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Home My WebLink About3190; Rancho Santa Fe Road Bridge; Structural Calculations for Rancho Santa Fe Road Bridge over San marcos Creek; 1990-09-013/W STRUCTURAL CALCULATIONS FOR RANCHO SANTA FE ROAD BRIDGE OVER SAN MARCOS CREEK PREPARED FOR FIELDSTONE COMPANY AND LA COSTA ASSOCIATION SEPTEMBER 1990 McDANIEL ENGINEERING COMPANY, INC. 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (6i9) 692-1920 Project i?AMCHa....;^.^-^^.?:^..-..^^^ f^-"?-^-^- ^^-'^-^^ , • Checked by Engineer ....:f.'.h.:.y..: _ _ . Sheet of LOCATION: Rancho Santa Fe Road Bridge over San Marcos Creek in the City of Carlsbad, Califomia- CLIKNT: FIELDSTONE COMPANY & LA COSTA ASSOCIATION OWNER: CITY OF SAN DIEGO SCOPE: Structural design, plans, specifications, and estimate for a cast-in-place prestressed box girder bridge. BRIDGE DESIGN SPECIFICATIONS: 1983 AASTO with Interims and CALTRANS Design Supplements. LIVE LOADING: HS20-44 and Permit Loading- GEOTECHNICAL RECOMMENDATIONS: GEOCON INCORPORATED, San Diego, CA; Soils Investigation Report Number 04367-05-03, dated 9/13/90. : m Mc DANIEL ENGINEERING COMPANY Proiect .AfS^.^m ^^^^^ Engineer ^.-.-k 3.«O.OTOWN AVENUE. SUITE 20.B. SAN O,EOO.CA92110<ei9)a92-1920 /^oAD s^ioM. ^'*'::K - Checked by FileNo...5./.e.-001 Sheet / of HI t^^ll-^.iect General Frame Analysis Camber Superstructure Flexure Superstructure Shear Bent Analysis Bent Cap Flexure Bent Cap Shear Abutment Design Seismic Analysis Column Design _ Column Hinge/Key Desxgn Bent Footing Design Joint Seal Wingwalls ConputfiiL-QutEUli Frame Analysis Bent Analysis Bent Cap Flexure Abutment Analysis Seismic Analysis Column Analysis & Design Bent Footing Design £age 1 2 8 9 17 22 25 33 38 50 54 59 60 61 62 A B C D E F G Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 921tO (619) 692-1920 Project 8..^.f^.^.tio t>A'^.7.f^....F..^....!<.9.^.P. Bf^jOS£_ Date T:J.!.^...1.1.9. Engineer .....X-X.i.Q..-. Checked by File Uo.....^J.&..-.QC.l izA.W „ Sheet.,...-?: of. To FBKFORf^ A^^ALyJfs 6r^ocT'J.Rf\L MODEL •I m IP Hi BOTTOM c>f ^^on/j:-. £/£ v El'f^'T z J 3i1.3^ - 5/-.? i-V-? - 5--^ -3-5 pi - 3 25.7 - / O ; 5. 7 3V7-/7 -j/;r.7 - ::.-7y -5'^ --'^ " •25-7 y (OQ>'' O" /7 7 4 V.2'0' mm Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 (6i9) 692-1920 i. Project >?.'^.^!.CH.o.....M/y..T.6....'^..^...->?..P. Date ^.M.ll£. _ . . Checked by Engineer _ „ , File No...^..^..^-:..'::.^.. Sheet. of m Ll v£ LOAD mm • LAi5 H52.0 ^nd P/3 Tr^cK Lo^ci^^ . m ^, 1^ Lo^P /-^-u- = ' B.43 -A^Jii m. 2 A:-^.r^ - / 5 J ' ^ ' m — • ry/^£ JA.'<;^:£,? =^ .^^-'/ ){o. IS 2.. ^ _ li 3 ' Sc = -'5 • • • ^ •— m - Ain> ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 (619) 692-1920 ^ Project ^AWCHO $.6/^.16....FE S,^?. Date ^.ll^..L?..9.. Engineer ....^..-..Lr-.P.: Checked by - File NO... N Sheet i of " F(zoM Brooec Pesi^rj P^TAIL^ " pc. S-30 :>/-AS !<'£ / /-Jf"; yep ^ t h t S -/o"" Pi, 5=13 3 ' ^ S A ' iio m I O L o ^' - Mi T /P f .5 I 0 - di^ PC" 5^^l O^L J A; 000 3»<t vu / VP. 5 2 5 *y 5 . 5 ? */ 0"' 57 AlH> Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Project ....!?..6.^S..k^O 5AAJ..rA f=E (^,(^jO±^. Date ^JJ.JIP.R. Engineer :^.:..L.:..9. Checked by FileNo....5/.".-.^.^. . \ Sheet....-•f. Of Fronn £r. Pet'.-jr^ A' ^5 p^. 11-6 3 •Ml KJ ^ 2400'' 53' --. 1.-4/ ' > SOO _ _. PeT/^Ji- "A" rJo^ ••'X'' t^nosFA/J 5.75" "K" £ - S.375"-/-.0 ^0-55 ^ ::^/-e2') - /-'.O'- er^ P ->•-..: ii Ml •I ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN OIEGO, CA 92110 (6i9) 692-1920 ^ Project .I?..6.!:^.<^..'i.9 ^..^f^.J^....E.£ f?.P.:. f.'5..L^.'?.^ Date &.L^.^./..?.?.. Engineer y.:.L\.9.: Checked by " FileNo....i:y..^. . \ Sheet.....'?. of • f^eau\Re D FLAF: & s h/HicH A 005 /^oo in o/^/^t. OLAO m L OA 0 TO r H ^ 50 PBK 5 T /^UCTUiZ £ . f Fl^ZE OtJL Y AT 0&ru$t m ' ^FA-i^^ 1 i p A y<J Z ^FArJ 3 mm mm " ^^^1°^ I.s'- n^%^ /B,^*^ 1.3 m m ^:PAr^ i <FAr^ Z SP'fi^rj 3 ^ u r< ^ ^ L ^ rLA<£ " T " - /^'' /-f" /-f^' m m HI li S5!