73 5.37 34 -1.31 1.55 3.46 -3.50 --1.08 4,93 -1.07 -2.26 35 4.40 -5.38 3.51 -6.03 -4.27 13.59 -3.63 -0.91 36 -7 .11 -2.15 12.07 -4.21 ·o.55 9.18 -5.51 -1.56 37 0.46 -1.22 1.63 -3.26 1.99 5,73 -4.08 0.02 38 -0.91 -0.09 -1.03 -7.10 0.37 6.04 1.57 2.41 39 -0.38 -9.74 0.11 -19.41 -2.69 i~ ~-3~(._-2.97 10.19 40 0.93 -17.74 2.25 -14.37 -0.11 19.41 -3.07 13.23 41 3.55 -22.24 -0.36 -9.32 -2.25 14.37 -0.93 17,74 42 0,46 -6.42 -1.55 -10. 92 0.36 9.32 0.73 8.65 43 -6.57 -8.15 9.54 -5.40 1.55 10.92 -4.52 3,27 )44 -1.72 -10.65 0.7'6 -6.57 6.46 5.40 -5.50 12.36 45 -0.14 -8.94 -0.81 -7.73 -0.76 6.57 1.72 10.65 46 0 .10 -4.79. 0.93 -5.61 0,81, 7.73 -1. 84 • 3.22 47 1.03 -6.~0 2.00 o.oo -0.93 5.61 -2.09 1.92 I 111111-• •••• SHEET NO. 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A.~._ f u., _ :::: j-Z far ._. c?, 24 , w -q> "-f, 0.tf/&J{to0 12 *t 6 :. o. ~'2 l\A- SHEETNO. ·Wvt~ OF ____ _ 1111111• •••• -••• • JOBTITlE_· _______ JOBNQ. ____ _ ,~":)I;,~ ~NGINEERING ENGR, ________ DATE -~ t;: ~t-u -~ - 1 ;---------------CHECKED BY _______ DAJE I ·--·"~1neers I I I I I I I) I I I I. I I I ; .. ) I I e,' fv -:: o.oozs I-'\ It-,,) ~ -s~ 1cJ' Ye.= '2.Ae..ff~ = ,z ~ 1·, -z. 'o "4 ¥.. 1z {osP ~ 41.,z. k. I, \l?OO ~\JV\~ \,4 V· ~ I ,4 )( \2 ,'pf) ~ 1'1 ~ Z. ~S,0-Z.-.., ti ,'22 UE>S.. ~IN , iZ,,-e?--\ !lo.J~~He-t-J~ -· . &>"- I •••• •••• •••• 1· ~-!' !GI NEERING SHEET NO. ,Wt, l/: OF ____ _ JOB TmE_· -------JOB NO. ____ _ ENGR. ________ DATE ---------------------C:HECKEDBY _______ DATE 1 '""""'" ''''""" I I I· I I I 1 ·) I I I I 1. I 1· ,u I A~ ,:; f.\A._ ;.. 't~ ¼ -==2?--c-~~h-' :. 2 ~ t,2E? x f'Z.1'2. "'"~oo -::. 'ZO.~ "- \ooo !:fv'~ = &.elc:>" ~.ee, -s 1,,0 ~ · Vv.. =-1,4 ~ '2>,18 : 4 ,4 to ~ c:\,V~--,. Vw ~ 6 @--lee" I I I I I\ I 1, I I I I I I I I RISA-2D (R) Version 3.0.1 Hope Architects and Engineers Job ____ _ Structural Analysis Page ____ _ Date ____ _ ====-=================== =========================================== Units Option US Standard AISC Code Checks 9th Edition ASD Shear Deformation: No P-Delta Effects No Redesign No Edge Forces Yes A.S.I.F. 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft)--------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 1 0. 00 0. 00 R R O . 00 2 12. 00 0. 00 R R O. 00 ) 3 24.00 o.oo R R o.oo 4 o.oo 11.·50 o.oo 5 12.00 11.50 o.oo 6 24.00 11.50 o.oo 7 o.oo 24,50 o.oo 8 12.00 24.50 o.oo 9 24.00 24.50 o.oo --------------------------------------------------------------·-------------Material Elastic Poisson's Thermal Weight Yield stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(K/ft3)------(Ksi)---- 4000.00 0.30000 0.65000 0.150 0.000 -------------------------------------------------------· --------------------Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------·-------.-----------------.---(inA2)---------(inA4)----------------- peirl 174.00 · 8352.000 1,20 peir2 348.00 . 66816.000 1.20 beaml 174.00 8352.000 1.20 beam2 609. 00 358092. 000 1. 20 --------------------------------'-----------~ -------------------------------1 I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length _.,_ · _ )----------------. ----------. -------------------------(in)----(in)------(ft) · 1 ·· 1 1 -_4 peirl . 12. 00 42. 00 11. 50 2 2 -5 peir2 24.00 42.00 11,50 I I I I· I I ·1 I I I I I I I ·1 RISA-2D (R) Version 3.01 Hope Architects and Engineers Job -----Structural Analysis Page ____ _ Date ----- =============================================='======================. ====== ----------------------------------------------------·-----------------------I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ----------------------------------------. ·----------(in)----(in)------(ft) 3 3 -6 peirl 12.00 42,00 11.50 4 4 -7 peirl 42.00 42.00 13.00 5 5 6 6 7 1 8 2 9 4 10 5 11 7 12 8 -------- 8 peir2 9 peirl 2 beaml 3 beaml 5 beam2 6 beam2 8 beam2 9 beam2 42,00 42.00 13.00 42.00 42,00 13.00 12.00 24.00 12.00 24.00 12.00 12.00 12.00 24.00 12.00 24.00 12.00 12.00 12.00 24.00 12.00 24.00 12.00 12.00 -------.-------------------------------------------------------------------- I J_ Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)-------------------------------- 1 1 -4 ) 2 2 -5 3 3 -6 4 4 -7 5 5 -8 6 6 -9 7 1 -2 8 2 -3 9 4 -5 10 5 -6 11 7 -8 12 8 -9 ----------------------------------------------:----------------------------- BI,.C No. Basic Load Case Description Load Totals Nodal Point Dist. ---------------------------------------------------------------------------- 1 lateral 2 2 vertical 4 Nodal Loads, BLC 1: lateral -----------------------------------------------------~----------------------Node Nl,Ullber Global X Global Y Moment ------------------------(K)----------------.. (K) -----------------(K-ft)----I .,J 9 2.000 ·o.ooo 0.000 6 16.000 0.000 0.000 I ---~·-··-··---···· - -, I I I I I -I- I I' I I I I I- I I I RISA-2D (R) Version 3.01 Hope Architects and Engineers Structura1 Analysis !}Jt{1 Job -----Page ____ _ Date ----- ================-===============================.=========================== Member Point Loads,BLC 2: vertica1 ----------------------------------------.-----------------------------------Memb I J No Node Node Direction Magnitude Location ---------------------------------------(K,K-ft,F)-----------------(ft)------ 11 7 -8 Y -14.000 1.100 11 12 12 7 - 8 - 8 - 8 9 9 y y y -14 .'000 -14.000 -14.000 8.900 2.100 9.900 ------------------: ------0--------------------------------------------------- Load Combination No. Description Self wt BLC Dir Fae Fae BLC Fae BLC Fae BLC Fae BLC Fae W E DYNA S V ---------------------------------------------------------------------------- 1 LET.VERT y -l Dynamic Ana1ysis Data Number of modes (frequencies) Basic Load Case for masses ),Le mass direction of action Acce1eration of Gravity 1 1 Load Combination is 1: LET.VERT Nodal Displacements 2 1 3 None X on1y 32.20 ft/sec**2 ---------------------------------------------------------------------------- Node G1oba1 X Global Y Rotation ----------------.