Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
B2002-1820 - Misc
I !d j Pr fc4 /63 /-2a72 CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 Project Address: 1 Hoag Dr. Scope of work: CANOPY Valuation: $ 73,000 Plan Check No.: 1531-2002 Plan Check Engineer: Ali Naji, P. E. Date: November 16, 2004 Occupancy Classification: U1 Type of Construction: V-N Expiration Date: DEC 27T44-2-002 Phone: (949) 644-3292 • Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved. DEFERRED SUBMITTAL CORRECTIONS Plans as submitted are not complete and not properly coordinated. Provide complete set of calculation for the canopy only. Calculations currently include details that are crossed out on plans. Plans should be re -submitted in organized manner conductive to plan review. Provide cross reference index between connection details & calculations. Provide complete material construction specifications. Details of reinforcement, connections, bearing seats, inserts, anchors, concrete cover, openings, lifting devices, fabrications & erection tolerances should be shown on the shop drawings. (section 1916.2.4) The above is a preliminary plan check. More corrections may follow once a complete set of plans & calculations are submitted. All sheets & shall be wet signed & stamped by the architect of record, canopy design engineer & pre -cast design engineer. Return this plan correction list and the red marked set of plano with your corrected plans. All marks on plans are made part of these observations and recommendations and shall be addressed as if the were written. Cross-reference your corrections adjacent to the correction numbers, in order to expedite your recheck. Cloud all changes for re -submittal. Ali Naji, P.E. Plan check engineer (949) 644-3292 an aj i@ci ty. n ewport- be ac h. c a. u c 1/1 11/16/04 CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 Project Address: ONE HOAG DR. Scope of work: CANOPY Valuation: $ 73,000 Plan Check No.: 1531-2002 Plan Check Engineer: Date: July 10, 2002 Occupancy Classificat'on: U1 Type of Construction: t `'Q et-1 Expiration Date: DEC 27T 2002 Ali Naji, P. E. Phone: (949) 644-3292 • Make the following corrections to the plans. • Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved. TENANT IMPROVEMENT CORRECTIONS 1. Approval is required from: • Building Department • Planning Department C -c41,201 2. Additional corrections: In addition to corrections marked on this list, see addit 6bai corrections on plans, including: a. b. c. d. Building Electrical Mechanical Plumbing Ali Naji, P.E. Plan check engineer (949) 644-3292 anaj i@city. newport-beach. ca. uc Approved El Corrections> ❑. 1/2 meeicAtimQ sf IP. 07/10/02 s Provide a complete plot plan, fully dimensioned & to scale. Show location of proposed structure. Please note that this plan check shall be processed separately from the grading plan check. Thr lapove number is assigned to the canopy plan check. — ESL °r-11u5 Provide complete gravity loads & lateral forces analysis for the proposed structure. Review of structural plans shall bee done one this r vid d. More corrections may follow. — (eliki, C 0 \fir vi 'tz Q 4........., Complete plans &fully dimension elevation &cross sec o s. Cros reference construction details on plans. U\ &\' 'v'` k'' kZ " Provide complete skylight construction det ils ors specify cuirent CBO ti/ report number on plans. — VIVA" oil tI J b \ * C, The above is a preliminary plan check. More corrections may follow once a complete set of plans & calculations are submitted. Return this plan correction list and the red marked ..et of plan., with your corrected plans. All marks on plans are made part of these observations and recommendations and shall be addressed as if the were written. Cross-reference your corrections adjacent to the correction numbers, in order to expedite your recheck. Cloud all changes for re -submittal. t-as.v`'C wm cA4M vvv-t6A 2 'C'e'✓ ,ms,v- cc -we r.o-ei (et-. C ee,- a.ke..ocsawukaA. Ra)is& GrAa Bvv1 RvS Tc z 7 T r3 - N oCt II*-J 5 WV.4451 uki1 T s st+ t� �) t . Ali Naji, P.E. 2/2 07/10/0 Plan check engineer (949) 644-3292 anaj i@city. newport-beach.ca.uc TAYLOR 8 ASSOCIATES ERCNITEET5 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH. CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOP GEEIGN BY y0/4a - c,4uo,eY Ai /850. 4B PROJECT PROJECT NO SHEET OF A/c r �is�eF3G�^- 472° Atlas? c, Tyr, Z ■ 1 1 L-I---j - E e_../S,`J/G' J. so/4, - 5l'7>' S,io - 4Zzow PA, CLASS .0 P, ctt o,qk To Gf/f5Foy RT j z fl 035 t r%75, % = 4., 222 vY D.64x/,: r/.5 1N : /,54yV 4,5 Jr o. 22$ .Va/' 4. 4Xciazo .5R `V C • 444 �1 !/- 2.S 4,,4.0443 4/SW � 0.47W. DATE 5-as-ea 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 PAX 949.574.1338 ASCNITECTURE ANO INT*RIGY OISIGN TAYLOR 6 ASSOCIATES SICHIIICIS SHEET 2 OF oliCr BY /A/Orva - c' uoPY 470. 4350 4$ PROJECT PROJECT NO DATE 3 - %S - 0 ��isrjrjrc (csw..:) WO/ «ss MA,/ p,gZNvl �V R f/; O.8.10,5t0x444/,Skv =o,l7&' AS'S ,°16O957 /r5,6/3" =8.5 k 66,5 4�(68,9R433) = 48,48� 070-2. ,i = //4%24.4P71<5,0+'/w r 1.$7 Tian /Oda 3G/+/963r/ /2r 4 s 86,4'4</1.45AV a 1,70 5d2 6.00,.6.47 =0./3 /°AEG4S7 ass 2 C i ¢,75`e3,S, •.3 = 5,62 S'7/2X 7 570.1 GF$i,J /G Ir 51,124. e,e) 1,c4' /Y//ECG /lo.rSO4 (/47 n7. K v= 6474s9,240t6,K /,4 Ca.-7 G4 /o.c¢+1 , j' 2: 272 7S /0064 )3.6/ jeI 272 ,11 z /, 04 c /, 04,L 2 t 8.04 2/4 =no, , f 6.0s // _ G.G9<// 9 41.04 _ /ceG /K in. - 0 2 71 /✓$ =Gt/,Of F/• 7,24 2120 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 91660.3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR OESIGN TAY L 0 R 6 ASSOCIATES RCCSIIECIS PROJECT GIA/1AG.0 SHEET 3 OF BY GVGT gt PROJECT NO /55b, s4 DATE -5- 267- oz Code. , 444 (colEvr.) (vC7L = F'/a.^tsee te.St , %- a, 9S K/ 4a<7,4/ ,l3,k2 . c d. 05 scpure _ , 003 4%54 41.7,5 /2'3.c4 Al‘ ,,�/� z 2,ea25,G,O/K /YI D �21d 2e 14 2,.&s y 23,74ik 23,7Q x/2 As se C.6 4 < 30,67{633 — T✓ /a.</o, U/ 2i. 4 4.x !2 Ono 5q'¢.6y y� - (.72 (24,o a 1/,53 — O,/D ii ? i /e4/4x29d/O? 4 // r /2 = o. 37 y .y4. "" ,c 42.7 . 