-cao «~™ M «g ::::: Engineer r/^AM£ A^^^tV^'S File No.. Sheet.....7 of o IT. O O ^ o In 6 o TAJ* T' -^i. 2 ' £A^P AT Us--" T.He/ 7A^x-<3 ^-^^-^^ PT 6^^/^ t m ii m m m m Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (6i9) 692-1920 Project ^..'^.f^S..^.9. ^.f^.!9.T.^......F..^. .^..9... ^.r..'J.^.fr. Date J.l.lQ.. Engineer Checked by File No Sheet .J3 of. <,pAi^i L, t lOh ,oZ^ - .06S O . I'd ^ L, .05b tO)3 -*035 0-iO SPAN Z • 00 . OOZ Ol t 0 m . 005 0 m L^ . 00^. . 00 z -.0/1 0 m 5PArJ3 . 051 o-^f 0. 1 0 HI • . 010 o.l 5 • ^JH Ll, • ozc ^ .05B il HI J t Cree.- Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 (6i9) 692-1920 Hi m m in mi m m Project ^..^.'^/.C./i.O .:$^a.^.rA Date....a./2YZ?..?. Engineer :J..:L.:.Q..: Checked by File No. .jr/..6. Sheet...? of see Vc BfZ 1OG6 ^ f^e^OLTS //^ AFPet^otx 'A' Ao/? F/ZAHe A^A\LYSit> . Re^e^ To 'pcb^iooe' OOTPOT O'V PAO^S SZ-S^ POR Ml LP Sre£L fS£/^f'^TS J CHECH n// TAi p/toe^^^'^ ^ULTIMO 0.^1 Fi SpAtJ I t 0-55 FT SPAtJS HiLp SrtBL R.ta 'P ^ ^7- 26 See 'ULTIMO ' oor^^T Hl0^tHvM J^ElhJF, 25-42 />^ ^ ('sf ^ 5 Bt^'i ^ / ^or J^r^^^'»- OK Ml Mi m AWV Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 <619) 692-1920 Project ....J?.^.'^.<^.iiO._.SA^^^ Date S/ss/fO Engineer Checked by , File No... ^../.S _ ^ , ^ Sheet..../P of 5 o FeesT/zocTUfZE FLe Ku/^e c co/^'yj FACE OF Supro^r - BEtJTii Z t I MUfZ)H - /^.?^^ '"^'^ M(u^T)p ^ 31.510 MILD tree L /^aa'p ^ =^ F/ZOM ' ULTIMO^ /^^S-JLTS H/LO sreeL pi^oj'o • i -f^ s p^r- ^-.rd^^ + tt ^ e ^ l2(2^)0.-:>} r lo.-:.o) = Z3./7 c/ se t- / / iJO' f^s ' ^ Fy c KIC/ 2 yD*"* Q vV r- A ^4 n^ All«V m Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 (619> 692-1920 ^ Project .?.'fl'y.9^..'^.P.....;5/^./yT^ . F£ Date 3./.^2./.Z9.... Engineer ....J..t..h..'..9..: Checked by m Sheet....(/ of 5UP^^^T(?UC TUfZE FLEKUf^e "* PETB/?Mi/ve EFFECTiVE TEf\)SlOi\) ^LAS * D TA IBI » foi,! five HOMEMT <* OA^ PT - SPAiO 1 4 Q,55 PT AP/\'^ 3 ' mm n il he M • &/ '0 - ' - 23 0" /// i^--.'^^ 2/ " K/yPTH O/^ A^^DPcf pOK-' 5^-' ^A il Kl El'f^Tl^E HCrft/-T BthJT Z t ic/-^T J ^ '2 X tji^b ^ /Z ^5.375') = /<:^^.5" controls 'I he ~ II (lOO'^") f I2(^z) -t Z(H •l=\')(iZ') ' /3 52.5 il AJcM - ^ FFtCTl /£• TtfUSiDt\J f< te-IOrJ ^ / I 6 '(l2'') - /3^- • - ^ - III . gA)? £Kre/V5/orj6 (p lO s^iz) mt " L^(p/o) ^ V'-6" - 5^" (i^ ll) 5'-G"= m L/ro - UitJ (ii)/xo =. 7V.S" coo-/ro/i ^ ^.25 m Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 692-1920 Project .?A^.T.AP ^.^..^.I^.....F.^.....^.R..-....^AL9M. Date ^./j.7/y.o__ Engineer A:.L:P.'. Checked by File No... 5./..6.:..?A. Sheet.../.2 of 5 Upe/ZSTlZUCrL^KE FLE^UIZE (corJ'r) Ml m m» Po^iri^E HoMerJr ReirUF € 0.4ZPT i>PArJl t FT J>PA/\J 3 7/, 'b\o ^-^'^ 35.-y// A, 2 7,5^ ,0^ 39 ^ 5 '5 cQ'V'r Ml ^)c^^'. SP/^^J 1 3MoWA.> J ^rArJ J It si^/i-AK (^Hn?(?0(? TMA6>B) - AWV Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Project ...E.^.r^C.t^.O 5A./:JrA .F£ RO. 6(^[0C>e Date ^./.?.?./?.?..... Engineer A:.}r..:.P..: Checked by File U0....S.13-.9.9.L « ^ Sheet..;:? of il ?P.O fi.ArC w. TH Ai H 5^ ' -ft 2.Z , 110 iS.I I n -yg PlO /Sari '¥{^z.i*Se i% ] ZH P 10 tScrs t mt •I 1^ <t I5£^T 0,f o 0 :>?ANZ APPLieP HoM . V^- t?f^^ Lt^<OTH m tcAUc : H op:.-? . ZO' ii il m m M- tt tt ii tt ii Alli«V Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (6i9) 692-1920 Project ^.A^^A.!:!.'? ^.6.J^..T.'^...J.^. Date B Engineer ^..:.h..-.9.: Checked by JUFE/^Sr/^\JCTuffe FLEXuf^S CCO'O'T) FileNo.. Sheet.. -f.T of SAK LAYOUT - ^FAi^t i ^PA^Ki3 (&0TT0H ^LA&) (fosiri^^ MOMENT) /' =1: / / / / / / ^ ^'^^^^ I' tJore ' ^FANl /5 5H0vJrJ y :>PAN3 /S .sjf-f'^AR Af^P LAyooj - QtrJT z Af^-O s^rJT 3 (TOP SI^AS^ {NB.eATI^E HOMtr^T) / r^-°_^°- , —7— — V - -- - (=^rd-r ^ >y i.^p?