----(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00004 2 0.00000 -0.00000 -0.00008 3 0.00000 -0.00000 -0.00003 4 0.00675 -0.00163 -0.00001 5 0.00688 -0.00243 -0.00001 6 0.00748 -0.00304 -0.00000 7 0.00826 -0.00326 -0.00002 8 0.00826 -0.00446 -0.00000 9 0.00829 -0.00456 0.00001 Load Combination is 1 LET.VERT Spring Reactions ---------------------------------------------------------------------------- Node Global X Globf\l Y Moment ----------------------(K)----------------_-(K)--------------(K-ft)--------- 1 -2.87425 12.20647 0.00000 2 -11.47565 49.66623 0.00000 3 -3, 65009 29. 28980 0. 00000 Totals -18,00000 91. 16251 0.00000 I I I I I I I ,, I' I I I I .1· I ,,· •.. J 1: RISA-2D (R) Version 3,01 Hope Architects and Engineers Structural Analysis ------- Load Conµ>ination isl: LET.VERT Member End Forces Job -----Page ____ _ Date ----- ----------------------------------------------------------------------------Nodes ----------I-End --------------------J-End -------------------------------------------------- No I J Axial Shear Moment Axia,l. Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-4 14.11 2.87 9.00 -12.84 -2.87 11.12 2 2-5 47.95 11.48 l~.99 -45.78 -11.48 54 .. 87 3 3-6 25.84 3,65 11.76 -24.57 -3.65 13,79 4 '4-7 16.27 -0.10 0.06 -15.18 0.10 -0.67 5 5-8 40.31 0,94 o _ _._tey -38.14 -0.94 4_. __ 8.7 6 6-9 15.19 1.16 3,-12 -14 .10 -1.16 3.86 7 1-2 -o.oo -1.90 -9.97 o.oo 3.53 -14.47 8 2-3 o.oo -1.82 -11.76 -0.00 3.45 -11.96 9 4-5 -2.98 -3.43 -17.46 2,98 9.14 -39.08 10 5-6 -13.51 -3.67 -34.36 13.51 9.38 -24.38 11 7-8 0.10 15.18 -14.15 -o .10 18.53 -14.93 12 8-9 -0.84 19.61 4.62 0.84 14.10 6.16 Load Combination is 1 LET.VERT )AISC_Code_Checks ____________________________ ------------------------------ No 1 2 3 4 5 6 7 8 9 10 11 12 Nodes I J 1-4 2-, 5 3-6 4-7 5-8 6-9 1-2 2-3 4-5 5-6 7-8 8-9 Maximum 0 Member Quarter Points 1/4 1/2 3/4 -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculated - -Not Calculat~d - L Shear I HIIIIIII •••• m+nm ' •••• SHEET NO. t}J 'i:,q OF ____ _ JOB TlnE_. _______ JOB NO. ____ _ ENGR. ________ DATE -yPE ENGINEERING -;._ ----------------_ _ _ CHECKED BY_______ DATE 5tructural Ent;1ne..ers I I I I I I ·1· I ) I I I 1,. 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Ar= ~e>.lllf+P.~oe :::. /,IA-e> . ~ ._ .j_ :: J._ C ~' ~ ":t ~ I ,140 ~-\~1 I'? iv-=-b.~l":, t ---.. -.----.. ••• ~HttlNU. lt,,trl"" OF ___ _ JOBnne _______ JOBNO. ___ _ ' ••• ENGR. _______ Dt..TE -::-JPE ENGINEERJr:-,iG -· -----------_ -----__ CHECKEDBY ______ DATE I .I .-ctur11_ En;ineers I I I I I I) I I ,. I ,, I I_ .,J I NI w2. y..Jc, ~4 we l4'-~7 tz, c1rlDliY '°/o .fazce_ 1.60 ~.11-,Z,01 t,. t).60 j, 1'2. 2,51 P~Sc:, (9 I 1'2-1,,7)7 '·" o.e4 6i14 ~\~If> 0~ Of!; IJ.~s t).'B~ ~.w 4:2.B ~.~o tl, 1---Z.. 1.5'1 4, (Ct> . ~ -=F-~ :=-144.&, #Jo ~ t?,IZ-17,4 &'. \2-J7,4 t'.12-{7,4 4?.2A-~.B df)_t;,8 l/1 (p ('),,'Z-0 ·,ze~1 t:'. t'2-(7,4 )MCCI f~V. --. .,, I V~----- JOB nnE _______ JOB NO. ----- wl II.. . EN.GR. ________ Dt.TE .-,r:-1pE ENGINEERING . --------=----------_ CHECKED BY _______ DAJE > ..-ctural En;ineers - ·1 I I I I ·1 I I I I I I I I 1, I I I D D Wo, -~ · T'~~ w,0,-1..4-•. ?.> ~ Wo1 ~ ":;'2."' I "2--:: ~~4-tt h ,.. 0 ?~f; Yi-/ 1 V6itJ&r i;te, ~~ 1tJPt.JT ue,e.o ~ .. ·'P~~~ ~5 ~.+-.MJtklµctt-~. ~ ,AN-P Vfi;fl.T~'--1,,,-0~P~' C.~~, LOA.P A"f . NP.i,e.b (\/~~.) ·( "·~a -tPltD) ')I. "2A-/4 = ;,~e '--~ ~ ~~ '75 t;AY ·'116 I I .I I I I I RISA-2D (R) version 3.01 Hope Architects and Engineers Structural Analysis DAILY INDUSTRIAL BLDG Units Option us Standard AISC Code Checks No Shear Deformation: No P-Delta Effects No Redesign_ No Edge Forces Yes A. S .• I .F. 1.333 Job ____ _ Page ____ _ Date ----- I --------------------------------------------------------------------------Node Boundary CQnditions 1, I I I I I I ,, I I No x-coord Y-Coord x-dof Y-dof Rotation Temp. ---------~-(ft)----~---(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 1 0.00 o.oo R R R o.oo 2 o.oo 2.00 1 o.oo ) 3 o.oo 5.00 1 o.oo 4 o.oo 8.00 1 o.oo 5 o.oo ;u.so 1 o.oo 6 o.oo 15.00 1 o.oo 7 o.oo 18.00 1 o.oo 8 o.oo 21.00 1 0.00 9 o.oo 24.50 1 o.oo 10 o.oo 28.00 1 0.00 11 2.00 o.oo R R R 1.00 12 2.00 2.00 1 o.oo 13 2.00 5.00 1 o.oo 14 2.00 8.00 1 0.00 15 2.00 11.50 1 o.oo 16 2.00 15.00 1 0.00 17 2.00 18.00 1 o.oo 18 2.00 21.00 1 o.oo 19 2.00 24.50 1 o.oo 20 2·.00 28.00 1 0.00 21 6.00 o.oo R R R o.oo 22 6.00 2.00 1 o.oo 23 6.00 8,00· 1 0.00 24 (i. 00 · 11.50 1 o.oo 25 6.00 15.00 1 o.oo 26 6.00 21.00 1 o.oo 27 6.00 24.50 1 o.oo 28 6.0() 28.00 1 o.oo. -~~ 10.00 b.oo R .. R R o.oo 10.00 2.00 1 0.00 31 10.00 5.00 1 o.oo I W <;;v RISA-2D (R) Version 3.01 Hope Architects and Engineers Job I Structura1 Ana1ysis Page Date I DAILY INDUSTRIAL BLDG ==============-================-========·=================================== I ----------------------------------------------------------------------------. . Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. I -----------(ft)--------(ft)-----(in,K/in)----(in,K/in)---(r,K-ft/r)-----(F)- 32 10.00 8.00 1 o.oo 33 10.00 ll.50 1 o.oo ·1 34 10.00 15.00 1 o.oo 35 10.00 18.00 1 o.oo 36 10.00 21.00 1 o.oo 37 10.00 24.50 1 o.oo I 38 10.00 28.00 1 0.00 39 14.00 o.oo R R R 0.00 40 14,00 2.00 1 o.oo I 41 14.00 5.00 1 o.oo 42 14.oo 8.00 1 o.oo 43 14.00 11.50 1 o.oo I 44 14.00 15.00 1 o.oo 45 14.00 18.00 1 o.oo 46 14.00 21.00 1 o.oo 47 ·14.00 24.50 1 o.oo I'· ) 48 14.00 28.00 1 o.oo 49 18,00 0.00 R R R o.oo 50 18.00 2.00 1 o.oo I 51 18.00 8.00 1 o.oo 52 18.00 11.50 1 o.oo 53 18.00 15.00 1 o.oo 54 18,00 21.00 1 o.oo 1· 55 18.00 24.50 1 o.oo 56 18.00 28.00 1 o.oo 57 22.00 o.oo R R R o.oo I 58 22.00 ~.00 1 o.oo 59 22.00 5.00 1 o.oo 60 22.00 8.00 1 o.oo I 61 22.00 11.50 1 o.oo 62 2~.00 15.00 1 o.oo 63 22.00 18.00 1 o.oo 64 22.00 21.00 1 0.00 1· 65 22.00 24.50 1 o.oo 66 22.00 28.00 1 o.oo 67 24,00 0.00 R R R 0.00 I 68 24.00 2.00 1 o.oo 69 24 •. 00 5.00 1 o.oo 70 24.00 8.00 1 o.oo 71 24.00 11.50 1 0.00 I 72 24.00 15.00 1 0.00 . ·,_);! 24.00 18.00 1 o.oo 24.00 21.00 ·1 o.oo ,.· 75 24.00 24.50 1 0.00 - , 76 24.00 28.00 1 o.oo I I I I I I I I I I I I I I I ,. I RISA-2D (R) Version 3.01 Hope Architects and Engineers Job -----Structural Analysis Page __ -'---- Date ----- DAILY INDUSTRIAL BLDG ============================================================================ -------------.