34.d.7 z !2 /o9,es d22¢' cV'=2o.S fI1R2o,544,e4334/'°/ / OF & ASSOCIATES 1'1(X IIECIS CITY OF NEIN .tM.n aun ✓wo.. ,�L. ql ctt IANKx` ``,. ; ,;It t *It ,, 1Ty0E.-Nt Y4P6Ri9EACt. 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN ./0,,C, C4,ja 'e 4 i PROJECT SHEET BY /.t/C PROJECT NO DATE a.-// 04. EXPRESS OR IMPLIED naT inf`t T341.; ARE. IN ALL Appfloi COWMN qb . o Wyy4,_-a3- '.FS PLANS AND POLICIES, NE CiPe,,IE� YYE M ClttGwk^"_i`' ' HEOIIIgE ANY PERMITEE TO PL CL, 11,1 i P II.6E hG 5IH"- I kJl t. OR 1M -I+' Y YE1t1 PLANS, REYISt.IRt, B�m,neac_ 4HIR 1UH! OR ,MPPuvI VF Nr auTw7PolE0 BY THESE PEAKS. �11�?t '"" ,/ SFCONt. m44PN., c,N aF � gF'Q OHIJIhAhWtS P,Av. 4NO i'UU 0.'s iF APPLN;Ahh 6. AT ANOVA. I ILIA MINT _.. fK DEPART :n h1 Ppot,. h'JNa9 {IPL PAIANG PLAN 1M) 1 RESPECTS. w oVV44 11,E'V.4T e 1 I raft A S.5 x654.25 174, LONATURE� SorSr E 28 APPROVAL TO ISSUE DATE- 41.ag alit L a 77 a✓5 ettgreevai da, 7 / ee 'm thhe. avv G2e 9,26 cia Cd_' & x(47,10 Le• 441,4) p //moo >'GG Z. flm. *ter. 413a, T'.dfl2f * /3, yea # L14W75 C G20 8 rr 40'24 (nP I if 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660.3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAY LO R 8 ASSOCIATES ARCHITECTS boev - CAVeror f1T PROJECT SHEET BY OF 3 -Wer PROJECT NO /gob. so DATE C - /` 4b.,4 CLf'S a X/S7v/,4 y `0' 7 Ro` �S J/ Pdf7244 PIA/%S tea) 54,44 .7U/� m 2, 33 4 /o5.2515 34s ie J, 4 s 4g 3 /As 4 /. 7 : /'70 °A dl57-44, DLJ652 etc/ /lb?G'; w.r cY% GRQcC �410-, Nor,4tCx0 t 6,12 K 16/02$e 0.65' 39.40 -z 4 47,5" �L2 Oveei ;25 fv/R nit,! CSG /7.G8PeIMP"I58 '�9R`POO 2 t49 39. 4 7k 6o'1. /fp 644,040 /2a V (2 ) ;4,a45 OK SHEET OF 3 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660-3319 949.574.1325 FAX 949.574.1338 ARCHITECTURE AND INTERIOR DESIGN TAYLOR & ASSOCIATES A2(NI IE(IS 7-/OAr C4uO'Y 47 PROJECT BY kit. 7 PROJECT NO /350. 8a DATE. €'-/ --o1. .4,AOG , AI4s bi c 4sa x ,43 !% Oa k ?467.f O!C9 A 3Ap22,So� jA g4 = 2SG4 2 RS 25. 4 -c AO42s n 2- a7 A$ •hito Ode s3 CNK. ate14 4/ CallesC P 7o G/-?gOZE 044. -//,f9,Os/ 2/2./o'c -197MR,S GRf�taE 40.4-15. 8,4 sd 36,14 /Fd 5V47 O,r" 67QLCUCA77oA/3 //I/21C.Vt 11f E"X/ST/A/a Sz,423 /S icze4xace 1 %deas 7'E C AIM:ze tO41S1 4F/AC C4/4:4,Bar Di`fl se40,4111S' T.h't C©LG$ JAV Olea ;Vier (40 LeCe)(4 r /Y40JrNC fietb9d4, PA/Ng awl' Oft r n G �1 rE i t ro ir_ L Hro sPIwrittr\L NEWPORT BEACH, CALIFORNIA Coreslab Structures (L.A.) Job No. 218 STlRUJC'1'IJltAL CALCULATIONS FOR PRECAST CONCRETE TRELLIS PANELS CITY OF NEWPORT BEACH BUILDING DEPARTMENT APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION TO CONSTRICT ANY BUILDING IN ViULATION OF, OR INCONSISTENT WITH THE ORDINANCES. PI ANS. AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN COMPLIANCE WITH CITY, BUILDING. AND ZONING ORDINANCES, PLANS AND POLICIES. THE CITY OF NEWPORT UEACH RESERVES THE RIGHT 1O REQUIRE ANY PERMITEE TO REVISE THE BUILDING. STRUCTURE OR IMPROVEMENT AUTHORIZED BY THESE PLANS. BEFORE. DURING OH AFTER CONSTRUCTION. IF NFCEELAHY TO COMPLY WITH THE ORDINANCES, PLANS AND POLICIES OF THE CITY OF NL Wi'ORT BEACH. APPLICANTS ACKNOWLEDGEMENT. (SIGNATURE) DEPARTMENT PUBLIC WORKS SIGNATURE DATE GENERAL SERVICES FIRE pRADING PLANNING BY: APPROVAL 101SSU� DATE._ S5 f -- room RECEIVED DEC 0 3 2004 &20.14co UCTTIIONN° I4-QJ2 December 2, 2004 To the Contractor, Building Department, Owner, Architect and Engineer of Record: Coreslab Structures (L.A.) Inc. certifies that the attached calculations for the Architectural Precast Concrete for the Hoag Memorial Hospital Presbyterian Trellis, Newport Beach, California were performed under direct supervision of the undersigned employee for the final review and approval of the engineer of record for this project. These calculations, details and drawings are prepared for our fabrication and installation departments and are necessary for the manufacturing and installation of the items involved. The calculations are an interpretation of the plans and specifications for this project and no representation or warranty, either expressed or implied, is made that the undersigned employee or Coreslab Structures (L.A.) Inc. will assume or supersede any portion of the building design responsibility of the engineer of record for this project. CORESLAB STRUCTURES (L.A.) INC. /713/6( Richard L. Hegle Structural Engineer S-1083 SHOF' DRAWING REVIEW NO EXCEPTION NOTED ElSUBMIT SPECIFIED ITEM MAKE CORRECTIONS NOTED LJ REVISE AND RESUBMIT Checking is for general conformance with design concept and compliance with the Contract Documents. Markings or comments shall not he n,.m„rid as relieving the Contractor from compliance with the F'r. Drawr!gs and Specifications nor departure therefrom I i.cauractur remains responsible for details and accuracy cubit a:.- and correlating quantities and dimensions and for the sele;tincs Of Iabccation process and techniques of assembly and br performing the Work in a sale manner. Distribution of documents by the General Contractor shall constitute his approval in accordance with the requirements of the Specifications. rh Reviewed By:TAY & AS )CI ES ARC. TECTSDEC 0 9 2004 150 W. Placentia Avenue • Perris, California 92571 (951) 943-9119 FAX (951) 943-7571 DATE: 12/01/2004 JOB NO, 218 Hoag Hospital Newport Beach, CA SHEET NO. L, INDEX TO CALCULATIONS # Description Sheet #'s I Design Criteria ii II Load Analysis Procedure iii-iv III Loads to Connections Analysis v IV Allowable Capacity of Welds vi V Reinforcing Bar Welding vii-viii VI Panel to Panel Standard Stitch Connection ix-x VII Connection Cross Reference xi VIII Column Cover Bearing/Lateral Connection Design 1-7 IX Standard Details for Bolted Connections 8 X Column Cover In -Out Connections to TS Column 9-19 XI Lateral Connection to TS Column Design 20 XII Beam Covers Connection Design 21-29 XIII Beam Covers Lateral Connection Design 30-35 XIV Panel Reinforcement Design 36-37 7QOI`�J.