£0_ ^ ^ • -A^' """"""" ^.z ^ _ ^ ^-^ ^ IS' ^ "SO' fjo\c: dtf^T 2 si4o\^f\j ^ BLf^r z Its ':>IMILAK (MnzkoR jHA(he^ IP Nl tt m M m 15 McD ''^ULTi MO" mmil ENEI»EERINE CDKPAfjY PROJECT: xrrJc r.;-/. rr pfly^. ENGINEER: 0'• ~ - O SHEET OF ULTIHATE RESISTINS HOflENT OF PRESTRESSED MEMBER tnunttttttftiuitttt t SECTION INFQRKATIDN t utttttnuttntttutntttttntuttittutututtttuutmuutuuttnutt 1. SECTION TITLE : 0.4 PT. - SPAN 1 2. SECTION TYPE (reel of flanqed): FLANGED 3. STRUCTURE DEPTH 1ft): 5.00 , , < n C>9 / - 63 _ ^ 4. WIDTHOFNEB (ftf: 12.00 J ^ 60''- r 5 7-<^ 5. EFFECTIVE DEPTH TO CG PRESTRESS (in): 49.00 6. EFFECTIVE DEPTH TO HILD REINF iin): 57.00 7. COMPRESSION FLANGE NIDTH (ft): liB.OO B. COMPRESSION FLANGE THICKNESS (in): i.75 tttuuttustttttttutt t MATERIAL PROPERTIES t itittitntntttuttttnttttuttttttututttmuuttuntuntuttttmntf 1. ULTIHATE CONCRETE COMPRESSIVE STRAIN (in/in): 0.0030 2. YIELD STRENGTH OF MILD REINFORCEMENT (ksi): 60.0 m 3. YOUNGS MODULUS OF MILD REINFORCEMENT (itsi!: 29,000. 4. ULTIMATE TENSILE STRESS OF FRtSTRESS STRAND (ksi): 270.0 5. STRESS/STRAIN CURVE FOR PRESTRESS STRAND : PCI CURVE 6. CONCRETE COMPRESSIVE STRENGTH (ksi): 4.50 tuuuttttuttttt t PRESTRESS DATA t utttiutttuntuttututtuttMttununtuttnnMuutnttuntmtni il 1. PRESTRESS JACKING FORCE (kips): IB,850. 2. FDRCE COEFFICIENT AT SECTION : 0.8330 HI utttimttuut i LOADING DATA 1 • nutnnnittttttttittutnmuuttttttuttuttutntiutnnttnunttu 1. DEAD LOAD MOMENT (kip-ft) 2. H LOAD MOMENT (kip-ft) 3. P LOAD MOMENT (kip-ft) 4. SECONDARY MOMENT (kip-ft) 41,378. 14,973. 36,537. 5,SBI. m unnunmtuiiututtu i FINAL RESULTS DF DESIGN t tiunnintnutttfuuutttuttufututiuttntttuiiuuiniuttututt _ ULTIMATE APPLIED MOMENT (kip-ft) ^ RESISTING MOMENT DUE TO PRESTRESS ONLY (kip-ft) M NEUTRAL AHS LOCATION, YNA (in) ULTIMATE STRESS IN PRESTRESS STEEL, FSU (ksi! AREA OF MILD REINF STEEL REQUIRED (sq-inl PI ULTIMATE STRESS IN MILD STEEL (ksi) STEEL INDEK RESISTING MOMENT INCLUDING MILD STEEL (kip-ft) 107,171. 91,471. 6.38 264.2 67.28 60.0 0.0896 107.244. ITE: THE ABOVE RESISTING MOMENT IS MODIFIED BY PHI= .95 McD McDANIEL ENGINEERING COMPANY PROJECT: A^A/.-^^ •> '^ULTIMO DATE: ENGINEER: . L .0 SHEET DF ULTIMATE RESISTING MOMENT OF PRESTRESSED MEMBER IN Mi li lil m xnxxxutxtnxtttttxxn X SECTION INFORMATION t tttuutttntutmttttuttfnttttttuuuuuniuuntmttttttuttmttt 1. 2. 3. 4. 5. 6. 7. SECTION TITLE SECTION TYPE STRUCTURE DEPTH i4IDTH OF KE6 [rect of flanged): (ft): Ift): EFFECTIVE DEPTH TO CB PRESTRESS (in] EFFECTIVE DEPTH TO MILD REINF (in): COMPRESSION aANGE iilDTH (ft): COMPRESSION FIAN6E THICKNESS (in): BENT 2 ft FLANGED 5.00 12,00 40.70 55,60 105.42 B.3S 3 - F.O.S. a nuttitutttuttufttt I MATERIAL PROPERTIES I uttnutnnttnutttutuuntttumntttntittummtinnunutntt 1. ULTIMATE CONCRETE COMPRESSIVE STRAIN (irt/mlf 0.0030 2. YIELD STRENGTH OF MILD REINFORCEMENT (ksi): 60.0 3. YOUNBE MODULUS OF MILD REINFORCEMENT (ksil: 29,000. 4. ULTIHATE TENSILE STRESS DF PRESTRESS STRAND (ksi): 270,0 5. STRESS/STRAIN CURVE FOR PRESTRESS STRAND : PCI CURVE 6. CONCRETE COMPRESSIVE STRENGTH iksij: 4.50 nutnutittmtt t PRESTRESS DATA t tuftuuttututtnttttiHuntittuttitntttttttntttnututtttisttttni 1. PRESTRESS JACKING FORCE (ir.ipsl 2. FORCE COEFFICIENT AT SECTION 18,650. 0.B35O XXXXXXXXXXXXXXXX I LOADING DATA I untunttuiutnttttttutuuuntintttntntttnttttnumututnnt 1. DEAD LOAD MOMENT (kip-ft): 52,2B2. 2. H LOAD MOMENT (kip-ft): 14,303. 3. P LOAD MOMENT (kip-ft): 31,513. 4. SECONDARY MOMENT (kip-ft); -14,646. xxxxxxxxxxxxxxxxxxxxxxxxxxx X FINAL RESULTS DF DESIGN I nntuuntuttttntninuutnmttinttnuuttutttttuttntutuuttt ULTIMATE APPLIED MOMENT (kip-ft): 94,287. REEISTIN6 MOMENT DUE TO PRESTRESS ONLY ikip-fi): 74,207. NEUTRAL A>:i3 LOCATION, YNA (in); 7.48 ULTIMATE STRESS IN PRESTRESS STEEL, FSU (ksi): 262.2 AREA OF MILD REINF STEEL REQUIRED ' (Eo-in): 88.8B ULTIMATE STRESS IN MILD STEEL (ksi): 60.0 STEEL iNDEK : 0.1205 RtSISTlNB MOMENT INCLUDING MILD STEEL ikip-ft): 95,209. NOTE; THE ABOVE RESISTING MOMENT IS MODIFIED BY PKi= .95 A#% Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 <619) 692-1920 Project ...B.AfyS.fdQ 5-:^.cy..T.A..<^"..t....^.^ §.^..'.P.§.^. Date ±/.7../.lP.. Engineer .-^.-..h..-..^.-. Checked by File No Sheet. ./ 7 of.... 5 uf'Sf^ iieoc 1 JRC 3 H EAR. j^EFtzti TO '' PCQR :0 ht ' R^'^J^ ^ O - 5h~ po^ SH£AI< OL t f ..." C ^ ..; c^' ^ //VJ A FF E KJD'X ' A " ^ i F /A/ Cc. 