------------------------------------------------ Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)--------(K/ft3)------(Ksi)---- CONC 4000.00 0,30000 .0.65000 0.150 0.000 -----------------------"----------------------------------------------------Panel Panel Corners Matl Number UL UR LR LL Thickness Set -----------~-------------~-----------------------(in)---------------------- 1 2 12 11 1 7 , 250 CONC 2 3 13 12 2 7 . 250 CONC 3 4 14 13 3 7. 250 CONC 4 5 15 14 4 7.250 CONC 5 6 16 15 5 7,250 CONC 6 7 17 16 6 7 .250 · CONC 7 8 18 17 7 7,250 CONC 8 9 19 18 8 7.250 CONC 9 10 20 19 9 7,250 CONC 10 12 22 21 11 7.250 CONC ) 11 15 24 23 14 7.250 CONC 12 16 25 24 15 7.250 CONC 13 19 27 26 18 7.250 CONC 14 20 28 27 19 7,250 CONC 15 22 30 29 21 7.250 CONC 16 24 33 32 23 7.250 CONC 17 25 34 33 24 7.250 CONC 18 27 37 36 26 7.250 CONC 19 28 38 37 21 7,250 CONC 20 30 40 39 29 7.250 CONC 21 31 41 40 30 7.250 CONC 22 32 42 41 31 7,250 CONC 23 33 43 42 32 7,250 CONC 24 34 44 43 33 7.250 CONC 25 35 45 44 34 7.250 CONC 26 36 46 45 35 7.250 CONC 27 37 47 46 36 7.250 CONC 28 38 48 47 37 7.250 CONC 29 40 50 49 39 7.250 CONC 30 43 52 51 42 7,250 CONC 31 44 53 52 43 7.250 CONC 32 47 55 54 46 · 7 .250 CONC 33 48 56 55 47 7,250 CONC 34 50 58 57 49 7,250 CONC 35 52 61 60 51 7.250 CONC 36 53 62 61 52 7.250 CONC 1· :J •, '-._ 37 55 65 64 54 7.250 CONC 38 56 66 65 55 7.250 CONC I 39 58 68 67 57 7.250 CONC I· I I ·1 I I I I I I I I I I I I RISA-2D (R) Version 3.01 Hope Architects and Engineers Job ------structural Analysis Page ____ _ Date ----- DAILY INDUSTRIAL BLDG ------------------------------··--------------------------------------------- Panel Panel Corners Matl Number UL UR LR LL Thickness Set ------------------------------------------.------(in)---------------------- 40 59 69 68 58 7.250 CONC 41 42 43 44 45 46 47 BLC No. 60 61 62 63 64 65 66 70 69 7.1 70 72 71 73 72 74 73 75 74 76 75 Basic Load Case Description 59 60 61 62 63 64 65 7.250 CONC 7.250 CONC 7.250 CONC 7.250 CONC 7.250 CONC 7.250 CONC 7.250 CONC Load Totals Nodal Point Dist. -----------.------------·---------------------------------------------------1 LATERAL 2 VERTICAL 2 4 Jodal_:~~~~:-~:~-=~-~=~~------------------------------------------------- Node Number Global X Global Y Moment ------------------------(K)------------------(K)----· -------------(K-ft)---- 76 17.400 0.000 0.000 72 2.570 0.000 0.000 Nodal Loads, BLC 2: VERTICAL ---------------~----------------------------------------------------------- Node Number Global X Global Y Moment ------------------------(K)-----------------(K)------------------(K-ft)---- 20 Q.000 -7.500 0.000 38 48 66 Load Combination No. Description 0.000 0.000 0.000 Self wt BLC Dir Fae Fae BLC Fae -7.500 -7.500 -7.500 BLC Fae BLC Fae BLC Fae 0.000 0.000 0.000 W E DYNA S V -------------------------------------------·· ------------------------------- 1 LAT·+ VERT y -1 1 1 2 1 ,. ') ,~- ·I --------·· .. ·--·· RISA-2D (R) Version 3.01 Hope Arc~itects and Engineers structurai Analysis DAILY INDUSTRIAL BLDG ------==== Dynamic Analysis Data Number of modes (freque~cies) 3 Basic Load Case for masses BLC mass direction of action Acceleration of Gravity None X only 32.20 ft/sec**2 Load Combination is 1 : LAT+ VERT Nodal Displacements Job -----Page ____ _ ·Date ----- I I I I I I I Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- I I I· ) -I I I I . : __ J I I 1 0.00000 0.00000 0.00000 i 0.00038 0.00060 0.00000 ~ 0.00260 0,00119 0.00000 4 0.00504 0.00098 0.00000 5 0.00630 0.00072 0.00000 6 0.00756 0.00095 0.00000 7 0.01032 0.00122 0.00000 8 0.01340 0.00068 0.00000 9 0.01523 0.00002 0.00000 10 0.01658 -0.00014 0.00000 11 0.00000 -0.00000 0.00000 12 0.00025 -0.00016 0.00000 13 0.00258 -0.00049 0.00000 14 0,00510 -0.00005 0.00000 15 0.00631 0.00007 0.00000 16 0.00751 -0.00012 0.00000 17 0.01037 -0.00085 0.00000 18 0.01353 -0.00081 0.00000 19 0.01527 -0.00083 0.00000 20 0.01657 -0.00108 0.00000 21 0.00000 -0.00000 0.00000 22 0.00003 0.00002 0.00000 23 0,00528 -0.00081 0.00000 24 0.00626 -0.00074 0.00000 25 0,()0741 -0.00073 0.00000 26 0.01388 -0.00229 0.00000 27 0.01520 -0.00224 0.00000 28 0.01666 -0.00221 0.00000 29 0.00000 -0.00000 0.00000 30 0.00021 0.00002 0.00000 31 0.00216 0.00006 0.00000 32 0.00490 -0.00102 0.00000 33 0.00634 -0.00164 0.00000 34 0.00791 -0.00189 0.00000 35 0.01073 -0.00192 0.00000 36 0.01373 -0.00296 0.00000 I I RISA-2D (R)_ .version 3. 01 Hope Architects and Engineers .Structural Analysis DAILY INDUSTRIAL BLDG Job -----Page ____ _ Date ----- I I I I I Node Global X Global Y Rotation ---------------------(in)----------------(in)----------------(rad)--------- I I 1: ) I I I I I I .) I I 37 0.01542 -0.00357 0.00000 38 0.01695 -0.00399 0.00000 39 0.00000 -b.00000 0.00000 40 0.00034 -0.00070 0.00000 41 0.00257 -0.00248 0.00000 42 0.00502 -0.00308 0.00000 43 0.00663 -0.00347 0.00000 44 0.00808 -0.00411 0.00000 45 0,01099 -0.00525 0.00000 46 0.01384 -0.00532 0.00000 47 0,01578 -0.00543 0.00000 48 0.01732 -0.005,70 0.00000 49 0.00000 -0.00000 0.00000 50 0.00005 0.00019 0.00000 51 0.00552 -0.00476 0.00000 52 0.00664 -0.00463 0.00000 53 0.00789 -0.00449 0.00000 54 0.01417 -0.00718 0.00000 55 0.01595 -0.00713 0.00000 56 0.01786 -0.00715 0.00000 57 -0.00000 -0.00000 0.00000 58 0.00047 -0.00035 0.00000 59 0.00351 -0.00207 0.00000 60 0.00572 -0.00459 0.00000 61 0.00657 -0.00556 0.00000 62 0.00838 -0.00616 0.00000 63 0.01149 -0.00713 0.00000 64 0 .01411 -0.00858 0.00000 65 0,01615 -0.00906 0.00000 66 0.01893 -0.00959 0.00000 67 0.00000 -0.00000 0.00000 68 0.00096 -0.00185 0.00000 69 0.00389 -0.00388 0.00000 70 Q.00594 -0.00495 0.00000 71 0.00671 -0.00626 0.00000 72 0.00872 -0 .00786' 0.00000 73 0.01169 -0.00908 0.00000 74 0.01425 -0.00967 0.00000 75 0.01613 -0.01047 0.00000 76 0.01989 -0.01117 0.00000 '.,, I I I I I I I I I ,, I I I I I I RISA-2D (R) Version 3.01 Hope Architects and Engineers Structural Analysi$ DAILY INDUSTRIAL BLDG =============- Load Combination is 1 Spring Reactions ------·------- LAT+ VE~T . . Job -----Page ___ _ Date ---- ---------------------------------------------------------------------------- Node Global X Global Y Moment ---------------------(K)-----------------(K)--·------------(K-ft)--------- 1 -0.14166 -5.45087 0.00000 11 -0.69841 2.27419 0.00000 21 -4.15848 1.44672 0.00000 29 -0.67593 5.86347 0.00000 39 -5. 