`\ Li S7083 I Date: 12/19/02 Sheet No.: £ C • • • DESIGN CRITERIA FOR PRECAST CONCRETE ELEMENTS JOB NAME: HOAG HOSPITAL JOB NO.: 218 MATERLAL SPECIFICATIONS: Normal Weight Concrete Transfer Strength 28 Day Strength Bolts Welded Bolts National Coarse All Thread Rod National Coarse All Thread Rod National Coarse All Thread Rod National Coarse Hex Nuts, Coupling and Jam Nuts National Coarse Hex Nuts and Coupling Nuts Welded National Coarse Hex Nuts Coil Threaded Rod Hex Coil Nuts (Including Welded) Plates, Rolled Shapes, Round and Square Bars High Strength Round Bars High Strength Flat Bar and Round Bars Structural Tube Structural Pipe Reinforcing bars All Welded Reinforcing Headed stud anchors Deformed bar anchors Prestressing strand; 3/8" dia., 7-wire, low -relaxation Prestressing strand; 1/2" dia, 7-wire, low- relaxation FINISH: Hot Dip Galvanize. Galvanize WELDING SPECIFICATIONS: Welding of Structural Steel Welding of Reinforcing Bars 150 pcf 2500 psi 5000 psi ASTM A307 ASTM A307 ASTM A36 ASTM A108 ASTM A193 ASTM A563 ASTM A108 ASTM A194 ASTM A108 ASTM A108 ASTM A36 ASTM A354 ASTM A108 ASTM A500 ASTM A53 ASTM A615 ASTM A706 ASTM A108 ASTM A496 ASTM A416 ASTM A416 ASTM A123 ASTM A153 (Hot Forged) C1018 Grade B7 Grade A C1008-C1025 Grade 2 and 2H C1045 C1010 Grade BD C1018 Grade 60 Grade B Grade B Grade 60 Grade 60 C1010-C1020 AWS D1.1-98, E70XX AWS D1.4-98, E70XX DESIGN CODE: zecli 1998,California Building Code; CAC Title 24 Part II (Based on the 1997 Edition of the Uniform Building Code) LATERAL FORCE: See the following pages for information. • • 1.0 Gravity Analysis 2.0 Vertical "Er" seismic Analysis 3.0 Seismic Parallel Analysis 4.0 Seismic Perpendicular Analysis 5.0 Wind Analysis (L.A.) INC. DATE e q X2OZ JOB NO. 2i Q� I BY DC, CyKD SHEET NO. e cc. OF LOAD ANALYSIS PROCEDURE Fy &F, Fy&F, Fx, Fy & F, FL F= Wind Load: 70mph; exposure C P=4s *Ce *Cq *1 p= 38 psf CAMo?Co1UklEtiloN (For Strength design only.) !t Tr/>�s qs= 12.6 psf Cz= 1.73 Seismic Design Force 1997 Uniform Building Code / 1998 CBC 1632.2 . l(( Fp= ap* Ra 1pl*I1+3*hzl *wp>_0.7*Ca*Ip*wp J 11 rJ Table 16-0 Table 16-0 Table 16-K Table 16-J Table 16-Q Table 16-S Ca = factor*Na Height @ roof level ap= IP_ Soil type = Factor = Na= Ca= hr= 1 3 1 se 0.44 1.3 0.572 30.5 Fpmm=0.7*Ca*Ip*wp= 0.400 *wp (32-3) Basic Load Combination 1998 CBC 1612.3.2 Dead+Wind (12-13) Dead+ E (12-13) 1.4 (32-2) Roof Level Level 28ft Level 24ft Level 20ft Level 15ft Level loft Level 5ft Fpa,;n @ h,®;n = hxm = Design Forces Working Stress Design: Component Angles, Plates, Channels & Etc. Rods Welds Fastener Design Rp = 1, 1633.2 3*(Fp)_ Fp L4 0.4667 Component Behavior Ductile Brittle Brittle ha (ft•) 30.5 28 24 20 15 10 5 0.367 *hr 11.183 ft Cq 1.5 I= 1.15 Fr 0.763 *wp 0.716 *wp 0.641 *wp 0.566 *wp 0.472 *wp 0.400 *wp 0.400 *wp .4.2(5), then the force is Note: There is no live load on architectural panels. Therefore it is not included in the load analysis. Allowable stresses may be increased 1/3 above the values otherwise provided when produced by wind or seismic loading. Design Load Seismic Dead + Fp 1.4 Fp Dead + 0.4667 Fp Dead + 0.4667 Design Load Wind Dead +Wind Dead +Wind Dead +Wind 5 • • • (L.A.) INC. DATE MCC Len JQB NO. &I 11 � CHKD c:V OF Basic Load Combination 1998 CBC 1612.2.1 LOAD ANALYSIS PROCEDURE CANori CDNtiIEcrlc,N Design Forces Strength Design: 1.2* Dead + 1.3* Wind LI* (1.2* Dead + E) (12-4) (12-5) E = E„ + Eh (30-1) Eh = Fp (Results from Lateral Load Analysis 3.0 & 4.0) Ev = 0.5*Ca *Ip *Dead (Results from Lateral Load Analysis 2.0) Design of Panel Reinforcement Rp = 3 pead + Seismic Perpendicular Perpendicular Forces Fz= 1.1*(1.2*Dead + 1.0*E„+Eh) Fs= 1.6346 *Dead+1.1 *Eh This perpendicular load occurs only at bearing. Dead + Wind Perpendicular Forces F2= 1.2*Dead + 1.3*Wind Fz= 1.2 *Dead+1.3*Wind This value also applies to fastener design wind only. Design of Panel Fasteners Rp =1 Dead 2.F._1/25siallel Parallel Forces F„ = 1.1* 3.0*Eh Fx= 3.3*Eh Vertical Forces Fy = 1.1*(1.2*Dead+ 1.0*E„+3.0*Eh) Fy= 1.6346 *Dead+3.3*Eh This vertical load occurs only at bearing. Perpendicular Forces F2= 1.1*(1.2*Dead+ 1.0*E,.+3.0*Eh) F2= 1.6346 *Dead+3.3*Eh This perpendicular load occurs only at bearing. Dead + Seismic Perpendicular Vertical Forces Fy= 1.1*(1.2*Dead + 1.0*E„ ) Fy= 1.6346 *Dead This vertical load occurs only at bearing. Perpendicular Forces Fz = 1.1*(1.2*Dead + 1.0*E„ + 3.0*Eh) Fz 1.6346 *Dead+3.3*Eh This perpendicular load occurs only at bearing. DATE 5—IS-02-. JOB NO. S7X) BY 7)6," CHKD SHEET NO. y OF Locos 'ro Cof-t*IFCno)Js 4,J4LVSIS %� PT xoe6L .TYPE Pionat= s GRAVITY LOADING • DeDJw. Fait X. U, SEISMIC LOADING PARALLEL TO PANEL FACE SEISMIC LOADING PERPENDICULAR TO PANEL FACE t Wrf,(oSlwt. c •P' dencnJ. .Di9CQ S , I.., I! R , FP t—� — - SUPPLEMENTAL SECTION 1 SUPPLEMENTAL PLAN VIEW (VERTICAL REACTIONS NOT SHOWN FOR CURRY) ♦ = BEARING; RESISTS LOAD IN y & z DIRECTION ONLY ■ . = LATERAL: RESISTS LOAD IN x 8 z DIRECTION ONLY ' = TIE -BACK; RESISTS LOAD IN z DIRECTION ONLY NOTE; LOAD ANALYSIS FOR THIS CASE IS DONE WITH Fp APPLIED AS A UNIFORMLY DISTRIBUTED LOAD ALONG THE PANEL'S LENGTH. CSE=1T WINS)) \J6 v\CK�l L)4L1/4—r A-*1El.g � RRTCJL-A1ticsII ` E=s.11 "1N-our 1101'Ee C aA .VIr1 S' E.15, S- c tt 1.011.111 \s S amp "As Foe S DeE:L_ T'1P. SV'PPLe.w1`esITAL- •e Nebo LEL ' '-IPL.A-11 ) lE A) DATE 3QA a-4, axe JOB NO. S-n BY 7 G CHKD SHEET NO. V t. OF `3(kcea o, ,1 S% Sw c).'Nc 710; al.)ia-r 1 : cte-noa e r, L;R Ft) \\e V Wei p.t0 1 .3gzS ' - &slow TsereA, Gi vim: wad 1,-4, v{ =4.'S o V p1e: S Ibis E = 3/2rV% = 0:25:= iZ _ ©.-15;4:0.(0*10/ no 1q-,(o8$'/ w j 1'' I e weld � _ D '4` Rw :J .Q ' �i-'�- 1� w * j - a T = jj4) '^ iC �l� /rig :. .Z iv in Iww.Lea siier of 'Flare `£,evci Cam, ire_ USA; w 8.15 h®A- 0J4Aae;ev3e- re, Q' oJroovc_ g, u. 4 L wt.1 —TRUCfUR4- DATE AV VST 301260/ JOB NO. 3 (L.A.) INC. BY -UCH CHKD • SHEET NO. _ V a. OF FoRCIA-IU b' &.. UJeLb o cva F"ro Au3:5 1.4 �g 11 2.'�.Z, CtnB..0 iGC.