'E r<H.f- " .r TH £ ACT-^AL tTfF F^'" :.. F Fw. ^ rJ ^ ^ m \/< ; mm m 707''' 5 J - 4 2 - '' mm . • 5 ^ / , m - m /77 ^ iHZ" mm 5 m «i il in ma f",EL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207.B. SAN DIEGO, CA 92110 .619) 692-19« ^ ^ Proiect A ^ c ;^ o ..^^^^.TA E£ ^-P- ^^-'^^-^ Date....^.X..: Checked by. ^ Engineer J.L,:; m 0:'^C : File No Sheet ot 0,0 0 10^ # 5 "IJ" STii^^K^P o — 20 22 13 fO zF Z 2 Z4 e 3 .'5 pr/< il GOO i_ 4 - 200 t*;. LLLI 6£N)' |4 r e • Z c I O AW Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (619) 692-1920 Project ^A.c/:fc.....^^.^.r>^ rB..m: B^APM. Date ) I n Checked by Engineer * File No Sheet.....'.?. of HEHfiiEiZ Z - 1 r/^7-£^^g^ G'l^oEf^ PLOT vi. OpA^^ L $00 200 - / 00 E CP eiZ 0-4 5cALe - VEf^r : I"^ :10c o.h F 30 ,•• 7-} fio uu 5-^^7- CAF m Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN OIEGO. CA 92110 (6i9) 692-1920 ^ Project ....5.^.^!^.':^.e...-^.A^^.r^.....Af.....'^.?^^ ^.'^J.P.M. - Date ll.?..Jl± Engineer ....Oj.L:.P..... Checked by File No ii - N Sheet ..'Z.P. of 5 uFei^STIZuCTuK.E S^EP^f^ (CO'^'T) F^EMttR 3 " BxT OlftpEFl m m TAr SHEA< /AJ EKT. C^ii^PEfZ oF FlEHQ^K 3 /s :i>/H ILAK To H EH iie^ ± S^CEFT JT / i A H ifiP-Or< T t-^AGC -A HtHP^tKl ' 7HBPE use SP\Ht PEi-iSrJ /) 5 Hlf^^^^^iKZ, m m m 300 J^OC 100 o — 5 *—+ FLO 7 5 P^'-'-^- L . 10 e£^ ^CFLt I F0»<I7 : /'r VC ^~ ". I" ' ^00 ^—WT^ ^ 4JJ £e/Jr CF F 10 m m XT / 5 A H iR.i^O'F^ ZHA el mi m tt mt Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Project ...K^.f^A.^.Q. 5A/^T'f^. pe /^O ^..^1F<?..^. Date "^JjJ.lP. Engineer •J..:..L:..9.: Checked by File NO $ UFER 5 7/g i^t: ruizC EAR (CC^'T) HEHBCK 1 - T^TERiOA (-PlKOER .00 100 Sheet . .2/ of. SCALE VERT. F'-ZOO"^ a Liil tJ ' 2^-1 ii tt tt RH M£M&£R 2 - IrUTE/^iOK 3iRPc^ 300 {- 10c? - 100 - i>OLlU ^^'^^ 0.4 Q,i^ v\. 0 3ih e G SCFLC ; 4 ^ UU ^SA/T CP.^ 5lMtLA< TO f-'EF^llE^ 1 - X^T e^liiPEfi LH.CEPT IT A r^i'Pf^oifi r^Att Aiinv Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (6i9) 692-1920 Project S,^..'^S..!i.9. ^ArATfh .A£..../?..^,......^.{?.^P$A. Date ^.l.?.P..... Engineer ....•J-.-.k^^P: Checked by File Ho...^ll Sheet ...22 of. 6EFJT p\f^AuYSit> USE 'PCdErJT' FROe>RAH . 5LE ^PPBrJD I' n B m tJ yo£V.?V:57 £ 2/50. Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (6i9) 692-1920 Project .....?A^'C.Hj3 i>Ar^TA A£ 5/?/OC£ Date ^.k?..Lp..9.. Engineer .•J..:..h..:.P.j. Checked by File NO Sheet..2.3 of BENT ANALYSi 5 Bttur 2-S UCTuf^A t MODEL. L' 171. GZ f 19.7 ' V ^—1 2.0' - 44' 44./' ® F) O /•?- 7' 0 ® r o 5-0' CAP Ft?oFEi<7 EFFe-^T' vt FLF'-J2t iA/lDffi (rop) EFFtCTive FLF(rJ2^ V^lpJH (^-^~) 6 - o il 0.61 X 2i' _i 3-33' 3.3 3 =J 6-75 ColoMhJ pROpEJ^T/tS AWV Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (6i9) 692-1920 Project .^.'f^.0:(^.^.9......-?.^..C:'X';5.....A.£.. §.^..L9.<P.^. Date s/.-^.^Zr.^. Engineer Checked by File No Sheet. of OEAO LOAD ASSUME TH^T OEAO LOMD p i :>7'^ / 2 -^rs D avErJLi TO EAC^ G^n^OtrZ No-le : FlAf^t ^&H7 I^JC^^'Otp /A/ ^ PC&IZIQSE' A^ALHi-i^ P/5T. To EKr. On^PBil - A-2?'^ "•"T^) w.o-5,35' Pur- FiioM £xr. e^iZPti^ TO /-sr //~^" Frriftk - ^(%<t:i) -2^( S-t^)]/z - S--^z' LIVE LOF\P P^ot. li-^' F^CT TMPA^T F0« 6Er-^T A^^AL/i/i = "SO 'PCQIZIOCPE' THFACT - 20 7. pAcror^ L/U^ LOA 0 /?£ 5 ^ Ti BF 1-3 //, Z m Hi uop-p 1 ^ c^ Befuj FJ MH^ H MA^ A/ MAX FJ FV Z o/Z 3 ISb ZHZ '^0 32>Z 55^ 2 7(^ 115H AW ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (6i9) 692-1920 ^ Project ....S.^.N.C.d.P. ^F\r>^.7^. .At Pp,-, §.^±P..<9.§. Date l.Ll.LlP. Engineer .....0.\.}T.:..P Checked by FileNo.....-5./.S..-.P..O.O •» ^ ^ Sheet. of Be^T CAP FLBXURE ee^Jf Z (• ' ~~ • m ^ , USE CorJc p/?o(bR^^ Fo/C LoAo FAC 7OK Oesi SAJ t *• ^£ KV iCAm L IT/ APP£/JDJX Hi/oiHuM HOHENT wm . • M /^K Nt(. ^ 1-2 (7,s)^^ioO [M^)(^7.I)( H.Z^)(^/OOO) ^ ''^^ - /^t. ^c... ^ ^T^sb (2.7^/2.It) 30/4 " 44/ ros ^ ^^^^ ^'^ li TP P /'< E'/VF ORCE H 6 rJ T ^ OTHEF: TOP 3F><<> "= ^6 /J Tb/. 7 _^ cov*;^^= = ^6.52 C0V6K To H A,fj. ReiMF ^ 12" - J, J". 0.5&'' - /-63'' =. 8 - 3 / " " BOTTOM PE/ru PORCE^-^ B FJ T m m OTHER Eo-rror-i BAK'^ ~ 10 ^ 3 ' To-f^l /O <n Z ' J^K,. ... r . r _- ii il Q-'^^. pr. MeHi^ER 3 ' • -' " ^ m ^(^^*z)p ^ -/97V Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 692-1920 Project ....E^.C:if..C^.9.....Af^.f^T^....F.f. R P.......J?.!fJ.P..'