81108 27.19148 0.00000 49 -7.45566 3.95485 0.00000 57 1.90239 16.63272 0.00000 67 -2.93116 21. 58745 0.00000 Totals -19.97000 73.50000 0.00000 Load Combination is 1 . LAT + VERT . Panel Edge Forces -----------· -·------------------------------------------------------------Panel Top Right Bottom Left .)No X Y X Y X Y X Y ~------(K)------(K)------(K)------(K)------(K)------(K)------(K)------(K)--- 1 -0.70 6.53 0.08 -0.52 0.70 -6.17 -0.08 0.88 2 3.33 2.~8 -2.26 5.26 -3.33 -1.84 2.26 -4.72 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 3.33 -1.44 -1.74 3.35 3.35 -1.74 -1.56 4.12 5.14 7.01 3.31 3.50 2.68 9.24 5.80 7.98 1.74 2.20 12.93 12.93 2.93 -0.64 0.43 -4.62 -4.08 -5.14 -3.28 -5.24 4.80 -3.51 2.30 -3.21 2.43 -10.83 -1.06 -9.42 -3.93 -20.72 -33.81 -32.72 2.09 5.26 1.33 -2.20 -1.13 -2.73 -2.29 5.29 2.01 5.29 1.40 -2.72 -,1.09 -2.41 -2.49 2 .42 2.83 5.13 -2.85 6.77 4.03 3.53 -0.69 3.70 1.67 1.70 -6.86 8.72 6.84 5.71 -1.85 7.61 5.20 2.15 -2.25 1.46 --1. 92 10.24 -1.80 10.24 -3.33 -2.38 -2.09 -4. 72 1.44 1.27 -1.33 2.83 1.74 0.20 1.13 3.36 -3.35 5.16 2.29 -4.75 -3.35 4.62 -2.01 -4.75 1.74 5. 77 -1.40 3.36 1.56 3.91 1.09 3.04 -4.12 5.97 2.49 -1.70 -5.14 -3.53 -2.83 -3.86 -7..01 4.78 2.85 -5.50 -3.31 -1.03 -4.03 -2.26 -3.50 . 4.48 0.69 -2.43 -2.68 ;..1. 70 -1.67 -0.98 -9.24 12.10 6.86 -7.45 -5.80 2.33 -6.84 -4.44 -7.98 10.69 1.85 -6.34 -1.74 5.20 -5.20 -0.89 -2.20 21.44 2.25 -0.74 -12.93 34.90 1.92 -9.16 -12.93 33.81 1.80 -9.16 I 23 24 ·,J25 -2.20 -15, 9.4 0.76 -1.29 2.20 17.20 -0.76 2.56 -3.38 -13.20 2.W -2.32 3.38 14.47 -2.20 3.59 11.74 -22.40 -0.53 9.35 -11. 74 23.48 0.53 -8.26 I 26 27 11.74 -21.:31 -0.93 9·,35 -11. 74 22.40. 0.93 -8.26 -0.31 -10.16 3.21 0.3i 0.31 11.43 -3.21 0.90 I I RISA-2D (R) Version 3.01. Hope Architects and Engineers Job -----I Structural Analysis Page ___ _ Date ---- DAILY INDUSTRIAL BLDG I I I I I I I I I I I I I I ==--====--------------------------------------------------------=---------== ----------------------------------------------------------------------------Panel Top Right Bottom Left No X y X y X y X y -------(K)------(K)------(K)------(K)------(K)------(K)------(K)------(K)--- 28 -0.40 -8.44 6.93 0.29 0,40 9. 71 -6.93 0.98 29 9.27 -17.20 -4.77 5.00 -9.27 17.93 4.77 -4.27 30 1.67 -1.65 5.99 2,09 -1.67 2,92 -5.99 -0.82 31 8.62 -9.15 -4.82 8.18 -8.62 10.42 4.82 -6.91 32 3.88 2,05 6,67 4.03 -3.88 -o. 78 -6.67 -2.76 33 4.42 -1.48 8.42 4.50 -4.42 2.75 -8.42 -3.23 34 2.81 -2.50 2.68 1.77 -2.81 3.22 -2.68 -1.04 35 8.28 -14.16 -2.39 7.88 -8.28 15.43 2,39 -6.61 36 4.91 -5. 71 3.56 4.93 -4.91 6.97 -3.56 -3.66 37 5,70 -6.44 0.01 5.62 -5.70 . 7.71 -0.01 -4.36 38 5,50 -3.36 15.08 5.45 -5.50 4.63 -15.08 -4.18 39 -0.40 -32.45 -2.81 -0.22 0.40 · 32.81 2,81 0.58 40 3.71 -35.55 2.50 5.84 -3.71 36.09 -2.50 -5.29 41 3.71 -35.00 -2.96 5 .8·4 -3.71 35.55 2.96 -5.29 42 -0.72 -18.77 -0.78 -0.94 o. 72 19 .41 0.78 1.57 43 -1.26 -17.39 3.-00 -1.88 1.26 18.02 -3.00 2.52 )44 2.31 -20.38 2.43 3.74 -2.31 20.93 -2,43 -3.20 45 2.31 -19,84 -1.77 3,74 -2.31 20.38 1.77 -3.20 46 -1.43 -10.80 -2.98 -2.18 1.43 11.44 2.98 2.81 47 4.19 -6.30 20.41 7.66 -4.19 6.93 -20.41 -7.02 I . ~ .. ) I I I Units Option 'I -1\.ISC Code Checks US Standard 9th Edition ASD I I Shear Deformation: No P-Delta Effects No Redesign . No Edge Forces Yes I A.S.I.F. 1.333 I I I I I I I I I I I -------------------------------------:-------------------------------------- Node Boundary Conditions No _X-Coord Y-Coord X-dof Y-dof _ Rotation Temp. -----------(ft)--------(ft)-----(in,K/in)-----(in,K/in)---(r,K-ft/r)-----(F)- ) 1 -~ 0.00 0.00 R R 0,00 2 12,00 0.00 R R 0,00 3 24.00 4 -~ o.oo 5 : 12 .oo 6 ' · 24 .oo 0,00 R R 0.00 11.50 11.50 li.50 \ ~, @ o.oo o.oo o.oo I I I I I I I I I I I I I I Job RISA-2D (R) Version 3.01 Hope Architects and Engineers -----Structural Analysis Page ____ _ Date ----- =================== -.=====================·--------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft)--------(ft)-----(in,K/in)----(in,K/i~)---(r,K-ft/r)-----(F)- 7 o.oo 24.50 o.oo 8 12. 00 24. so O. 00 9 24.00 24.50 o.oo ------------------------------------------· ---------------------------------Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------~------(Ksi)----------------------~(F)--------(K/ft3)------(Ksi)---- 4000.00 0.30000 0.65000 0.150 0.000 ---------------·------------------------------------· -----------------------Section Database Matl. Area. Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA2)--------(inA4)----------------- peirl 174.00 8352.000 1.20 peir2 348.00 66816.000 1.20 )eaml 174.00 8352.000 1.20 beam2 60.9. 00 358092. 000 1. 20 ----------------------------------------------------------------------------. . I J I Releases J End Offsets No Node-Node Section X y z X y z Sec Sway I J Length -----------------------------------------------------(in)----(in)------(ft) 1 1 -4 peirl 12.00 42.00 11.50 2 2 -5 peir2 24.00 42.00 11.50 3 3 -6 peirl 12.00 42.00 11.50 4 4 -7 peirl 42.00 42.00 13.00 5 5 -8 peir2 42.00 42.00 13.00 6 6 -9 peirl 42.00 42.00 13.00 7 1 -2 beaml 12.00 24.00 12.00 8 2 -3 beaml 24.00 12.00 12.00 9 4 -5 beam2 12.00 24.00 12.00 10 5 -6 beam2 24.00 12.00 12.00 11 7 -8 beam2 12.00 24.00 12.00 12 8 -9 beam2 24.00 12.00 12.00 ----------------------------------------------------------------------------I J Unbraced Lengths K Factors Bending coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 1 1 1 -4 2 2 -5 ~J 3 3 -6 I : : -! I I I I I I I I I I -1 I I I I I .RISA-2D (R) Version 3 .01 Hope Architects and Engineers Structural Analysis Job ------Page ____ _ Date ----- ----------------------, ----------------------------------------------------- I J UIµ)raced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 6 6 -9 7 1 -2 8 2 -3 9 4 -5 10 5 -6 11 7 -8 12 ·s -9 ---------------------------------------------------.