>1 lV�LO S14C D.4*c»i.VYIG� us 1s i.ez, . c1c&rE: _1zeAt:e\ ° rocve.._ tuskA5 ,110 ae. lees _ kroo►te weg u 3j 10 KS\ u..6t& t a_AQA\ i. R'WT 0,`i54 O.:.o tcsi to frksi i rot cosi Kcioji,;,,ia“,,, F.100/1Tsai_2 `zSi .eS r- 2:3cot9 2;19 31 5 ` OZ(0 itz y2` cifla e ban,j1a.me cy 1t Pc\c„, , * co Ks1 (L.A.) INC, DATE rn 14) ZOo2, JOB NO. STD BY I Ci CHKD SHEET NO. Vu, L OF isAFORukIG, F3P R inlC- 4( BOA Site (LA.) INC. DATE1ec- 13J Zoo1 JOB N0. ZI4� BY CHKD SHEET N0.' (K OF arANEL TO PANEL OR PANEL TO CIF CONNECTION OTE: THE PLATE SIZE IS DETERMINED BY THE CONDITION. IF THE CONNECTION IS PRECAST TO CAST IN PLACE, PROVIDE THE 3/16" GAP IN BACK OF PLATE FOR TOLERANCE. THE PLATE SHOULD BE SENT AS LOOSE MATERIAL AT PRECAST TO CAST IN PLACE CONNECTIONS. IF THE CONNECTION IS PRECAST TO PRECAST, THE PLATE THICKNESS MAY BE 't' - I/8". THERE ARE VARIOUS WELDS AT SIDES OF PLATE GIVEN TO SUIT THE CONDITION. THE FILLET SIZE E INCREASES 1/16" IN SIZE FOR EVERY I/16" SHIM PROVIDED AT BACK PLANT STITCH FIELD STITCH PJP g PLANT OR FIELD/ S(E) o 45' PLANT STITCH/ FIELD STITCH PJP PLANT OR FIELD PL. WITH 3/5" X 3/5" CHAMFER REFER TO CONNECTION DETAIL FOR OTHER DIMENSIONS 3/16" MAX SHIM IF REQUIRED ATTACH THIS PLATE PRIOR TO ASSEMBLY OF PANEL TO CIP(TYP) EMBED PLATE OR ANGLE - TYP. 3_ 1 5 (4)45' PJP SOFTENING MATERIAL AS DETAILED WITH t" JOINT PL. WITH 3/5" X 3/8" CHAMFER OR PL. WITH I/4" X I/4" CHAMFER REFER CONNECTION DETAIL FOR OTHER DIMENSIONS EMBED PLATE OR ANGLE - TYP. PJP ALT. HELD — (--) o IF REQ'D 5(E) 45' a �1 SOFTENING MATERIAL ALTERNATE WELD WITH JOINT REDUCING IN SIZE (L.A.) INC. 3! DATE ZGtomJOJOB NO. et BY t6, CHKD SHEET NO. /X OF •ANEL TO PANEL OR PANEL TO CIP CONNECTION PLANT STITCH FIELD STITCH • PJP ® PLANT OR FIELD • PLANT STITCH FIELD STITCH PL. WITH 3/8" X 3/8" CHAMFER REFER TO CONNECTION DETAIL FOR OTHER DIMENSIONS EMBED PLATE OR ANGLE - TYP. AT FRONT AND BACK OR SIDES IF REQ'D PJP SOFTENING MATERIAL ALTERNATE WELD WHEN JOINT INCREASES IN SIZE H Z 3 3" S PL. WITH 3/8" X 3/6" CHAMFER REFER TO CONNECTION DETAIL FOR OTHER DIMENSIONS EMBED PLATE OR ANGLE - TYP. PLANT WELD / PJP \PLANT WELD WELD WITH FIXED JOINT ) LL 8 'I4 as• (PJP FIELD WELD SOFTENING MATERIAL • (L.A.) INC. DATE: Rio/ion/ Job No.: 218 Sheet No.: x c CROSS REFERENCE INDEX BETWEEN CONNECTION DETAILS AND CALCULATIONS • CONN. NO. DESCRIPTION OF CONNECTION CALC. PAGE CONN. NO. DESCRIPTION OF CONNECTION CALC. PAGE C100 Bearing/Lateral 1 C120 In -Out 9 C121 Lateral 20 C122 Bearing/Lateral 21 C123 Lateral 30 C124 Lateral 35 (L.A.) INC. DATE I2 ig-02- JOB NO. 'LI ea BY 12-ki CHKD SHEET NO. _ fi OF • • (L.A.) INC. %3 aC G/LX7'/f ,F L Ca,41A1 / "9 /3 roc. i- 6,540,envt N v 7- 2 - -4 )c / (It finti2 ^-.3 i /#11 e D a c v/Z2 . 3 m mic M 3¢ `/invi DATE IZ-(q-DZ JOB NO. WE BY R-4 CHKD SHEET NO. r2 OF Fy. 10,41` 2 S d;09S2aa 40942x/,2Sz40,? /1-Lsots. •f6 27Kst 0 �Z � �x 4?. >c fit = fd x s = 27tcs2xs,;rg,N A = 4, /9 3'A* / L PA 140Nt filz=4,143X 4= sakSA/S ^ 3¢1i*/2"A SS4a= /,u FF =tx = 3,J' = 3, J7i`52_,s 4423 iti / ntio<ny wl 2 Addion it.g / 2,NaraiACT e : /'¢2 s± 3 - 2 & ' F C to nestli-ri. ,saw o v r '� 3avfl s41 tr ) �i ��,, x 3 r1 = 2 Acts wF = 3,21<z, L 3, $ 2 90 wiiro ¢u.Tr r = F7 x Tin: --•4. 4 4.0 a /43 44,, 64Fa sits = -pis "x• s, e>3 /'sue s " = J4? fz �Z )` 3, iTs. a /1tt-a w JC'g= 2 Fr = 74 "o 3. I t /3 3' 3 Laic /, 49 .SAIS 518¢1 W 2, 30 SZ/5 F� ` 'ce " !riff S, 54 4; )/ der✓ 4.42 t stair • • • ORR (L.A.) INC. PP-1 DATE I ZH4 OZ JOB NO„ 7-4 a HKD SHEET NO. .1,342 OF ,Pull-out Capacity of Embed Leg of angle is large but the projection radius le is beyond the angle. le #3 x 3' 0' or Panel Reinforcing #3 x 3' 0' or Panel Renforcing #3 x 3' 0' or Panel Reinforcing Leg of angle is large compared to prjection radius le. le Typical plate with anchors le factor •d 1101 Jisi' The figures above represent various scenarios of embeds used. The projection radius is from the center of the anchor to the out side face where break out occurs. Angle If occurs. Else It Is a plate 'n' is the Ouantity of Anchors. 's' is the spacing. 'di; is the diameter of the anchor Always provide some type of reinforcement in front of the anchors. This allows the designer to use !ry = 0.85 instead of 0 = 0.65 per code requirements. The factor value is 1.5. This accounts for the stiffness of the DBA where the actual projection starts. SIR (L.A.) INC. PP-2 DATE IZ-44-oz- JOB NO. BY IZ-CT CH D SHEET NO. LL_ OF Pull-out Capacity of Embed Ext. Area n D s 0 a Anchor Area Int. Area le s-db edge dist if applicable le db db From the figure above, the projection area can be calculated. Note, there can be more than two anchors to increase the area and capacity. If the anchor is close to a panel edge, the circular edge segment is to be subtracted from the total area. le is the distance from center of anchor to face of concrete. The factor in factor*db is 1.5 . t is the thickness of the angle leg. If t = 0, then it is a flat plate. PP-3 (L.A.) INC. DATEI Z—(`—DZ JOS Qt, I.Lt (-MVO L BY SHEET NO. '8-.) OF Pull-out Capacity of Embed Ext.Area = *le2 4 Anchor Area = db * (le — t) Int.Area='r*(le 2—t� Segment IFS b>_le—tB=90° 2 and Segment = oin2 E1seO=acos s—db 2*(1e—t0, NO 5 45°THEN Segment = (le —02 * (B — sin o * cos 0) ELSE Segment —2 *(le — *Os *(1-0.2*02+0.019*94) If thereisa panel edgethen, o'= acos( leedgel \ le J Ext. Area IF9'545°THEN ESegment =1e2 * (9'—sm 9'* cos B') 2 ELSE d *1e2 *9'241-0.2 *912+0.019*r) ESegment— 3 2 Segment ESegment edge ii O !RE - (L.A.) INC. PP-4 DATE I -Oa - JOB U. Zte, BY Hjx(D SHEET NO. OF Pull-out Capacity of Embed Tension on Concrete and Shear on Steel Bott.Area = factor *db *(2*le+n*db+(n-1)*(s-db)-edge) EArea = 2* ExtArea + n * AnchorArea+ (n -1) * IntArea - ESegment + Bott Area 'n' is the number of anchor rows. 2 =1.0 Normal weight concrete d e = 0.50 in tPc A*0*4*Area* f',, = 2 = 0.85 Sandlight weight concrete UBC1923.3.2 f c 5000 psi 1.3- 1.3 A, = 0.75 All light weight concrete A = 1.00 Ab = area of bar = 60ksi V„ ='n'*0.75 * Ab * -it f UBC1923.3.3 , 1.3 1.3 FDc < V" Va, = 6.80 kip or FDe < Dead Load .,/1.3 1.3*1.4 1.3*1.4 V /1.3= FPS <_ V" �ma 13.59kip FPS or 5 Seismic 1.3*3.3 1.3*3.3 V,,,_3/1.3= 20.39kip FPW 5 °Pe V' FPw or 5 Wind Va,,.r/1.3 = 27.19 kip 1.3*1.3 1.3*1.3 le s n EArea 0Pc/1.3 le s n EArea 0Pc/l.3 2.75 in 0.00 in. 1 17.75 inA2 3.3 kip 3.25 in 6.00 in. 3 66.55 in^2 11.3 kip 2.75 in 3.00 in. 2 28.00 in ^2 5.2 kip 3.25 in 7.00 in. 3 70.40 in A2 