^.^. Date.....f../.f../..^.P. Engineer .^..'.k.:.9.:. Checked by File Uo...S/..$..-.QOJ_ \ ^ Sheet....-^^ of St/OT CAP FlKKUf^e (conJT) -BerJTZ F05TTIVE HoHBf^r REItJF. ' O'^ PT Mt^SER Z m m m mi tt tt ^EE PcSErO, Pe<^oL7i pc> . FoF<. H/\xi^uM P/->croi<eO po'^i Tl \j£ Hor'-^E^^T E/O V EUOFE . 'A Ppc N Diy C " 1/^ Po^, HOM >/yF. COro'r TO ::Orf-0^T1> '4 (^28.57) - 7>I5 in' G ^ l( co.,i . ^ q.SG .n^ PLoT HoMEfJT vs . 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CA 92110 (619) 692-1920 Z Project .....^AfocHo 5AcP..m Fe,...j^.(?.....A(^J.P.^..^.. Date iJjXhP... ^ . tin Checked by Engineer r^.-..h.-..y..*. HH File No M Sheet..^..7 of.... 5 £^r CAP t Aft P THE SHEAR S TIRRUP p EQ U iR e M EtJTS FOR B£FJ , 3 *" Af^B SIMILAR TO Q^FJT Z /<£ Q UI RE M ervTt ^ ^ THef^eFoAE, U^e THe i.A\ME s TIRAUP sPAC/fue f^T m p p : Ain> in p m p Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 692-1920 Project .?.!^.?^,^.??.P......5^..'y..Tif).....f.<r....^.?.: ^.^IP..^.^. Date.....©/.-?..?../..!.^. Engineer -J.-.-f..-..??. Checked by File No....^/.8 Sheet...^.&.....of ABOT AlEfOr PEStQfU ^COAJ'T) H itoiMuf^ ^g/^r iPTH /V= (izt 0.03 L -t o.iz H ){/ ^'^^) h ere 6 = 49•S'^ MAK, 5 AsoT i_ FJ ^[(n F 0.03(37^) f OtIZ (3i.7')]( I ^ ^gp/J ^ = 35.3" m El BY ELBY. £"/£v/. M (• Top Poor Eie^- AV(?. Pcc< ELEV. H m AB07 1 353. 3^3.6^ ) A0UT V 3V5-2J 3^.5-10' • S~..ErEN0mEEB..0COMPA.V 3^ , P^iect 5A.^.rA...^^.../^e= J . U . 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P;APM R LL p Try /2 PAPS XZZ V Z" p p IP Al^H Ml P Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Project ....^..^.f^cHO. ^A^n^.T.6....F..B RP. ^../^.i0 6e, Date Engineer ....^.:.L:.P.:. Checked by File No Sheet...y./. of. ^PLfLt ^ .3 ^ f/ooo) ^ 57V psi- < SOO p^r <=>< - <^/70^.^ ^3OG)0OOO) ^ V76^5.- ^ 500 ^s^- OK iz (i^){zz.) SHAPE FACTOR ^ (n^tzz) ^ ?,3 XAJI7//AL COH P/^ESsFor\^ 7?. By Z nipec'^*'o»n (Hemo 7-1, Fij.JA^ ^f>L.Fp^Ge ^ o.z (1705.^ i-ZOC^) ^ HOZ*^ Vp£s,6Aj - no (l2){i(^)(lz)(0-lF')/(z'')()OOo) - ZSS"^^ HOZ"- OK ^6LIPPA<^E = VOZ*^ i2")0ooo)/nO Oz)('^)(^^) * Z'^?" p p m USE 12 - /6V ZZ" KZ'' FLASTOM BRIC QCARtfJG PA PS At EACH Azor^tNj ' AWV •I Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 il Project B.A..'^.CHQ.,,,J.A.'^..I.A. F..^. .f^.P.T. J?.3-J..P.<?A Date %LfJj.9. ^ Engineer 4.:..^.:.O.t. Checked by File No....^./.S..-.OftJ. V Sheet... .t^......of P P tt P m m p LoAO PA TA ACTIVE £,r. P = 36 KA ] 0.33 7^ 120 'Vff^ I^PL f AVL - /38H.2. ^ j2(.X < - /705.4 = 77. 5 (8. C? ^T^A.V5 Kt^s - 2 (4-Z^xz + h(2'))4'{s.o){oJ5*'^^') 34.5^ 6WALL^ A/Jfi^LYsis i PES IC?FJ USE PCA&UT COMPOTE ^ PKOCPRF^M TV /\rVALY2£ ArJO pesi^ro TH^ AeOTM^rUTS, 5BE APPfA^D/x "o" ^t/^p p/z^/^-^W-. ^ 306.Q< ABO' 1 At3J r ^ p So> L £BFKiZifJG /ggesSt^^g FooT'^e vviOTU sfitAre/^ THAN s ^'^ '**''>^r -tf^o/e * FooriAJG PSpTH GREATER T^f^r^ Z '^'^ up To A " HM^r^J^ of i5 '^^^^ tt tt p tt p tt tt p tt BBk W ^r^MPANY 3990 OLD TOWN AVENUE. SUITE 207 MCDANIEL ENGINEERING COMPANY 3.90 Project !^^f^<^^^ ^- J U.O. Engineer A'bor ^ 1.5' 1-^' I .B, SAN DIEGO. CA 92110 (619) 692-1920 Date Ua/J.9.... Checked by FileNo..-^/^-^?^^- Sheet....-^^. of 3' 2' rot .5 FfiOfJ r - rc3'^ 5 AC Al«V ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (619) 692-1920 ^ Project ^.'f^.'y.C':^.P.....5?^.C:{I^...../7?. ^J?:. Date 9./.al?.2 Engineer ylr.t.:.?.: Checked by " V File No....4r./6--...9.9../., P AOOTMEUr PESl3rJ (conj'r) sheet.i^ of P P A gOTMe/Ur Pe/FJF0/tCEF4€AJT ' ACL>T j * 5eE ' PCAQUT' OorPoT AfP^^OiX "p " il P L OfO&lTOO f^^L PEP E% TAL j FoOTNe PEi/oF " MOT i m DE^ferJ PILE CAP TO ^UPPOF<T K^EISHT OF PEOESTAL FOOR Fr FiLE 5pACi^JG (HAX) - (/^-^.V'-J'Vj^/fe-/) = jO.23 M lO ' m. - Zi, 000 ; r) ^ ? p Use ^ WSO* yVs^rKiAf 6 STfte^^ pE5l ErU p^oef^V^M ON pp «• ^ CALCU LATOR. TO SoLvE PQR Ft^Koft-AL f^EifOF. " U^i)ref6 - ^'^^ ''''' J U5£ 6^5 BAIZS Top oF foor/NE * PesierJ Cor^poi/ TE Ptoes TAL 4 Foorifo e TO CARK Y * 6&AP-irJe PAD PEACT/ or^S p6tfM^i^(^ ^ (noS^'^ * 30h)/ix p^s = y6 7.6'^ per P^O fAD% TOP FEPESTAU BA/^^ I h = SV" j d = ^o*-2'- 0.69- o.yy ^ J^.g " BOT- POOTiFJO BARS : fc-e-^fl"; J ^ (,0 ' ' P • ' ^'=52.9'' •I HI p m mt — rrr:r>:?' 