------------------------BLC No. 1 lateral 2 vertical Basic Load Case Description Nodal Loads, BLC 1: lateral Load Totals Nodal Point Dist. 2 4 J-------------------------------------------------------------------------Node Number Global X Global Y Moment ------------------------(K)-----------------(K)------------------(K-ft)---- 9 17~400 0.000 0.000 6 . 2,570 0.000 0.000 Member Point Loads,BLC 2: vertical ---------------------------------------------------------------------------- Memb I J No Node Node Direction Magnitude Location -----------·--------------------------(K,~-ft,F) ----------------(ft)------ 11 7 -8 Y -7.500 1.100 11 7 -8 Y -7.500 8.900 12 12 8 ,;_ 8 - 9 9 y y -7.500 -7.500 2.100 9.900 ----------------------------------------------------------------------------Load Combination No. Description Self Wt BLC BLC BLC BLC BLC Dir Fae Fae Fae Fae Fae Fae W E DYNA S V ---------------------------------------------------·------------------------ 1 LET.VERT . y -1 1 1 -2 1 Dynamic Analysis Data I. Number of modes (frequencies) : Jasic Load Case for masses I' BLC ma~s direction of action Acceleration of Gravity 3 None X onl·y 32.20.ft/sec**2 I ----J~-... -.-,_...,.,... ... .,,,....~--------· --. - I I I- I I I I I I 1- I I I I I I RISA-2D (R) Version 3.oi Ho~e Architects and Engineers Structural Analysis Job -----Page ____ _ Date ========· ====·============================================================== Load Combination is 1: LET.VERT Nodal Displacements -----------------------------"---------------------------------------------- Node Global X Global Y Rotation ---------------------(in)---------------(in)----------------(rad)--------- 1 0.00000 0.00000 -0.00005 2 0.00000 -0.00000 -0.00009 3 0.00000 -0.00000 -0.00004 4 0.00865 0.00020 -0.00001 5 0.00870 -0.00167 -0.00002 6 0.00881 -0.00349 -0.00001 7 0.01338 -0.00037 -0.00002 8 0.01349 -0.00293 -0.00002 9 0.01409 -0.00492 -0.00001 Load Combina:tion is 1 LET.VERT Spring React:i.ons -----------------------·----------------------------------------------------- ') Node. Global X Global · Y Moment y---------------------(K)-----------------(K)---------------(K-ft)--------- 1 -3.45992 -3.37892 0.00000 2 -12.53114 35.18243 0.00000 3 -3.91a94 33.35899 0.00000 Totals -19.97000 65.16250 0.00000 Load Combination is 1 : LET.VERT Member End Forces -----------------------------·---------------------------------------------- Nodes =========I-End========== ===== ==== J-End ========== No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-4 -1.00 3.46 10.96 2.27 -3.46 13.26 2 3 4 5 6 7 8 9 10 11 2- 3- 4- 5- 6- 1- 2- 4- 5- 7- 5 6 7 8 9 2 3 5 6 8 33.34 12.53 29.56 ;3.98 6.05 2.34 25.41 11.13 14.30 3.93 -0.00 -2.38 0 .. oo -2.16 -1.12 -8.33 -2.52 -8.28 -2.34 4.97 17.51 -31.16 -12.53 57.68 13.09 -28.29 -3.98 14.76 7.36 -4.97 -2.34 6.69 32.25 -23.24 -11.13 34.50 11.72 -13.21 -3.93 11.88 -12.05 o.oo 4.01 -16.69 -13.54 -0.00 3.80 -13.28 -32.59 1.12 14.04 -68.03 -60.05 2.52 13.99 -40.18 -19.85 2.34 15.74 -36.14 I _12 ~) 8-9 -13.47 7.49 -20.81 13.47 13. 21 -12.43 I I I I I I I I I I I I I I I I I I RISA-2D (R) Version 3,01 Hope Architects and Engineers Structural Analysis uJCo1 Job -----Page ____ _ Date ----- ---------------. -----,------------------------- Load CoJllbination is 1 : LET.VERT AISC Code Checks ---------------------------------------------------------------------------- No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 ' ' ' L Shear ---------------------------------------------------------------------------- 1 1-4 -Not Calculated - 2 2-5 -Not Calculated - 3 3-6 -Not Calculated - 4 4-7 -Not Calculated - 5 5-8 -Not Calculated - 6 6-9 -Not Calculated - 7 1-2 .,.. Not Calculated - 8 2-3 -Not Calculated' - 9 4-5 -Not Calculated -- 10 5-6 -Not Calculated - 11 7-8 -Not Calculated - 12 8-9 -Not Calculated - ) I (.J I I I I- I I I I I I I I ) I I I I I I l,J I I W ~ d, L t"-J6 ® Cl-l~ck WltJ..,l. BTJJN e,12-IOS. 010) AldJ~ ® CAN 5fA ,J Hof:!IZ. , i,,) CHE.cit! ?,qNfE-.l-To Sf>t:JN BTWN l ~r. Fl..oolf.. ~ Lf=-YSL "X '' ii) CHE.cit! el..E..MSN-,-a-be. d T-o Spl"tl'I F~t1 (!) To ® t::ue. -ro ITS Lo/4 o ,+ · -- LDA-D /:Je..oM ( ,t,') b C> o- Fp ~ (o,"3)( ~ X 1-r;-o pc-F ;x. /'Z. 1 X 7') /z.. /Z- • I F,-:: 11 l"12-_,, --. F~ = (:c,,:?:,) C 1-;; 'X I~ pc--F X 2o 1 X. rd) Ff:' f,-= _'32-6'3 F,.-= '-I, i..fo~ zc:,' x ~' I 1.o 0 d:" /\ ' ' / l c., ·LiaVe.L- ~ "X"l b v' r1; 7i ' J 1 I"/ ,sr. flf.:~ ~ __ 1z'->I I I- I I I I I I I I··. ) I I I I I I ~) I I C.H ~ J<./IN-'--,:Sib-I rJ q~I PS (C<::>tJ7, ) 0,@ '' /ls r-4 . .::: (2Cj~o){_;2...) = . /'12-1:..iz /FT. (bor a::x:> X. &'!{":>{. 1>.62-s) w :: -g7 psf :fit./ I V = w-1 /z = C~7 ')Lz.o)Jz. V = -z701t w::. ~.1-, (fZ/oof):::. {I./Z 1Xll)(lzp:r) _ ,,;;,6,K f'P ,1,., (.MG-'ZZ-) ;; ( '2./')(. !&')( ZB fSF) .::. q, t;;,t_ IS:,o"'- M ::: {_ '710 )( C.' )(_101 ) == Z'Z I z.' -~ 1.,,1 3\ ,_k 11a.if,..::: (zt.t::,t,(s,·)(1z.1 ,;..i,,1 == 21.7 I ., I z. -z .z... + 1 s =-, , zer Z/,7 ~ . : O,~, • J ij , I U.5£ TS ·&:>X: (p X 7z. , __ , __ ; , , :>r11:t:INU. .,_, ( V Of _____ _ ~~,~--111t1111.111:r~:-=x. .-~--;--------;~ ~:·_·:·_~; ~----JOB Till. -;;t-·35Aj i.:;.y "N i?V'$.FIA-L- ---~---_, rs· -:--: -. --' --" -JOB NO.---c·-·tg=-t..·· ~~-..::..;::_ __ 3;-··::-·i··· ; __ ~ ... ;: . --. : L , . ,. -: .. -. . ENGR._· _,_._·_--'z.'--'· p_--·_r;;,_-_· ___ DATE I HC),FiE{ ik-N:cii.1~r;iEERIN.G; . . . • 'r. ±-;' ---':-.. -::,--::1 ::---...,. _:___...,., --e---_.:._ _ -'--_ CHECKED BY ________ DATE S 1 u __ c t_u !,a_l _;e_n i; in e-e _rs · · 1· I -- I I I I I •. ./ I ;l I I / . I I I I ~··· Hi. t /,,JIPT H -. I . ...., G ' .. , V. ilf!!?.\ ----?_-,:~-tf /; v~ ::: B p.F,..,.._·. z. /--= ,.~ V -c...,.., -#A) ·C 1·1,,-a.'>· ~ --e,.,-JL 1· . --.. ,~-. q ~ -'f.'~ B = ,z.e,' _,, : 7,2b .:.= 2·2./ u~1rt:1Are. "SH&:-1,e.. sr~e~?i$. = vu . ..:: J:;..t..::-2J:.1.:.'10i:::..: ... ~:..::.:-J~-c..::.::1~·-=-'r::::::..) ___ -= . , . ,C'1.~~)(.'Z-'1'-X /Z-) ~:,.b) 2:>>r:··11 = i ztq k .IC 1Jdo ·; ;--·,SI 2-. •-~ c1;41.) ::. I J.401-u:. ,z,11 .. = :.tti-1 ">l,.ss-;;.c 11 'J -,._ trz ,sFJL.i1-)c .. ~s:) c. 21-)t.11') . . I ~J<. . l,t. = __ t;7..o + 5¥'-· -- T--- ,;_ ,_ ~ ,_ I z._ #=~ 1: .... . ; \ --. .. .. . ·-__ : -_,._0_. -~ _. --: -----~ I •• :' t -~ j ~;-. --_, . •. o,~, ' , ______ ... ~~----·-· . -- ~---1• I;.