13.0 kip 2.75 in 4.00 in. 2 31.06 in A2 5.7 kip 3.50 in 0.00 in. 1 26.62 in ^2 4.9 kip 2.75 in 5.00 in. 2 33.68 in^2 6.2 kip 3.50 in 3.00 in. 2 39.13 in^2 7.2 kip 2.75 in 6.00 in. 2 35451 in^2 6.6 kip 3.50 in 4.00 in. 2 43.07 inA2 8.0 kip 2.75 in 3.00 in. 3 38.24 inA2 7.1 kip 3.50 in 5.00 in. 2 4670 in^2 8.6 kip 2.75 in 4.00 in. 3 44.36 in^2 8.2 kip 3.50 in 6.00 in. 2 49.89 in^2 9.2 kip 2.75 in 5.00 in. 3 49.61 in ^2 9.2 kip 3.50 in 7.00 in. 2 52.42 inA2 9.7 kip 2.75 in 6.00 in. 3 53.26 in^2 9.9 kip 3.50 in 8.00 in. 2 53.23 in^2 9.8 kip 3.00 in 0.00 in. 1 20.51 inA2 3.8 kip 3.50 in 3.00 in. 3 51.65 inA2 9.6 kip 3.00 in 3.00 in. 2 31.52 in A2 5.8 kip 3.50 in 4.00 in. 3 59.53 in A2 11.0 kip 3.00 in 4.00 in. 2 34.88 inA2 6.5 kip 3.50 in 5.00 in. 3 66.78 in^2 12.4 kip 3.00 in 5.00 in. 2 37.86 in A2 7.0 kip 3.50 in 6.00 in. 3 73.17 in ^2 13.5 kip 3.00 in 6.00 in. 2 40.25 inA2 7.4 kip 3.50 in 7.00 in. 3 78.23 inA2 14.5 kip 3.00 in 7.00 in. 2 41.02 in^2 7.6 kip 3.50 in 8.00 in. 3 79.85 inA2 14.8 kip 3.00 in 3.00 in. 3 42.53 in^2 7.9 kip 3.75 in 0.00 in. 1 29.96 in^2 5.5 kip 3.00 in 4.00 in. 3 49.24 in A2 9.1 kip 3.75 in 3.00 in. 2 43.23 in ^2 8.0 kip 3.00 in 5.00 in. 3 55.21 in A2 10.2 kip 3.75 in 4.00 in. 2 47.45 in A2 8.8 kip 3.00 in 6.00 in. 3 59.98 ire ^2 11.1 kip 3.75 in 5.00 in. 2 51.38 in ^2 9.5 kip 3.00 in 7.00 in. 3 61.54 in^2 11.4 ldp 13.75 in 6.00 in. 2 54.93 in^2 10.2 kip 3.25 in 0.00 in. 1 23.47 in^2 4.3 kip 3.75 in 7.00 in. 2 57.91 in^2 10.7kip 3.25 in 3.00 in. 2 35.23 inA2 6.5 kip 3.75 in 8.00 in. 2 59.93 inA2 11.1 kip 3.25 in 4.00 in. 2 38.88 in^2 7.2 kip 3.75 in 3.00 in. 3 56.49 in^2 10.4 kip 3.25 in 5.00 in. 2 42.19 in ^2 7.8 kip 3.75 in 4.00 in. 3 64.94 in ^2 12.0 kip 3.25 in 6.00 in. 2 45.01 in^2 8.3 kip 3.75 in 5.00 in. 3 72.80 in^2 13.5 kip 3.25 in 7.00 in. 2 46.93 in ^2 8.7 kip 3.75 in 6.00 in. 3 79.89 in ^2 14.8 kip 3.25 in 3.00 in. 3 47.00 inA2 8.7 kip 3.75 in 7.00 in. 3 85.86 inA2 15.9 kip 3.25 in 4.00 in. 3 54.30 in A2 10.0 kip 3.75 in 8.00 in. 3 89.89 in A2 16.6 kip 3.25 in 5.00 in. 3 60.92 in ^2 11.3 kip 14.00 in 0.00 in. 1 33.51 in A2 6.2 kip PP-5 DATE JOB NZ (. �a Z BY HKD SHEET NO. OF Pull-out Capacity of Embed le s n 'Area 0Pc/1.3 le s n EArea 0Pd1.3 4.00 in 3.00 in. 2 47.51 in ^2 8.8 kip 4.50 in 8.00 in. 3 116.24 in ^2 21.5 kip 4.00 in 4.00 in. 2 52.02 in ^2 9.6 kip 4.75 in 0.00 in. 1 45.32 in ^2 8.4 kip 4.00 in 5.00 in. 2 56.25 in ^2 10.4 kip 4.75 in 3.00 in. 2 61.52 in ^2 11.4 kip 4.00 in 6.00 in. 2 60.12 in ^2 11.1 kip 4.75 in 4.00 in. 2 66.86 in ^2 12.4 kip 4.00 in 7.00 in. 2 63.51 in ^2 11.7 kip 4.75 in 5.00 in. 2 71.96 in^2 13.3 kip 4.00 in 8.00 in. 2 66.17 in^2 12.2 kip 4.75 in 6.00 in. 2 76.76 in ^2 14.2 kip 4.00 in 9.00 in. 2 67.02 in^2 11.4 kip 4.75 in 3.00 in. 3 77.72 in^2 14.4 kip 4.00 in 3.00 in. 3 61.52 in^2 11.4 kip 4.75 in 4.00 in. 3 88.40 in^2 16.3 kip 4.00 in 4.00 in. 3 70.53 in ^2 13.0 kip 4.75 in 5.00 in. 3 98.60 in ^2 18.2 kip 4.00 in 5.00 in. 3 7&99 in^2 14.6 kip 4.75 in 6.00 in. 3 108.21 in^2 20.0 kip 4.00 in 6.00 in. 3 8674 in^2 16.0 kip 4.75 in 7.00 in. 3 117.08 in^2 21.7 kip 4.00 in 7.00 in. 3 93.51 in^2 17.3 kip 5.00 in 0.00 in. 1 49.64 in02 9.2 kip 4.00 in 8.00 in. ' 3 98.84 !nil 18.3 kip 5.00 in 3.00 in. 2 66.57 in^2 12.3 kip 4.00 in 9.00 in. 3 100.52 in^2 18.6 kip 5.00 in 4.00 in. 2 72.19 in ^2 13.4 kip 4.25 in 0.00 in. 1 37.25 in ^2 6.9 kip 5.00 in 5.00 in. 2 77.57 in ^2 14.3 kip 4.25 in 3.00 in. 2 51.99 in^2 9.6 kip 5.00 in 3.00 in. 3 83.49 in^2 15.4 kip 4.25 in 4.00 in. 2 56.78 in ^2 10.5 kip 5.00 in 4.00 in. 3 94.73 in ^2 17.5 kip 4.25 in 5.00 in. 2 61.30 in^2 11.3 kip 5.00 in 5.00 in. 3 105.50 in^2 19.5 kip 4.25 in 6.00 in. 2 65.49 in^2 12.1 kip 5.00 in 6.00 in. 3 115.70 in^2 21.4 kip 4.25 in 7.00 in. 2 69.25 in ^2 12.8 kip 5.25 in 0.00 in. 1 54.17 in ^2 10.0 kip 4.25In 8.00 in. 2 72.40 in^2 13.4 kip 5.25 in 3.00 in. 2 71.81 in^2 13.3 kip 4.25 in 9.00 in. 2 74.50 in^2 13.8 kip 5.25 in 4.00 in. 2 77.71 in^2 14.4 kip 4.25 in 3.00 in. 3 66.73 in ^2 12.3 kip 5.25 in 3.00 in. 3 89.46 in ^2 16.5 kip 4.25 in 4.00 in. 3 76.30 in ^2 14.1 kip 5.25 in 4.00 in. 3 101.25 in^2 18.7 kip 4.25 in 5.00 in. 3 85.35 in ^2 15.8 kip 5.25 in 5.00 in. 3 112.58 in ^2 20.8 kip 4.25 in 6.00 in. 3 93.74 in^2 17.3 kip 5.50 in 0.00 in. 1 58.89 in^2 10.9 kip 4.25 in 7.00 in. 3 101.25 in ^2 18.7 kip 5.50 in 3.00 in. 2 77.25 in ^2 14.3 kip 4.25 in 8.00 in. 3 107.54 in ^2 19.9 kip 5.50 in 3.00 in. 3 95.60 in ^2 17.7 kip 4.25 in 9.00 in. 3 11L74 in ^2 20.7 kip 5.50 in 4.00 in. 3 107.95 in ^2 20.0 kip 4.50 in 0.00 in. 1 41.18 in^2 7.6 kip 5.50 in 5.00 in. 3 119.84 in^2 22.2 kip 4.50 in 3.00 in. 2 56.66 in ^2 10.5 kip 4.50 in 4.00 in. 2 61.72 in ^2 11.4 kip 4.50 in 5.00 in. 2 66.54 in ^2 12.3 kip 4.50 in 6.00 in. 2 71.04 in ^2 13.1 kip 4.50 in 7.00 in. 2 75.14 in^2 13.9 kip 4.50 in 8.00 in. 2 78.71 in^2 14.6 kip 4.50 in 9.00 in. 2 81.50 in ^2 15.1 kip 4.50 in 10.00 in. 2 82.37 in^2 15.2 kip 4.50in 3.00in. 3 72.13in^2 13.3kip 4.50 in 4.00 in. 3 82.26 in ^2 15.2 kip 4.50 in 5.00 in. 3 91.89 in ^2 17.0 kip 4.50 in 6.00 in. 3 100.89 in^2 18.7 kip 4.50 in ZOO in. 3 109.10 in ^2 20.2 kip RFS B ■ ;f n d n mceo ,fop tea. S—TRUCfUR (L.A.) INC. DATE tz-14-oz. JOB NO. Z18 BY R4 CHKD SHEET NO. '9rt7 OF STA/ ve4"--O 4,tfl/LS "cote 6ro .i/t-D caw M.tcT/G/StS //Hi E S3 warms o 7-7,40.7feWI5 aft SPA/4g/G C4n#cs .0"Stor ens &Sem it 34 limo, AS P-Af-Q �A oit c/GOL .pc, WPM irate AN 0 l ara-a % 1%!/ LOCK WAS/,4i4 £ 7»Lre -e (4 "77,40 Alfras 2/fitST/SLI.:ATWW 4&'/ac /. eosin/on Ati otO 14544- o,/ \1/44 CO Le P tg 44-/Nf. 2. St/OE Tf *4 ioa9c so Tay /};-QM_ NSr f 4ANGAS ST/6$TlN a647S it Stol pig Wiwi ok SSA€. '2 /AN fltivT LucK ittwbR vrH-AAt4-5 rt w-Atat - I // ,// //_ i/ re bitthe-A �v/ f'v" lvvf.R-sou /tPLA t k✓T so-o RES B RUCTUR 4- (L.A.) INC. DATE I Z.