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Pi,e NO Sheet. <.$. of. 56. 6 6 ^e^^vice LOAD RasuLTi ' " _ f ./ ^ . 5 rne.^ WUL u^^^y ^ l^F FOOTING c^c^^e ^orH Of ^AS oecMeo AoeaoArE. m p p tt Ainv Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (619) 692-1920 Project ...KA.(^.^MP,....SAfYIf!^...,F^^ Date ^JIFJI?.. Engineer J..:.k.'.9^ Checked by . File No AcuTMe/^r PEsieAj (co/u'rj 5^^^ ji5 p HI il p TRAKiS VERSE SHEAR KEYS PESIB^ KEYS AT p\eoT i SOCH THAT VRBY - ^WYV^-^^ ^ 0 ZYT: yd ^ z/^ (B')M(^'S")( Z^^^) ^ K PL ^ 3^00*^ V/cey - iOH^F 0.7S {siOO'')^ 2SO^< 0ZS\6M KEYS AT AQor^ SocH THAT ^Rey ^ V^vwv ^0^75 V^z/e • ejFfiMArE Vf^lfi-, = 2 0*^/^'^^ (z6 fii^i) ^ 7Z0 V^EY ^ io^< ^ 0.15 fjzo") ^ e^H Acv (eyr Ktv) PAo^'d ^ 3G" (^^t9')0^") ^ 2717 fn"- o*< Use SETS 0^' ^ 6 LLL L 1^ - Al^V - Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (619) 692-1920 Project .^A^/.^^.^yP.....^.^?.ri^.^.^.....^^-••../?•C §.^JPM. Date f./i?Z-?-?. I */ o Checked by _ Engineer .O.:.T:,:.^.:. * File No * Sheet....-^^^ of Us£ ^5EISAI3PC' ^OR SEiSMJC p^^ALYSiS ApP^^^'"^ ma ALI oroMErJT PATA o ^ - UJ HI ;^ y) / y m * B.C. CooftoiHATlS ' OFFSET-0,0 . ^^si^M^e" • L./3S0.Z5 CoKVE DATA . R' y ^ ' ^ > m ^ ASOT i BENT BEARifveS = 5 6 9''•^S" ^ n -i-l • " UtrO(^Th1> - I24.^7\ /24-67'^ y24.67' * 5(^Pe>?ST/e^cru^£ A/e£^ « /89.6Z - Tz^ Fro^ 'PC8R1PGE • X ^ iV7?.V3 ^^c>m 'rc;/^S,c^/^J' HP 0^LCOL/^,OF< T" - 727 T'fZoM 'FCQf^lDGE^ P "^3 3 il •I p « p ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 p m Project ...E.Ai^.F..H..Q. SA(YTA PE Pp^ /?..^.'..P^..^.. Date 3l/:[./lO. Engineer J..'..h:j:.P.: Checked by File No m ^ . \ Sheet...^.^ of. tt CoLUHfJ PATA m L ' 19 QEFJT Z ^ ^ •= 25- BtfJ T 3 IM m yy I AREA = 25.07 P tt £A;0 rOifOT SIZE = HI 3peC/AL &E/OT CAP DATA /2 NoTt ; F^uLTiP^Y BY 100 JO ACCOUNT FOR i F'^^f-^^ Tr^CPEA^E PoB TO Horvoi-iTHiC 6ox i3/«P£/< Ccr^^ ^^T'oro BsT^^^''^ BetJT CAP F\NQ S'Jptt^sTRocr^ttE , tt 5 £ / s M/C/ TY O^TA PEAK O^OUFJO AccELER^Tiof^ .* tt p tt Al«V ^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 692-1920 ^ Project 8.FyfJ.CH.Q .^..^.f^rA_FE , RP B<fP.et Date jhp..h.O. Engineer ^ Checked by mk m tt m ii p ^ File No 5EISHIC AFJALi5Fb (cOfJT) Sheet...^.2 of. ^ STI MATE Lo/^eiToD/AJAL A/^0 TRArOSVERSe SoiL ^AR?^3S AT THE AQUT^ ErJT5. ASSUMB BACKWALL ^HE-A^^ OFF AQUT'^EFJ TS TYPE : 5tAr BACKFALL HSICPHT^ S^O^ WioTH : A60T1 W' iQhSl' ALo^e sKt^ FiBOT ^ lA/ - ALofO(B SKB"^ A9U7 1 APtA ^ S' (lBI'^7) <^IO •Ft'- A3U7 ^ AREA ^ 5' (ISSM) = 77 7 ^''^ Ast>o^eo ^A^ SOIL SnrFroess = 7.7 ''"^'^ (cALVZAros Meno is-io) ^/Ax Soil FORCE = y, 7 ^^-^ f 177 = 3^ 85*^ ASisoMtO So/i^ 5Tl FPfJESS (HE^O /<Lo*vc7 = izoo''^^'^)(iS5^i') = 31, oto ^^^^ r-nri UisE TfilAL. f E/2R0R PROCEEDURE TO OEPHfNE F/fOAU K^o/-^o. T^A^S. - AsS^J '^f of Y^irJG^^ALL AcTS LE^erH -z, zO ^ AYG. AS^OME 1 i,^;,^(C,wALL To EFFECTIVE ^ QrJE FOLLY EFFECTIYC ' iW\> "rNlEL ENGINEERING COMPANY 3.» OLO TOWH .«NU., SUIT. .07-B, S*N D,EOO, C. «„0 ..1«0 . p^ect .--..../^.....^^^ ^^^^^^ c::.f:: :: ^"Sineer p.,^ • ^EISMI C AtJ^(~y-^l ^ (cQfo'r') Sheet... of ARuTMer^T- FouroPAT/o^ 5PRi^(BS m p HI p m ase A r/e/^/. i ^^^OF^ ^'^^ COHPOTER PROGRAM ''5EISA5PC'' ro PETER'^iAje Fyr^AL APP^^OPRlATE 6PRirJ<h STIFFNESSES, AT TH^ A6orHEFJTS . ^SEISA& ' /RESULTS m LorJSiTo Oi/oAL Pi/ZEcrjo\j KFifl ^ 2^/000 -^/^T- ^ Fea ^ Z(^z975.0 = 5?50 < 5^53 " TPAf^S VERSE piflBCTlOrJ m ^^3^3 , 50OO ^ Tea 55 7 AT ^e^' P]ra = 475.V"^ /»T /^60T^ P ^ off" before p'le^ ^•^e danna^ed - • K'NIEL ENGINEERING COMPANY 3«o oo, TOWN *veHU. SU,T. .CT-B. S.N O.OO, C. «I.O .«-.«o p ^ ...^^ mzc iZD BRiOF-iC Date 7./..//./..7-r. P™l"" Checked by * Engineer J.:..k.:.R P p il «• mt m p p mt p tt p tt Sheet. Use Co.eoTER r^oe^AM Vc/...P' To ^^^f COLU/^A^ /^EirVPORCEHE^T , ^EE APPENDIX ^ RESULTS . CoLOf^fJ TYP^ 5 '5 /.fc/' 2.2-8' , /-fi/' t—t— ^.