-.----. m+•• ~11•• ' )Httl NV. Vt ( I Of ___ _ Josmu ______ _ JOB NO. ___ _ ,,...·"'"'PE _:=N~INEERING ;-:: -,-n -~ ----------CHECKED BY ______ _ ·• • • • r s DATE ENGR. _______ _ Dt..TE I I I I I I I 1:. ) I I I I I I I -~-) I I .. C I I.I r a I ~\T\~~ te,.6-0 l-o~D -_. C: ,~ : 'l~l1 -r1~ -~ )..;D'D•L :. '2..1CP ,. 61 t:. '2 1 "t 1 ~ • (A)i.. fl F'" ~ 4~'2 ..s 4 14 fl~ 1-HOPE ENGINEERING STRUCTURAL CALCULATIONS Title-: Scope: I. Number: Misc Dsngr: Date:10-Jul-95 I . -TILT-UP CONCRETE WALL PANEL STRIP DESIGN Page ------------------------------------------------------------------------ I· I I I I' I ,-) I I I I I I I .. _ ~_) I I DESCRIPTION>> DAILY INDUSTRIAL BLDG. >> SLENDER WALL -TY~ICAL LINE E -----------WALL DATA---------------------DESIGN DATA---------- CLEAR WALL HT. = 2 5 ft f 'c CONCRETE = PARAPET ijEIGHT = 3 ft Fy : REINF. = WALL THICKNESS = 7.25 in PHI REBAR SIZE # 5 S~ISMIC ZONE = REBAR SPACING = 16 in WALL: ZICp DEPTH TO STEEL = 3.25 in PARAPET: ZICp = = CONCRETE WEIGHT = 150 pcf COMBINE LL & ST ? MAX DEFL. RATIO = 150 INCLUDE PARAPET ? Ht/ Thk Ratio = 41.4 MIN VERT STEEL = MIN HORIZ STEEL = = % FIXITY@ BASE ---> 3,500 60,000 0.90 4 0.3 0.3 N y psi psi y/n y/n 0.0020 % 0.0012 % % ' .. Max. Vert. Spacing Max. Horiz.Spacing = 18.00 in 18.00 in ---------LATERAL LOADS----~----- (Always internally set to 0% when UBC method is used!!) --------VERTICAL LOADS---------- WIND LOAD = 20 psf POINT LATERAL LOAD = # •.. HEIGHT FROM BASE = ft ••. 1:Seismic,2:Wind ? 2 w/s UNIFORM LATERAL LOAD= plf .•• HT TO TOP OF LOAD= ft ••• HT TO BOTTOM II II= ft ..• 1:Seismic,2:Wind ? w/s ROOF/FLOOR LOADS: ...•. _DEAD LOAD ..•.• LIVE LOAD •.... LOAD ECC. ADDL. DEAD LOAD 11 LIVE LOAD = = = = = 276 276 5.63 plf plf in plf plf\ -----------------------CHOICE OF DESIGN METHOD ---------------------1988 UBC 2614(i) "Slender Wall" Enter --> 1 --------- ACI Method #1: Eq. 9-7 and iterate def·lections --> 2 >> 1 << 11 " #2: Eq. 9-7 w/ deflection @ Mn --> · 3 --------- Empirical Method #1: Use Icr and iterate --> 4 11 11 #2: Use Icr and def 1. @ Mn --> 5 ---------DESIGN SUMMARY--------~--------Seismic---------Wind---- Moment Capacity: Mn * Phi 44,336 in-# 42,853 in# Applied Moments: Mu @ Mid-Height = 42,358 in-# 24,215 II Mu @ Top of Wall = 4,231 3,009 II Actual Axial Stress = 19 psi 19 psi Allow. Axial stress= 0.04 f'c = 140 II 140 II Max. As %: 0.6 * RhoBal = 0.014 . vs . 0.0060 9.:-0.0060 9.:-. 0 0 Maximum Service Deflection = 0.188 in 0.140 in Height/Service Deflection Ratio = 1,600 2,146 ------FACTORED LOAD ANALYSIS ------Seismic -----Wind Basic Deflection w/o P-Pelta = 0.26 in 0.18 in ' Basic Mom·ent w/o P-Delta = 35,744 in-# 24,034 in-# Excess over Cracking Moment = 11,262 in-# in-# Maximum Deflection w/Factored Loads = 4.86 in 0.18 in Mu . Maximum Moment @ Convergence = 42,358 in-# 2-4, 215 in-# . •••• Governing ACI Equation . 9-2 . 9-2 . ------SERVICE LOAD ANALYSIS ------Seismic -----Wind I HOPE ENGINEERI,NG STRUCTURAL CALCULATIONS Title .. : Scope: I Number: Misc Dsngr: Date:10-Jul-95 ------------------------------------------------------------------------I-----------------==~==~:-~~~~~~=~-~~~~-:~~~-~=~=:-~~~=~~--------:~~=--- I ,, I I 1· I I I ·1 I I 1· I Basic D,eflection w/o P-Delta = 0.19 in 0.14 in Basic Moment w/o P-Delta = 25,531 in-# 18,987 in-# Excess over cracking Moment = in-# in-# Maximum Deflecti9n w/Service Loads = 0.19 in 0.14 in Maximum Moment @ Converg~nce = 25,715 in-# 19,124 in-# -------------,.--------------LOAD SUMMARY------------------------------- All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+l.275L+l.275W Eq. 9-3: 0.9D + 1.3W 1.05D+l.275L+l.403E 0.9D + 1.43E t Wall Weight Vertical Loads: P-Axial P-Wall = = = 90.6 psf 276 plf 1, 405· II ------- Total Service = 1,681 plf ---------------------------ANALYSIS E :57,000*(f'cA.5)= 3.4E+06 psi n: 29,000/Ec = 8.60 Fr: 5 * (f'cA.5) = 295.8 psi Wl:Wall Wt* ZICp = W2:Parapet Wt* ZICp = Seismic Pu-Axial = 386 Pu-Wall· = 1,967 ------- 27.2 psf 27.2 Wind 290 plf 1,475 II ------- Total Fact. = 2,353 1,765 plf VALUES---------------------------- S-gross = 105.1 inA3 Mer= S * Fr = 31,096 in-# Rho balanced = 0.02494 Seismic ---Wind As(eff) = [ Pu:tot + (As*Fy) ] / FY = o.272 inA2/ft 0.262 inA2 'a'= (As*Fy + Pu) /(.85*f'c*12) = 'c'= 'a'/ .85 = I-gross = J-,.cracked = I-effective (ACI) = Phi : Capacity Reduction Factor = Mn = As ( ef f) * Fy * ,( d -a/ 2 ) = 0.457 in 0.440 in 0.537 in 0.518 in 381.1 inA4 381.1 inA4 17.8 II 17.4 II II II 0.9 49,262 in-# 0.9 \. 47,614 in-# ------------------ :K.1---t:::--·. )MCCll'fV. Y"(-( U~---- JOBTITIE___,. ______ JOBNO. ___ _ r__, ii • • ENGR.----'--. _______ Dt..TE ·7PE ENGINEERING · · --------· ---------__ CHECKED BY--,-______ DATE :" .. ctural En;ineers .1 I I I I I I t> ----- :i:n .. ,; I tZ. i /n 1 L..L.. ~ rz # /tJ I I I I I UJD ' I Tl216. vJ1.DTH · 2-'? I' I •:,) I I ~ ... -----&-------------··-.---------~-- l,,..)L '. t,\)p 'F ,Z?::>_J<.. /2 ~ '2.1U t I I I TlZlf:>, WIDfij . '2~ ()J L.. --; 2,:, ·~ I -z.. -= -z '1 LP ~ I I I I I I I I I I I I I I I I I I DESCRIPTION>> DAILY INDUSTRIAL BLDG >> SLENDER WALL -E4 ------------WALL DATA----------- CLEAR WALL HT. = 25 ft ----------DESIGN DATA f'c CONCRETE = 3,500 = 60,000 0.90 4 psi psi = 3 ft = 7.25 in # 7 = 14 in = 3.25 in = 150 pcf Fy PHI : REINF. SEISMIC ZONE WALL: ZICp PARAPET: ZICp COMBINE LL & ST ? = = = 0.3 0.8 N y/n PARAPET HEIGHT WALL THICKNESS REBAR SIZE REBAR SPACING DEPTH TO STEEL CONCRETE WEIGHT MAX DEFI.i. RATIO Ht/ Thk Ratio = 150 INCLUDE PARAPET ? Y y/n = 41.4 MIN VERT STEEL = 0,0020 % MIN ijORIZ STEEL = 0.0012 % Max. Vert. Spacing = Max. Horiz.Spacing = 18.00 in % FIXITY@ BASE ---> 0 % ---------LATERAL LOADS 18.00 in ---------- (Always internally set to 0% when UBC method is used!!) --------VERTICAL LOADS---------- WIND LOAD = POINT LATERAL LOAD = ••• HEIGHT FROM BASE = ••• l:Seismic,2:Wind ?. 