-IQ -O Z JOB NO. 248 BY art CHKD SHEET NO. lint OF m%LXSXQ'-S whirs T¢ k xi%z w/i % a/ 8 's �l� g l"qt &NTJ. (Tyr.. m m !3'xgxl/-- w/2-78egoar qt 2- S-IC/an TS 10 X 10 X 3/8" 1'-3" 42" ' -3" i a" 11-21" 1' q' 7i1/„.....Z3 4C+ g."yX G i z -'rg "4 mks = • tir -IN 4 i" 2 3/q `'eb 71 ro4 ]zed w/Nita f3 /W4 h r$ • DATE 2_%/9/oz rit-nc—L (L.A.) INC. JOB NO. Zi8' BY CO CHKD SHEET NO. /O OF STANDARD IN -OUT CONNECTION DESIGN 1.0 Determine the tension and compression loads to the connection from panel analysis. FD = Dead Load FpE = Panel Seismic Load Fw = Panel Wind Load 2.0 Determine le, Depth of Embedment, from Panel Thickness and Clearance Requirements. 3.0 Select minimum plate size, b and d, from Table 1. 4.0 Determine the plate thickness, 't', from Table 2. 5.0 Select the angle size, 'L', along with angle thickness, 'tz from Table 3. This same table has the required fillet weld size along with the required length based on the allowable bending of the selected angle. 6.0 Determine if the selected Length of Coil Rod is adequate due to applied loads Table 4. If loads are large, use a pipe stiffener to increase the capacity, Table 5. The preceding pages will have the information required to analyze members of the connection. S= fc= PULL OUT CAPACITY OF STRAP ANCHOR Back View Side View b = plate width 8.8 b-12=a 1.5 in. 5900 psi 3 m O) d = plate depth NOTE. THE VALUE OF c AS DETAILED IS FOR a- 1 1/2'. HOWEVER, c WILL VARY WHEN S VARIES. Strap width Note: le is depth of embedment - 3/8" Embedment Depth y I X 1 UR DATE 21/9t'0Z. JOB NO. Z/F BY ea- CHKD SHEET NO. // OF PULL OUT CAPACITY OF STRAP ANCHOR - Strap Anchor = 3/8"x s" Triangular Area due to a'=as c 0 22*le) =as' a 2*1 A=1/4"*7C *1e2 B = 1 e *s" D=1e *.375" H=c/2 *.375" G=a/2 *c/2 • Triangular Area due to (3 Circular Sector Area due to g Projection areas of C and E are similar. Area E is shown above for clarity. Area E = triangle due to /3 + 2 * triangle due to /3/2 + circular sector due to /3/2 . a le* cos�) E=2* 2 +2* le* sin!)*le* cosl A) 2 + Llez *(A* I —s /3 *co ] 2 180 '�2) '2)) E a*le* cos(/3)+1 le'*sin(Q)*cos(1)+I lee*(�60 sin' *co�2))] 4 From Functions of Multiple Angles: sin2x = 2 * sinx * cosx or 1/2 * sin2x = sinx * cosx In our case x = /3/2 therefore, 2*sin:2*(�) I=sin`Q) *co(Q) Reduced to lowest terms, e e (L.A.) INC. DATE a /OZ. JOB NO. BY CE CHKD SHEET NO. /2. OF PULL OUT CAPACITY OF STRAP ANCHOR Substituting back into equation E, l ( *tr 1 E— a*le*co s(R)lee + 2 *su�f))+[1e2*(f60 2*s�f))] 4 Similarly, c*le*4 s(a) +I 122 *sin(a) I +[ie2 *(360 2 *sutra))] 'Area=A+B+C+D+E+G+H EArea=4*le2+le*1S+c*le* s(a)+l l22ssm(a)I+[/e2*(360 2*sm�a))] a*le*co Q 1¢2 l 4 r. 1 c*a c*3 +le*O.375+ 4 cos( �+ 2 *sin06))+[le2*(�60 2*s�R))]+ 4 + 16 Combining terms and reducing to lowest terms, rc 2 a /3 90 le c*cosa a*cost c EArea =4*le * 1++90 +2*(2*s+0.75+ 2 + 2 )+16*�4*a+3� Note: IF b-1.75>le Then a max=le or a=2*le & IF d-122*sale Then -max=le or c=2*le ELSE a=b-1.75 & c=d-1-2*s OP, = O*2*4*EArea* f'c 1.3 13 A=1 normal weight 2 = 0.85 sand light weight A = 0.75 light weight A = concrete strength factor (L.A.) INC. DATE Z/« 6 2. JOB NO,_ WO JOB SHEET NO. /3 BY KD OF TABLE 1 - . Plate size b and d (inches) (� hes) FD (Ib) $Pc*4 FPE (Ib) 6Pc*4 Fw (Ib) 4Pc*4 1.3 1.3*3.3 1.3*1.3 5 2.625 12955 3926 9965 5 2.875 14568 4415 11206 5 3.125 16249 4924 12499 5 3375 17998 5454 13844 5 3.625 19816 6005 15243 5 3.875 21705 6577 16696 5 4.125 23665 7171 18204 5 4.375 25696 7787 19766 5 4.625 27798 8424 21383 5 4.875 29972 9082 23056 5 5.125 32218 9763 24783 5 5375 34536 10465 26566 5 5.625 36925 11189 28404 5 5.875 39387 11935 30298 5 6.125 41921 12703 32247 5 6.375 44527 13493 34252 5 6.625 47206 14305 36312 5 6.875 49956 15138 38428 6 2.625 15694 4756 12072 6 2.875 17542 5316 13494 6 3.125 19444 5892 14957 6 3375 21407 6487 16467 6 3.625 23435 7101 18027 6 3.875 25528 7736 19637 6 4.125 27690 8391 21300 6 4375 29920 9067 23016 6 4.625 32220 9764 24785 6 4.875 34591 10482 26608 6 5.125 37031 11222 28486 6 5375 39543 11983 30418 6 5.625 42126 12765 32404 6 5.875 44780 13570 34446 6 6.125 47505 14396 36542 6 6375 50302 15243 38694 6 6.625 53171 16113 40901 6 6.875 56112 17004 43163 DATE LIS Z BYJOB et C��t{ KD� SHEET NO. �7 OF . TABLE 1 • , a • Plate size b and d (inches) (� le Fn (lb) kPc*4 FPE (lb) 6Pc*4 Fw (lb) 4)Pc*4 1.3 13*3.3 1.3*1.3 7 2.625 18194 5513 13996 7 2.875 20559 6230 15814 7 3.125. 22740 6891 17492 7 3375 24953 7561 19194 7 3.625 27214 8247 20934 7 3.875 29532 8949 22717 7 4.125 31911 9670 24547 7 4.375 34354 10410 26426 7 4.625 36863 11170 28356 7 4.875 39438 11951 30337 7 5.125 42082 12752 32371 7 5.375 44795 13574 34458 7 5.625 47577 14417 36598 7 5.875 50429 15282 38792 7 6.125 53351 16167 41040 7 6.375 56344 17074 43342 7 6.625 59408 18003 45699 7 6.875 62543 18952 48110 8 2.625 19979 6054 15369 8 2.875 22766 6899 17512 8 3.125 25686 7784 19758 8 3.375 28489 8633 21915 8 3.625 31048 9408 23883 8 3.875 33630 10191 25869 8 4.125 36255 10986 27888 8 4375 38932 11798 29948 8 4.625 41667 12626 32052 8 4.875 44463 13474 34202 8 5.125 47323 14340 36402 8 5.375 50247 15226 38652 8 5.625 53238 16133 40953 8 5.875 56297 17060 43305 8 6.125 59423 18007 45710 8 6.375 62619 18975 48168 8 6.625 65884 19965 50680 8 6.875 69218 20975 53245 - ES (L.A.) INC. DATE JOB N.O. BY C:G SHEET NO. zJ/glaz 8 /'S 55 OF - TABLE I • Plate size b and d (inches) (in le FD (Ib) 6Pc*4 FPE (Ib) OPc*4 FW (Ib) 6Pc*4 1.3 1.3*3.3 1.3*1.3 9 2.625 21477 6508 16520 9 2.875 24560 7442 18892 9 3.125 27727 8402 21328 9 3.375 31013 9398 23856 9 3.625 34428 10433 26483 9 3.875 37673 11416 28979 9 4.125 40613 12307 31241 9 4375 43568 13202 33514 9 4.625 46561 14109 35816 9 4.875 49601 15031 38155 9 5.125 52696 15968 40535 9 5.375 55849 16924 42960 9 5.625 59062 17898 45433 9 5.875 62339 . 