^.^.Ai P^oPERTiES a - "50 : ^/ - ;^/. FACTORS (F^OA 'PCS.IPO.^ i ^Pcse^r') ; TT~ "r'cs/a.ip^t" p^y - O^iel PAX * 0.302- t/j>y Ps^ = 0.99 PRESTPESS H^^'/^V-^^ V- /5/3 ^ p£/? MEMO 6-/ -_^76 4 col. tt - Al«V Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Project ....E.A'^YS.H.P. ^.^.If^. F.f.....FiP.....^.^.J.f^AE Date t/j.i.ll.Q.. ^ Engineer Y.'.ki.P.: Checked by s File No COLUMAJ OE^ICPAJ (corJTj Sheet..^.? of.... p LIVE LOAD V- JO 7* T^PACT (FPDM ^PCBEFJT') p Hs LOAPIAJE} PERHIT LOAPlUE> My FJ Hy P Hy A/AX / //46 13 1 2026 3il RH I^Oj Z03 27J8 2 377 J9/ ^69 3 95 53 2 5?^ 56 3 WiAjp LOAD T<A/^S V£^5 c _ ^ ii'/ft^ ) ^ so 'VFi^(B') ' Voo /^/r-* HT ^ 400 ^'•/i> (jZH,7')(z<1 U cojorr,r^S = 36>/ - 7 ^' EEAJT Z COLUI^/VS (if^ousr CASE) LofOGiTODirOAU H, ^ /Z.O" (z9')/^ cols, = 3T0 '^•^^ VVitJO O/O L ivE LOAP TpA^SMtR-se See 'Pcee/or' ReS^LTS FOR W/fOp OAJ Li^B LOAO f/zoH ' pcee/or' S'OESVJAY Lo/^& /TuOlflJAL -j 36.3 K- PT ^ FROM ^PCefiOG'E* SlOeS^AY ((ESOLTS Al«V M Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO, CA 92110 (6i9) 692-1920 m Project S.AfJC.H.O ^.AFY.IA FE RP._ 6A±PGE Date l.JlUj± Engineer ....l:.h..\!P..: Checked by File No . . Sheet-..^5.6 of M CoLOHfJ PESIB^J (corJ'T) m LohJei I'^PfFJAL FofZCE Ff^oH L/vE LOAD am m TpeRMAL FORCES P L orO 6>' m ^ 'i~r I (^'^^^^l ) ^ 0.0/3/ T 0.157 ,n " FROM ''-PC SKiPQE " HoHtrjT Pu£. To j*' j ^AY * ziZl^ '^''^ «i y # 4 cx>\i. ^ p il TRANS. ii ^ ^ (-^^) (O'OOOXi'j ^ O.OOHh^^ 0.O55V . /=^f20r-f ^PC&Eur' f^'^HU-r PoE To F j^>ir h2H S f r :0 l^"^n HT^/,^.i, - O.Q5Sy (^£,zy^ "•^') ^'"^ Hi / SeiSH i C (s^l^A0Pc) Se/oT 3 -WorzST CASE P IH • CASto. (6Ei5Ae CA^e ^) : My = 2^69*? /^j, - 99'97 CASff 2 ('5f/3A5 CASt^) - ^y = Z2566 My /02Z/ FE^IOO =- O.fcS 5«c, Z ^ 7.8 (&,P.S. F,e. 3.zhl-^) * A/c'-fC icitMiC VALU^ pETERM/^eO pRoM PLAsr/c m Hif^^}M(b AfJALYsFS . m Ain> — Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 HI Project RAN<;HO ^^A/JjA FE RP,^....t^/^J.PM. Date ^ Engineer Checked by File No COLUH/O PESIS^ (CON'T) Sheet...^..7 of m Vcy/£tp" RESULTS SEE APPENP^X "F " ^ HF\itO- Co LOHN PetNF. ; (Ai)re<i'i - 3 C,.0<=j " Ui>E 24 ^ U MAJ/U BAPS m ^ UstP WORST CASE CoNOinoro FO(< PE^iEYJ oF * ALL COLUHtUS . 5l^CE Mre<^d ^ i-0% MIFJ. REUOI'^EME^^T m 7>/£AJ use. y.OVo 5TCEL IFJ ALL COLUHFJO. P „ LATE/^AL REiNfORCirJ(b Use. 6iN&Le <Pn<AC O mm wm p, 0.45[^^-7W--^7)-,]-^ ^ 0.0032V HA% PITCH = z (' 0.69) T/^>3/)(^^^^6C|) ^ ^^^^/z mm * 0Y<, (-a s e ^ LorJ^) - zvs'^ m m ^ CorOFiNEMENT FLASTiC ' OtE 'PcYlELp' OuTFJT EKTE/JT OF PLASTIC HltOCE 2-OrOE - r = 4.S3 y " 45 FircH ^ta'p * 4.2.(2)3 /o C?CiiELD' COL -f - T^^A^Js) HH HI m p HH Mc DANIEL ENGINEERING COMPANY 3.M OLD TOWN AVENUE, SUITE 207.8, SAN DIEGO, CA H110 («») 6.2.1.20 Project /S.^^.CJ:i.Q. :^^.(^r^ ^ ••^^•^ ^'^•^-'^•^^ ' Engineer J.:.f.....C>.. ^•'^"^'^ O CoLuHfJ PBS/SAJ Cco^'r) IzANSVeR E APPL I FO SHEAR File NO Sheet..5^ of. (HA^) r 337 ''^ 0Vc+ = Z^d^^Z^S^^ SiJ*" ^337 Z. o/^ 6 /Tc^P/AJ/ii- APPLI EP SHEAR v/^ ^ C2^V5 - 5 V3 > 537 6 # 5 5' oX Coi^UHrU JHEAR RE INF. HI p p HR • HI HI CD ^11 Hoo< HA/A/ »^ // /;uro CA^ T^O AVOID ZroTBRFEPANCE IV/TH p/t> POCTS 5 il ricDANirEri. ENCilHEERINCi COMPANY I"'F;;DJ|;-CTS FilAHCI-IO SANTA FE ROAD i:iR IDCJI EN(3:I:NEERS J,. L„ .. a. CDLUNN l-I INGE/KEY DESIGN DATES Sep-90 SHEET:! 5f tt I--R0BI...EI1 IDEN'riFICATION T. BENT 2 fy. BENT 3 INPUT DATA GROUP VII AXIAL I.-OAD GROLJP VII SHEAFS F-ORCE GROUP I •VI AXIAL LOAD ADDITIONAL DEAD LOAD CiONCRETE STRENGTH AREA OF STEEL PRCSVIDED (KIPS)K CKIF'S) r CKIF'S) K CKIPS)s (KSF);: (SQ IN)s Acv Av 1901 337 2767 0 3„25 9.. 36 Pn Ast Ag(req ' d ) GROUP VII CASE« Or^OUF- I-VI CASEK 610 NA C) u o .i. NA 1901 2767 2.. 9 - 36 708 1142 PfZOMiPE 34'^ PEFPESSep KeV^ AT ALL cOLt"^/^S 4 V sp''''^ F'3' O. O. HI P pi p p tt p p Al«V Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (619) 692-1920 Proiect ...AA^.f.t^O_SA,^^^^^^ Rp.: Date !^.IlO Engineer O.uL^O.. Checked by File No Sheet...^.?