20 0 ·O 2 psf # ft w/s ROOF/FLOOR LOADS: ••••• DEAD LOAD •••• ,LIVE LOAD •••. ,LOAD ECC, UNIFORM LATERAL LOAD ••• HT TO TOP OF LOAD = 40.9 = 25 plf ft ADDL, DEAD LOAD LIVE LOAD ... HT TO BOTTOM" = 14 ft ••• l:Seismic,2:Wind ? 1 w/s -----------------------CHOICE OF DESIGN METHOD 1988 UBC 2614(i) "Slender Wall" Enter --> ACI Method #1: Eq. 9-7 and iterate deflections --> 11 11 #2: Eq. 9-7 w/ deflection @ Mn --> Empirical Method #1: Use Icr and iterate --> " " #2.: Use Icr and defl. @ Mn --> l 2 3 4 5 -1---------DESIGN SUMMARY ________ ..; ________ Seismic , Moment Capacity: Mn * Phi = 83,237 Applied Moments: Mu @ Mid-Height = 63, 6·95 in-# in-# · Mu @ Top of Wall = 7,558 Actuai Axial Stress = 19 psi Allow. Axial Stress= 0.04 f'c = 140 II Max. As%: 0.6 * RhoBal = Q.014 vs. 0.0132 % Maximum Service Deflection Height/Service Deflect-ion Ratio = = 1.976 in 152 = 276 plf 0 plf 5,375 in 0 plf 0 plf = = = = --------->> l << --------- Wind---- 82,005 in# 24,178 2,935 19 psi 140 0.0132 % 0.139 in 2,151 ---------------------------------------------------------------------- ------FACTORED LOAI> ANALYSIS------ Basic Deflection w/o P-Delta Basic Moment w/o P-Delta Excess over Cracking Moment Maximum Deflection w/Factored Loads Mu: Maximum Moment@ Convergence • · ••• Governing ACI Equ11tion ------SERVICE LOAD ANALYSIS------ = = = = = Basic Deflection w/o P-Delta = Basic Moment w/o P-Delta = Excess over Cracking Moment = Maximum Deflection w/Service Loads = Maximum Moment@ Convergence = Seismic -- 0.40 in 56,821 in-# 32,599 in-# 5.18 in 63,695 in-# 9-2 Seismic -- 0,29 in 40,5.86 in-# 11,369 in-# 1.98 in 42,466 in-# ---Wind 0.18 in 23,997 in-# 0 in-# 0.18 in 24,178 in-# 9-2 ---Wind 0,14 in 18,952 in-# 0 in-# 0.14 in 19,088 in-# ---------------------------LOAD SUMMARY------------------------------- All factor.ed load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05D+l.275L+l.275W. Eq. 9-3: ·0.9D + 1.3W I ·._j l.05D+l.275L+l.403E 0.9D + l.43E I Wall Weight = Vertical Loads: -~>:!-~"·'··--...~~--------_. .... --------------~ --. 90.6 psf = Wl:Wall Wt* ZICp W2:Parapet Wt* ZICp = Seismic 27.2 psf 72.5 Wind I I I I I I· I I I I I I I I I I ) P-Axial P-Wall = = 276 plf 1,405 ------- Total Service = 1,681 plf \))71.P Pu-Axial = 386 290 plf Pu-Wall = 1,967 1,475 II -------------- Total Fact. = 2,353 1,765 plf ·--------------------------ANALYSIS VALUES ---·------------------------ E :57,000*(f'cA.5)= n: 29,000/Ec = Fr: 5 * (f'cA.5) = 3.4E+06 psi 8.60 295.8 psi As(eff) = .[ Pu:tot + (As*Fy) ) / Fy 'a'= (As*Fy + Pu) /(.85*f'c*l2) 'C' = 'a' / • 85 I-gross I-cracked I-effective (ACI) Phi: Mn = Capacity Reduction Factor As(eff) * Fy * ( d -a/2) ' S-gross Mer= s * Fr Rho balanced Seismic = 0.554 = 0.930 = 1.094 = 381.1 = 27.4 = o.o = 0.9 = 92,486 105.1 in"3 31,096 in-# = 0,02494 = = ---Wind in"2/ft 0.544 in"2 in in in"4 in 0.914 in 1.075 in"4 381.1 II 27.1 o.o 0.9 in-# 91,l,16 in-# -... 91+•• ~Ila• JOB nnE---,--,----------JOB NO. ______ _ ENGR. ___________ D!..1: t~~ -==~~l1:'J::~R~'":"G -. · _ -_ · ____ CHECKED BY ________ _ .., ~c1urar ;""i;ineers DAiE I I .I ,, I I 1· I I I I I I . (J I 1· t<-1, (;Vp -:: P. '2. '1 I., 't.fi -----!:====~:::;:;::;:;:;:;::;:;:t:=::::'.::~~l#~i.,. : 0. "2 I{, ~---'---- (,,: "1 I '-' "Z I ... , I f II ~I .>c P.'2.-rt,-q + 8 X (-Z.)(,)(7 .'2<:.>/1~Y._o,l?D).: ~.o4K/1 4' ,A..r.::;.i:::=> 1--Y-lO N /.:..L.-l--J,.J t-.lt::> u?A D -Z.O ~t:::=: x ~1 ~ -r 1 -:: 11 '2..o l::P .c,,...t;>t:> \ -r'l O \'16.L-C:;?~\0t-,-"\\ L-l.A;,>)...C, - 7,'2.S, X \~ : /L ... -;;,'2."2,$ ~,ove.vns W :-I S-;z-z., '$ ~ .. ..... I ,- 1 I I I I I I I I I I I I 1· DESCRIPTION>> DAILY INDUSTRIAL BLDG >> SLENDER WALL -TYP. -----------WALL DATA----------- CLEAR WAI.I; HT. = 25 ft PARAP.ET HEI.GHT· -= 3 ft WALL THICKNESS REBAR SIZE REBAR SPACING DEPTH TO STEEL CONCRETE WEIGHT MAX DEFL. RATIO Ht/ Thk Ratio Max. Vert. Spacing Max. Horiz.Spacing = # = = = = = = = 7.25 in 7 14 in 3.25 in 150 pcf 150 41.4 18.00 in 18.00 in ---------LATERAL LOADS---------- WIND LOAD = -POINT LATERAL LOAD = ••• HEIGHT FROM BASE = ••• 1:Seismic,2rWind ? UNIFORM LATERAL LOAD= ••• HT TO TOP OF LOAD= 20 psf 0 # 0 ft 2 w/s 40.9 plf 25 ft ••• HT TO .~OTTOM " = 14 ft ••• 1:Seismic,2:Wind ? 1 w/s ----------DESIGN DATA---------- f'c CONCRETE = 3,500 psi Fy : REINF. = 60,000 psi PHI 0.90 SEISMIC ZONE = 4 WALL: ZICp = 0.3 PARAPET,: ZICp = 0.8 COMBINE LL & ST ? N y/n INCLUDE PARAPET ? Y y/n MIN VERT STEEL = 0.0020 % MIN HORIZ STEEL = 0.0012 % % FIXITY@ BASE ---> 0 % (Always internally set to 0% when UBC method is used!!) ----~---VERTICAL LOADS---------- ROOF/FLOOR LOADS: ••••• DEAD LOAD ••••• l;.,IVE LOAD •••• _. LOAD ECC. ADDL. DEAD LOAD LIVE LOAD = 276 plf = 0 plf = 5.375 in = 0 plf = 0 plf ---------------------CHOICE OF DESIGN METHOD 1988 UBC 2614(i) "Slender Wall" Enter ACI Method #1: Eq. 9-7 and iterate deflections #2~ Eq. 9-7 w/ deflection@ Mn Empirical Method #1: Use Icr and iterate " #2: Use Icr and defl.@ Mn --> --> --> --> --> 1 ---------2 >> 1 << 3 ---------4 5 1---------DESIGN SUMMARY----------------~ Seismic ---------Wind---- Moment Capacity: Mn * Phi = 83,237 in-# 82,005 in# Applied Moments: Mu @ Mid-Height = 63,695 in-# 24,178 Mu @ Top of Wall = 7,558 2,935 Actual Axial Stress = 19 psi 19 psi Allow. Axial stress = 0.04 f'c = 140 " 140 Max. As %: 0.6 * RhoBal = 0.014 vs. 0.0132 % 0.0132 % Maximum Service Deflection = 1.976 in 0.139 in Height/Service Deflection Ratio = 152 2,151 ---------.. -------------------------------.