18891 47953 9 6.125 65681 19903 50523 9 6.375 69088 20936 53144 9 6.625 72562 21988 55817 9 6.875 76103 23062 58541 10 2.625 21477 6508 16520 10 2.875 25306 7669 19466 10 3.125 29447 8923 22651 10 3375 33045 10014 25419 10 3.625 36719 11127 28245 10 3.875 40506 12275 31158 10 4.125 44418 13460 34168 10 4375 48108 14578 37006 10 4.625 51432 15586 39563 10 4.875 54764 16595 42126 10 5.125 58127 17614 44713 10 5375 61534 18647 47334 10 5.625 64992 19695 49994 10 5.875 68505 20759 52696 10 6.125 72076 21841 55443 10 6375 75708 22942 58237 10 6.625 79402 24061 61079 10 6.875 83161 25200 63970 STR A (L.A.) INC. DATE 2./7 Ai Z JOB NO. 22i BY e. rF CHKD SHEET NO. /4 OF RENDING CAPACITY OF PLATE AT STRAP ANCHOR a PI r P2 r1 M, k with a = 2 M® -1 F4 S (d-1.165") * t2 (d is plate height and 1.125" is size of hole.) fh = M®" and Fb = 0.75 * 36ksi(ASDk27ksi S Fallow = Fb *S1 * 4 (1=d - 3 "- 8 ")For square plates. Fo =Pain Allowable Load Due toDead Load F = 3 * Palo., Allowable Wind Load F' pa = Palm,. * 1.4 Allowable Seismic Load no increase Fps=3*Fallow*1.4 Allowable Seismic Load 34increase TABLE 2 d (inches) t (inches) FD (Kip) Fw (Kip) F.ps (gip) Fps (gip) 5 0.375 2.5 3.4 3.5 4.7 5 0.500 4.5 6.0 63 8.4 5 0.625 7.0 9.4 9.8 13.1 5 0.750 10.1 13.5 14.2 18.9 6 0.375 2.5 3.4 3.5 4.7 6 0.500 4.5 6.0 6.3 8.4 6 0.625 7.0 9.4 9.8 13.1 6 0.750 10.1 13.5 14.2 18.9 6 0.625 7.0 9.4 9.8 13.1 7 0.375 2.5 3.4 3.5 4.7 7 0.500 4.5 6.0 6.3 8.4 7 0.625 7.0 9.4 9.8 13.1 7 0.750 10.1 13.5 14.2 18.9 8 0.375 2.5 3.4 3.5 4.7 8 0.500 4.5 6.0 6.3 8.4 8 0.625 7.0 9.4 9.8 13.1 8 0.750 10.1 13.5 14.2 18.9 8 0.875 13.8 18.4 19.3 25.7 . 7 �1'ti.-Jl� J l�lJ lh • (L.A.) INC. DATE 27/9A JOB NO. BY CC CHKD SHEET NO. /7 OF BENDING CAPACITY OF PLATE AT STRAP ANCHOR TABLE 2 d (inches) t (inches) FD (Kip) F w (Sip) F. pE (Kip) FpE (Ki'p) 9 0.375 2.5 3.4 3.5 4.7 9 0.500 4.5 6.0 6.3 8.4 9 0.625 7.0 9.4 9.8 13.1 9 0.750 10.1 13.5 14.2 18.9 9 0.875 13.8 18.4 19.3 - 25.7 9 1.000 18.0 24.0 25.2 33.6 10 0.375 2.5 3.4 3.5 4.7 10 0.500 4.5 6.0 63 8.4 10 0.625 7.0 9.4 9.8 13.1 10 0.750 10.1 13.5 14.2 18.9 10 0.875 13.8 18.4 19.3 25.7 10 1.000 18.0 24.0 25.2 33.6 Weld at strap legs With 3/16"fillet welded at both sides of strap: 3/16"*d'*2 Aw - f = 11.1.4 lt' Using ASD and E70 electrodes, P = 0.3 * 70ksi* A,. Panew = 8.35 kip each leg FD =41egs * Pak,, Allowable Load Due toDead Load F jp. =4* 3 *Paaow Allowable Wind Load pE=4*Fallow* 0.4667 Allowable Seismic Load no increase FpE =4* 3 * Fallow *0.4667 Allowable Seismic Load /3 increase Using LRFD and E70 electrodes, Pa = 1*0.60*701rsi* Ay, = 0.75 fillet welds FD_41egs*ICI' Allowable Load Due to Dead Load 1.4 P - 4 * Pa Allowable Wind Load 1.3 4 3P FpE = Allowable Seismic Load FD = 33.4 kip Fw = 44.5 kin F'pE= 15.6kip FpE = 20.8 kip Pp = 12.53 kip each leg FD = 35.8 kip Fw = 38.6 kip FpE= 16.7kip 5rR • (L.A.) INC. DATE 2/ilAsa JOB NO. alb BY CC CHKD SHEET NO. 1.? OF The design of coil rods are usually determined from the stability of the rod due to its length. Tension values are given but seldom control the design. The design is based on the root diameter due to the far spacing of threads of a coil rod. Pipes are used to strengthen the the stability of the rod only when needed. • Stability Factor k = 1.0 Diameter of pin 1.000 in. Root diameter'K' 0.865 in. TENSION CAPACITY 1 `k*/� *F 2*Cc2 Y FQ- 5 *1k _ 3*1l (k*y7 3+ 8*Cc 8*Cc' & F = 0.6 * FY :. Pauaw = .Ft* area (Tension) Cc= V 2*�2*E fk*l >CcFa= 12*it2*E 1 r FY 23'lk*�y k =1.0 , r = d4 E = 29000ksi F is an input value Paeaw = Fa * area(Rod in Compression) Area based on root diameter for coil rods. F},coa = 75.0 ksi Cc 87.364 FD = Pauaw Allowable Load Due to Dead Load 0, = 3 * Pa„ aw Allowable Wind Load F'pE=Panaw*1.4 Allowable Seismic Load no increase FPE = 3 * Pauaw * 1.4 Allowable Seismic Load 13 increase FD = Z6.4 kip Fw = 35.3 kip F' pE = 37.0 kip FpE = 49.4 kip D DATE 5_CI (L.A.) INC. JOB NO. BY er SHEET NO. ZI 1 CHKD Iq OF COMPRESSION CAPACITY FD =Pilaw Allowable Load Due toDead Load F = 3 * Palk.,, Allowable Wind Load . DE = Fallow* 0.4667 Allowable Seismic Load no increase FpE = 3 * Papaw* 0.4667 Allowable Seismic Load Xincrease TABLE 4 COMPRESSION length (in) k*Lr Fa (ksi) Fo (gip) FW (gip) F'aE (gip) FpE (gip) 12 55.49 32.0 18.8 25.0 8.8 11.7 18 83.24 21.4 12.6 16.8 5.9 7.8 20 92.49 17.5 10.3 13.7 4.8 6.4 23 106.36 13.2 7.8 10.3 3.6 4.8 26 120.23 10.3 6.1 8.1 2.8 3.8 30 138.73 7.8 4.6 6.1 2.1 2.8 36 166.47 5.4 3.2 4.2 1.5 2.0 42 194.22 4.0 2.3 3.1 1.1 1.4 B RUCT'UR 4- (L.A.] INC. ft4Hsgx3s T5 10 X 10 X 3/8" '-311 11-3" 1'-^1111 G l" i , I'-n611 4 <os 0 J L li Arl u; 4\ 1 1 11 4 c 1'-9" 42" DATE JO8 NO. BY LL E_ CH SHEET N0. O 2 Q. OF 12-1-o Z 2r� EE21 SE-4 8 / o to /At ' ,Sr /torte (LA.) INC. W 10X49 Z.SXsX3/q XO'- 4 W/s"1 //ale iv/ %z Waslity /JK3x0'-S2L" 2//'lul �cpiiA%'EI)4Y4C4 DATE 2'let -02 JOB NO. Z-1 g BY HKD SHEET NO. OF z, w,' "filets 3¢ 9 nsto Rc,o wfri s 3 es•pcaa 4 ws#' ,'Pt7i,4 goo w/ I!t' w S'A/sc ? A/" 3 B STRUCTUR 4- (L.A.) INC. DATE 2r1-0Z JO8 NO. 24 la BY K-(.'fr CHKD SHEET NO Wet OF wf v: 1 ixz Lzx37.x 2 (0--!o. i'i90 /Sv4.7 2-six/1 57»4Pr&71:z�r*c It 3146014C 1 /- ¢ b. 4 (L.A.) INC. Co 4/49C De- S 1G N 2- 334. YPt= ,73#4 4 s <r, t y {z sr ftsr 43>j �ro Fans N 3274 n FYS8tit k$4� -r- FYPB =327 0 DATE i 1-Let -02 JOB N 2-t Q� BY- CHKD SHEET NO. n{�Z� OF /4,trPese-71 -f A A' AY' 14S 3429,C 2SZ 699/ 1 4737,& $7G,3 /442%L J 47$ s` -+ X 22,74;ir> f ; 9 It 336.24" WT FP 1,14 4- Ais-enft fir 'at yt 3 5 xasst ; de,••" +t t 412 X 9e$= 172,/ 1E74 412, x 394 1424 2413, 3 319,.E 2$ AO/� / y 12,/3 kvr- 3 40°4 _ t, 14-4 ,, trod P'iA 2 0 r 7 6,3 LPNn 3s"3b,/ 33/,d 3 EV17 stRUCTUR 4 (L.A.) INC. DATE 1 2—t1 —0 2- JOB NO. 21 ie. BY et+ CHKD SHEET NO Aiestr OF Z' G4N°/'Y ea vL - 00I-S/ S N 5z.C. aN 1m .4x 5f'4iv 6r vN sr/ro w/ f'4 A4, A4-4,4 G44v7TY 731'4 42g/`3 Gv—:A¢x73r" /P3443 S�rs�/c f q z x 2 = 914.. )eir . x x !, /4 il, /46 c r4* coNr C Go//c, 4fl 54-c770/v 1/2 '.33'<50'000 b 33 ,(y-4® #/4 Aco,2a de 4!2-34-1a_4ti r3,o" ®,X.p d v 34 f'2'`/4_ = hr. r it A-l.4 w 5 P4 104, = of / ft 4 k: -� K / 2 - G, 7 it k AMY = z idc.t.oIA/ CAN,,1-44ri3i( Alp o.rgG k� J X/2 44/7rrdt _ 2 447ride R E�S B srRUCTUR 4- (L.A.) INC. DATE (Z-(-i -E)Z JOB NO. 2191 BY r2_ 1 CHKD SHEET NO. 41.1 OF /31-d.E /N c CorN fate Fy s 6 4e /=y am©= 327fff x/z, '- 41x cm w 3 3 g SO -Warne. A G x / w,/ ''90/41./- 3 "p/ mr #Izbft(3241' = , 4-$1sir/ J = /446 bc 4 WfficAir will ST T Q/bA— 130/AlG 2-S' ST. 2x i w/)1 "f ilitae 3 /- 3 "9 44-G4 .19S�o` - 9748r< 2 Pon, eve St4C2, (L.A.) INC. DATE I-yOZ JOBNO}. 24e BY t` � CHKD SHEET NO. OF e4/VrG %*tq/34.4 fob Fys/3 woes lial p to CVNN 96 / 7 /,/ 114 L G>C32 X gX,Orle ;$ ,«411-i t-c1 / x 404r 4 I° Mn 2- 38X/� 5r/ededs& 72a'ea 2 -Nix j!4 @ j-f'G� nk ,+1(, A-r"A'i /,4x4./24 x4,i 24,m f2,411vf 2.#4 45=0,lo 6=01¢ {_3,yc d_ 412J24 r 344 A% t 7,.3y 7 tefIc, As/ aa7 04ir4 d3xi_ A c /,3 le 7r4 2 - 25",/ 3, / //y weer 42 _ Pt 019,35( 4 x 43 / /r'v, 437# 3 /, 3 64x442o /4 l* tL n it 3 zx g x a' M dA Fz s& @ W 3 3 r3 M 0404 L 4x32 W Ltd 2 c :/447 dse osus 7 2 829 � :3fett - /4/YE.444, = of 92s % 4 x 2 ' 74'211-45 01A. // FY it 4124 DATE 12-15 "ea JOB NO. 2l BY v_fI' CHKD HE N . OF '5 ieshi .t-.uzL4- 47 toe L B x 4 x .fix O_14 /ft'$#t,c I 4 e 3 r z .r 4 fl to 2- ;ex/ 2 5r,C%v5 Cz:/447 AA PI S 2.7 47. tx / mx` c /G ¢ga X 4-3- 2 l 270o© tie Fy=/,4x4./2',`= S,77 At 4_5. d t 7Z r a�// ' 4 a 4s .4$o arrom 55-Arret AtKc afG ,z ,✓,e.. Tm SAis is a le'47 cL3= ^13S' • 0-`e= `f ,./z_34_3s �2s 6 ��' g2,-F77/mt- !, rh /WSJ v w ��7fi�.cv c 7 v/ 7 R =S B STRUCTUR 4- (L.A.) INC. DATE I2-{LI"%j JOB NO 7.4a BY D (4- CHKD SHEET Ha: --OF rop' /0 DA-5/4N fine CYST FZST 28 !N AA r=y Ls,i o r 4/C4 X /Z. er , :oC 7 3 (40611-344)x/z4 2 375-49 $l_ r2o404z t/J 45o30 4,29 �— --~r� inti 5 (a •a)k . j 2 Fr=.3F21..: t= 32 f¢ a/4 is £ZP x3 /SEGx 20,g1t5L t 27 5 S X ', 7s 2 Vidir r2.sit?M/ v 4-5 7r 3 0, 14 Di 2 2 *Yr ,t oi9xGa ) r 50 It3C. + '` �L sage her .fit. -3 4 r 3 4 t/'NX2 /,3 ./4,241-14>3,43`X44-= re /f a RES STRUCTURES (L.A.) INC. DATE Z-{G-OZ JOB NO. ZI 3 BY R-t+ CHKD SHEET NO. •AI OF 4-"5 qX 3$ w� /-#4x / a) 2- z ep )c a L 3 1,t-S4 %1 ) Z9 1€ 4x3 Isp ¢� _d-33¢.x xat-4 tv/.4-4/140xii-o tJ AA r 4. Ax FZ = (.404 151 t) XJ2,d'x o, 743 327' 1k 334 (3a 40Nc / , ,FxevT e ¢12 _ 34-_ �2 ; 3 " S r" i3` cr 2,327x 3,3 = 7)42 fog it A Z L ate¢ DRY STRUCfUR (L.A.]_INC, DATE 12-1 -0 Z JOB NO.. 2-1 By -e - .- GNK) . SHEET NO. 4rTZ OF ♦ Z4/C3zx3E xo'-8 W/2,- ig,"9' x/2 r044 a grief ` x3 eo L� & nG • rye, tm644 irt WS/i/E> k it II I'-3" . 11-3" . anT 4L"s J 3 a P eon? d NpT3 rxit 1699 %Bair w / es, x4 ,± wsajt. 4 NrrS " in RUCTUR (L 1 __ DATE /7-' /—O 2- JOB NO. Zl S 4v — iZt'f — —owl) SHEET NO. 435 OF 10 4. Q 4.4 K 3 2XZ wf'2-Iz"fix/2MA 2-St7x3-'G &7'6a it"2 fh/x9 w/G-/a'40liars rl 3-/fino.7tGA3�oc "xkd iIl w/4'Pint Non r - x yvf. G-/daePli/ocs, /L $toT It 69 'S X / 2 -1.6x32x�2,0- w/2-2 ¢x/24°44 2-$rtx3'o'CJa do B ¶ rRUCTUR (L.A.) INC. DATE Z�'I -O 2- JOB NO. T-1$ BY z kk CHKD SHEET NO. OF 32 L' tN &I7vO/,,1 L 5.645/111 tow, 4.44-4 04/ /3 At/ an nit wT/1cr = 4not 34/a - 7441:,,V 5its sm/ c fx ^ tom, 6 3 X 74.0' = ; '' 41-44/ Weft LAWS-4 / 4 X Calv6 rff 4-0/VAr1, - nt 7-o co L id N = 3` Sfrr C 0NN r/0!y _ ,LP. G9 = 5-4r" x •3 �, r 1 `� w L� 4 4a�.r Lori? d = $2j'1 k 4-t'f 6046,X/5;7rl+4241 5 w a 6.re-v&'n& .fix/. e st w�e 2 ->� x9 fix s -!ug tanrY_ wj � ce /Omit tWWSNR 4 now34, B Awn ? fix FM 1e /3 ,V / L ; °11s. 1443414_ LaN6 /'¢ k 0 J,e55c.ww, /I1 it 1 x 4 2 S �= 4.0.E 4_///e 4A.4x Gr9ks <27ox 7 2- A.04if to knit SGr /T £M4#4 t" • Z. 4x3,ctaxo'Iv" w/ 2- 11a? X/g .064 S 7144 rI/ 2- 7 X 3 L Q 7 `44 ad Xta -'1X7X3kG /.2osa' 0 • (L.A.) INC. DATE 12'"(. JOB NO. BY ILl- CHKD SHEET NO.digif. OF 33 fiaie .L..4v, , A £ /mid M G p V/S7L - 5,43 47 L 4-)W4 rb� fj( = 4 L t&rly _ /7 /t GONN. fix = G, `Art)(17, 0311- /0l%/! a1.7fs,' .7 I G /C,LL,ay 3. fft0 /4047s `tie tedam. 3 x 7,1 4 2 3.7'� > ok Nr 1*-4-10 ca fry fame?'" , tgosio fc 21,4_ !oX S2x I2 xa-- d /l°hitivF" (=%Gtr/x3,3 ='33,3x wi 2 lg ¢X / 2 44,4 w/ 2-5-x L e. 3-11?- z • Yip ac (L.A.) INC. DATE JOB NO. BY R CHKD SHEET NO.'I' OF 3y — z x dvT = 2, S - /, 7s X trio Pet - � !d C44 5'MG 5 - 4 ow �3 vt,T vs 2' 7/,�X /3� T : s? $, 07 5 -k it G#R 0= 3, L' '� 4 o mT. CAve o, stet 7 to-1-6 I 46 0.47 Tis -s/ory 4.a4 ,Cx=0,227`%K/g,3 1 114 n 4-s d nr t..o 3,I' sis f /u _ RES B SFRUCTUR (L.A.) INC. 4 Sto2. DATE --14 -00 JOB NO. Z(gj BY (Z Lk CHKD SHEET NO. ale OF Nor Hor` I1_3v m (L.A.) INC. DATE WO/ l 0 V JOB NO. Z /S BY CE CHKD SHEET NO. OF (R435) PLANT /4 0 2.-4. OS (R440) i . • r 00-r C. (R439) AN 32, • r Y ..a14 /4. L.C. (R43B) �• „. ram' O.C. (R/39) • t 0.C. (""') 3« h. 2- 0 r Le 2 -4•. OS (R437) 4- ek t0 5. r� 4k• t Secrne*• 2-/4 ReinF»2e.n en+ be -Sign : May. . Vtielics/ Span` ,8eiiian Connealionr = i wile( = 38psF * I.3 dFI = 1/94 t/ l�sus = /saw * 2 *a.743 ;FI J = 517 Z *4 • W ixd Governs ' I. ( A- so IV p,{u = 50 % * /0. s = 689 r6 — # w Fo = s ks � ,fir = ‘oks/. h _ /3.5 •, *V Bar A3=a.zin2 f' = Z.tS"¢P,L. CpM14 = l•93 Ft -Kip > 0.6e9 Ft-k o.k. Cheek Min. R.t' iF. Qef[ dti.�a� J 2 11 , Ast„, O.002. )(-./)E S/Z = O./Oh:1 e. Beaten Covsc Max. !-iorizon-hcl 3pa.n &wan Cantu: _ /01-- Max . ea„filevw = s' 2%` Mug = 5e / # 5.21Z G78 Ft# Transv.vee, R..%nf• RS = o.00)2* 4540Z(= o.044i4/fi, W/ # @ o,C, /rs pnw. = 0. I in2> 0.06Sini ,. ok J:\218 HOAG HOSPITAL\03-REINFORCING\218-RD-11.dwg, 12/02/2004 09:38:32 AM DATE lv/ofiov JOB NO. 2-!? • • (L.A.) INC. BY et. CHKD SHEET NO. 37 OF REINFORCED PANEL DESIGN This program analyzes the stresses in each rebar of a defined section using strain compatibility to determine its ultimate moment capacity. The user needs to input the following: Height of panel Number of rows of rebar a -- estimate of height of concrete compression block. b -- thickness of panel or width of beam. As -- Area of steel. d -- dist from top of section to rebar. The program calculates the forces in each row of reinforcing (Cs&T). and the equivalent force of the concrete compression block (Cc). The user selects an "a" that will produce a sum of the forces equalling apporoximately zero (0). The program then takes moments about the cg of the compression stress block to give a design strength of phi*Mn. total depth ofpnl: Rows of rebar: a (guess) _ b (width) = c= fc= fy= E steel = epsilon c = epsilon y = Row As(inA2) 4.5000 in 1.0000 0.2092 in 13.5000 in 0.2614 in 5000 psi 60000 psi 29000000 psi 0.0030 0.0021 alpha = beta = phi = Cc = T-Cs = 0.8500 0.8000 0.9000 12.0000 k comp 12.0000 k tension Cc+Cs-T = 0.0000 k (ok) Mn= 2.15 ft-k phi*Mn= 1.93 fi-k d(in) strain stress Cs or T * d-a/2 = Mn 1 0.20 2.2500 0.0228 60.0000 12.0000 2.1454 25.75 0 0.0000 0.0000 0.0000 0.0000 0.00 0 0.0000 0.0000 0.0000 0.0000 0.00 0 0.0000 0.0000 0.0000 0.0000 0.00