--------------------------------FACTORED LOAD ANALYSIS------Seismic -- 0.40 in 56,821 in-# 32,599 in-# 5.18 in 63,695 in-# 9-2 Seismic -- 0.29 in 40,586 in-# 11,369 in-# 1.98 in ---Wind Basic Deflection w/o P-Delta = Basic Moment w/o P-Delta = Excess over Cracking Moment = Maximum Deflection w/Factored Loads = Mu: Maximum Moment@ Convergence = •••• Governing ACI Equation 0.18 in 23,997 in-# 0 in-# 0.18 in 24,178 in-# 9-2 ------SERVICE LOAD ANALYSIS---------Wind Basic Deflection w/o P-Delta = Basic Moment w/o P-Delta = Excess over Cracking Moment = Maximµm Deflection w/Service Loads = Maximum Moment@ Convergence = 42,466 in-# 0.14 in 18,952 in-# 0 in-# 0.14 in 19,088 in-# ---------------------------LOAD SUMMARY------------------------------- All factored load analysis is carried out twice for each ACI Equation: Eq. 9-2: 1.05.D+l.275L+l.275W Eq. 9-3: 0.9D + 1.3W 1.05D+l.275L+l.403E 0.9D + l.43E Wall Weight = 90.6 psf Vertical Loads: = Wl:Wall Wt* ZICp W2:Parapet Wt* ZICp = Seismic 27 .2-psf 12.5- Wind I I I I I I ., ,. I 1· I I I I I ) I. J I I P-Axial P-Wall = = 276 plf 1,405 Total Service = 1, 68-1 plf ·---------------. ---------ANALYSIS E :57,000*(f'c·.5)= 3,4E+06 psi n: 29,000/Ec = 8.60 Fr: 5 * (f'cA.5) = 295,8 psi A~(eff) = t Pu:tot + (As*Fy) J I , a, = (As*Fy + Pu) /(,85*f'c*l2) 'c'= I a I I ,85 I-gross I-cracked I-effective (ACI) Phi . Capacity Reduction Factor . Mil = As(eff) * Fy * ( d -a/2 ) Pu-Axial Pu-Wail = 386 = 1,967 290 plf 1,475 Total Fact. = 2,353 1,765 plf c074 VALUES---------------------------- S-gross = 105.1 inA3 Mer= S * Fr = 31,096 in-# Rho balanced = 0.02494 Seismic ---Wind Fy = 0.554 itl-·2/ft 0,544 inA2 = 0,930 in 0.914 in = 1.094 in 1.075 in = 381.1 inA4 381.1 in•4 = 27.4 II 27.1 = o.o II o.o = 0,9 0.9 = 92,486 in-# 91,116 in-# ~i-.i--..>nl;.c.1nv. ,,-I I(' Ut ____ _ c··· ••• JOBTITlf ________ JOB NO. ____ _ • • • ENGR. ________ DATE -QPE ENGINEERING . . 'i-------------------CHECKEDBY _______ DATE -;; l; c 1 u r a I E n ; i n e e r s I I I I I I 1· 1·-, ) I I I I I I I. •, __ ) I I' 1&' I.To' I )5¥ {' I :::. k z.'. Fl 'OL-~ ~B +/a-1 L.L.. ~ t ~ * /o' ? .DI ; G> ,,< z e, -::: "\ I(, er"- "" 'PL-\. ~ <J >'-l.e>~ • C), (,,O "'i~li:> p.,ee,A -:z l'\ ~ 2.6 ~ ,Z~.~ o --z. ~ d. D... I). ;..:.1 \4-l D°2,. ": "Z~ ,c;,.,, · II( ,Z.c;_; -_ V '-#' k:,. . ?1-12-;; '2.~.~ ,c ,e,o ::-~,~e ' I I I I I I I I I I I -I I I I I DESCRIPTION >> DAILY INDUSTRIAL BLDG >> SHEARWALL AND FOOTING. MEZ-ZANINE _TOTAL WALL HEIGHT = •:!ONCRETE WEIGHT . = INCLUDE LL w/ ST ? Y 15 ft 145 pcf y/n ZICp -or-ZIC/Rw = 0.183 SEISMIC ZONE (O:wind) = 4 MIN WALL As:bending %= 0.0014 --------·------------------------------------------------------------ LATERAL LOADS VERTICAL LOADS LOAD (k) HEIGHT (ft) DEAD (k) LIVE (k) SHORT (k) •••• LOAD LOCATION .•• Vert. Horiz. -------------------"-----------------------. ------------------------- 29.7 15 0.168 0 0 0 6 ft 0 Q 0 0.6 0 0 6 ft 0 0 0.67 0 0 0 12 ft 0 0 0 2.38 .0 0 12 ft 0 0 0 0 0 0 0 ft 0 0 0 0 0 0 0 ft 0 0 0 0 0 0 0 ft 0 0 0 0 0 0 0 ft 0 0 0 0 0 0 0 ft 0 0 0 0 0 0 0 ft WALL DESIGN DATA ------Base --------------------------------ANALYSIS HEIGHT ft 0 0 0 0 0 WALL OFFSET ft (datum) 0 0 0 0 WALL LENGTH ft 12 0 0 0 0 WALL THICKNESS in 7.25 0 0 0 0 f'c: CONCRETE psi 3,500 3,500 3,500 3,500 3,500 Fy REINF. psi 60,000 60,000 60,000 60,000 60,000 i---SHEAR & O~RTUR.?iING -------------------------------------------, Vs . Story Shear kips . Ms . Story OTM ft-k . Lateral Acting Right •..•. Lateral Acting Left •...• Uplift @ Base @ Left k Uplift @ Base @ Right k ----SHE~ ANALYSIS -------- Effective Depth= .S*L ft Vu =Vs* Load Factor(s) k Vu Applied psi Nu: Axial kips Mu: Moment ft-k Vc*.85 (11.10 & 14.3) psi Vn:Max = lO*f'cA.2*,85 psi Code Min Horiz Ash% reqd .••• Horiz Area inA2/ft .••• Max. Spacing Code Min Vert Asv % .••• Vert Area •••• Max. Spacing in reqd in"2/ft in Governing ACI Equation ----BENDING ANALYSIS------ 30 0 0 0 0 467.142 0 0 0 0 -467.14 0 0 0 0 29.14 29.14 ----------------------------------------- 9.6 0 0 0 0 42.471 0 0 0 0 50.9 o.o o.o o.o a.a 14.2· a.a a.a a.a o.o 668. 0-13 0 0 0 0 110.6 o.o o.o o.o 0.0 502. 9 , o.o o.o 0.0 0.0 0.0020 0.0000 0.0000 0.0000 0.0000 0.17, o.oo o.oo o.oo 0.00 18.00 o.oo o.oo 0.00 0.00 0.0012 0.0000 0.0000 0.0000 0.0000 0.10 o.oo o.oo o.oo o.oo 18.00 o.oo o.oo o.oo o.oo 9-3 9-2 9-2 9-2 9-2 --------------------·-------------------- 92. 6 . o.o a.a o.o o.o Ru= Mu/(thick*d"2*Phi) psi 1· :s = R!!~-!;·;-~!:t:nd in"2 , . ._J Governing ACI Equation 1. 74, 9-3 0.00 o.oo 9-2 o.oo o.oo 0.00 o.oo 9-2 0~00 0.00 9-2 9-2 I , ____________________________ ----------------------------------------- ---------------------FOOTING ANALYSIS & DESIGN.---------------------- 1· f'c = 3,000 psi I I I I I -I I I I I I I I I 1· ·I 1· Fy = 60,000 psi Ll!:FT PROJECTION (ft)= 0 FOOTING WIDTH = 1.5 ft Wall Length (base) = 12 THICKNESS = 18 in RIGHT PROJECTION = 2 REBAR COVER = 3.5 in ------- KERN DISTANCE = 2.33 ft Total Footing Length " = 14 ---WALL/FOOTING STABILITY------------Service --9-1 9-2 & 9-3 ---- 21.4 kips Total Vert.ical Loads = Overturning Moments: No Lateral & Short Term Loads Loads Applied To Left Loads Applied To Right Resultant Ecc. From Footing CL: No Lateral & Short Term.Loads Loads Applied To Left Loads Applied To Right = = = = = = 20.3 28.5 -15.768 -22,076 -488.50, 456.967 -0.78 -0.78 -24.02 22.47 ft-k -702.627 669.5128 ft -32.91" 31-.3.5 " RESULTANT OFF FOOTING! ---SOIL PRESSURES--------------------Service --9-1 9-2/9-3 ---- Static Soil Pressure@ Left = 1,290.2 1,806.3 psf " " @ Right = 646.6 905.2 psf Soil Pressures w/ Short Term Load Applied To Left ••.•. @ Left Side of Footing = @ Right Side of Footing = Soil Pressures w/ Short Term Load Applied @ Left Side of Footing = @ Right Side of Footing = -------OVERTURNING ST~ILITY ------- Lateral Loads Applied To Left ) Lateral Loads Applied To Right --------ONE~WAY SHEAR CHECK-------- Governing 0 0 To Right •..•. 0 0 OTM 473 473 Resisting 127 ft-k 158 0 psf 0 psf 0 psf 0 psf Ratio 0.27 0.33 ACI Eq. 9-2 9-1 Left End of Footing Right End of Footing = Max. Vu/ .85 o.oo psi <= 4.98 psi <= 109.54 psi = ----------BENDING DESIGN----------->> Min. As% = 0.0014 Governing Mu/Phi:Actual ACI Eq. ------------ 9-2 @ Left Edge= o.o ft-k 9-1 @ Right Edge= 2.8 ft-k .Ru psi o.o 10.0 % As Req'd ---~---- 0.0014 0.0014 Total As:Req'd J.) I I VJ1~& I ~··· . fl... JOB nnf ______________ JOB NO. _____ _ ~ i,i • • ENGR. __________ Dt..,f 1~~~ __:=N~ll)J::~R~G~ __________ CHECKED SY _________ Dt..TE ·-ctural En;ineers f.b, I I 1· NCP N7 N~ 04'"3, 'IL. 1'?7 ,k- l"- '2'2.' ~4-2,.1 (.., '0 '1~. 7 ?$-1 < 0,2f~jl.4 I I I I I -\ J I I I I I I I . ~J I I ~\ ~42. s-s N\ N~ \--,.\:;, "Jtr c:;..7 1-1 \ \,._\'2 w3 W4- W7 k.ll ... w-, 'i~i G.4? tk.. G.4~ 1"- ~ --2.,. G-I I(., "?,;;; I \ \(. 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