- of BENT FOOT I N & Pe^f<bfJ Use " PCFOOT PfioeRAM FOR ANALY^J'S Ai^O PESi^/J SEE AFPENO/X " ^ " FoR COMPOTE/^ OUTPUT dENT 2 « BEF-^T 3 AP£ SPREAP - pOOTlrJCrS otJ FOR-MATFONAL MATERIAL . '5" ALLOWASLE stAdiFje PRESSURE Ov£-/?/3u/2PEN DEPTH - /o' B^NT-Z * BtNT 5 PEAP LOAD Use YALO£ /^A?OI^ ^PCSUNT ' RESULTS = /5/3'^ [i>^o^5T CAse) LIVE LOAD Q ENERATEO B Y CoMpUTE/^ pROa/^Am ' Fc YIELP* FooTiNS RESULTS -BEtOT FOO TifU(s pooTi NG BOTTOM HAT TO P HA T PiMBNSiONS TPICKHES% Y'OiR X'PIR Y'Pif^ mm m 2 /2X IZ )!t 9 (*6 e IZ ii'i e IZ 3 IXY. IZ it ^EQ #*f e '2 p-i e !Z Ust # 5 ^ Key A^P ^ITHIN BOTH P|(^6CT/O^J6 . OM)T ^e^^TH 6" 0/^ EPSE OF KEY. - Ain> Mc DANIEL ENGINEERING COMPANY 3990 OLD-TOWN AVENUE, SUITE 207-B, SAN DIEGO. CA 92110 (6i9) 692-1920 Project R.F).N-..^.FR>,....SA.C^.7?^ F.E...,Rp.^....8f^AOCE Date J.Jj./±9.. Engineer J.:.Jr..:.P..'. Checked by File NO.-^.^..3 __ Sheet..<&./. of... JOIAJT SEAL ChecK Acoo(Z9\rUG To CALTRA^'s MEMO 7-/0 /2V- 7 /2.V- 7 ' 5 /pe^wAY t>H^AP : 13 £Ajr z P = 733.8 ^ WT ATT pOT F^OM EOLS- \IP0 X ^ BcfUT 3 P ^ ?5V. C> iZ-i. 7 ' 0 /257.S /227.S •'lOo) - 7/ /7/S.'^ Te^MP. RAr^>(OE las'" - ~ 70 XP-^ /7/&.V TH ERMAL Mo^^i^trJT - 70° (O . OO L^ C>C t^.Oo") - "^f ^' //OO MoVCMLNT FACICR - 0^*^5*0,50 « Afi^' 1 (l2^-7 ' ^ 7/.57 ^0 -- (^/2*..7- ^ 53.2 ) „ i ^c?.75 / 00 7 MH U55 'TYPE '5'' ToiNj OEAL ^ 50TH AEuT^ PANCHO SANTA AE ..Checked by Project J - L.O... Engineer \A/iN&wALL P£^'(^^ PESieN Ai> CANTILBVEI^EP )^fN(^NALL . F^ 3 FileNo.....^.^«--^??/ Sheet...6.*2. of l4oAi%ON7AL LoAOlf^a . USE r JT ' cnwue. - 2,C It U.e 'VV/5D' P-»o&/«^H OA; W/' - 6 37 ^' j^uL\^ ' /e-/ " ^ 5^6.C AWI^ Mc DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 692-1920 Project P..AN.<:H.9. ^^.^'.^^.T^.-..^^.-/?-^?.'?^*? M.'.P.-^e: Date lUtUO.... ^ . ILO Checked by Engineer ;J/..fr. FileNo...5/.S..-00/ Sheet...^.3 of tV/nj6 WALL P£Si (SAJ (CQNT) VEPTI CAL NYJ RElNPO/^Ci/o^ W ^/Of3}4 (O-IS) ^c?.66 ^/'^ U?>^ "^/^ t = 12" ; 120" (Ai)<e^'i C^^O) = A 36 ro- Use Co - L FP-O^r oF B-K.TEli.NAl, FiPPENDIX Ft FRFiME FiNFlLYSIS COMPUTER OUTPUT FFl 3'< ID \ rJ TA ' 0 J ''po FIL o51511 Hi P Mi BE6INNIN6 OF BRIDGE ANALYSIS ANQ DESIGN BAAF tttttuttttsmmttuttttunttttiitittuutnttunttttmutttttutt PCBRID6E ANALYSIS AND DESI6N PRQ&RAH (C} Copyright 1987.1998.1989 PCLINKS, Inc. All Rights Reserved. 2330 Alhaibra Blvd.. Suite 140 Sacraiento, CA 95817 19161 456-4336 Licensed ta : HcDaniel Eng'g. Serial %, : 721157 t VERSION : 2.49 OATE : 03/08/90 uisttttittunnututiuttutuutttttutttututmntuttuiuuiu HH P P tt tttnutuiuntnutttnttuuuttutitttt YOUR PCBRIDBE INPUT FILE IS : c:\5iB\b51Bil tttnttituntuttttttttnttttuuutntitt IW m m m 1 1 2R H1247 2 2 3 H1247 3 3 4 RH1247 4 5 2P 5 6 1 11117 1 11247 0 2 0 2 2 130 1 21117 1 21247 2 3 0 2 3 130 1 4 5 1 1 1 2 1 3 1 1 1 1 I 1 290 257 0 0 0 3824 015049504652 OB450 0 OS 0 0 3824 015046524355 0B450 0 0 0 0 3824 015043554057 OB450 0 0 0 60 3250 0150 0 0 0 325 0 0 0 60 3250 0150 0 0 0 325 0 0 01180 500 838 675101211220011220043 71243 712 0 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 01180 500 838 675101211220011220043 71243 712 3P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0+26 0 0 0 010 0 0 0 0 6540U 6540U 6540U 2900P 14400Fil07 2000P1174 7800P 110 7800P1110 lOOOP 80 1000P1137 i3400P 140 2300P1174 2000P 74 1 8430 8430 0 0 1 8430 8430 0 0 111 1 04210 250 408 150 0 lli 2105010 150 408 150 0 Ul 3105S 0 150 408 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0- 0 0- BO 0- 1 2 1 3 1 3 1 3 0- 0- 0- 0- 0- 0- 0- 0- 0- 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0 00 0 010028 00 0 00 0 00 0 00 0 00 0 00 0 20044 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 \ 0 0 0-0 4S 0 0-0 0 0 fj-0 0 0 6-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 0-0 0 0 2004410 0 0 HS-20 LIVE LOAD LANES P-i3 LIVE LOAD LANES 0 0 30 0 OB 3 31 0 0 0 0 0 30 0 OB 3 31 0 0 0 0 0 30 0 OB 3 31 0 0 0 107310 107310 107310 107310 107310 1 207311 0 207311 2 207311 0 207311 0 207311 0 207311 0 2073U 0 207311 0 207311 207312 207312 507316 507316 507316 507316 507316 507316 507316 507316 507316 507316 507316 507316 507316 607320 707322 657315 857315 857315 li ^ IDENT PCBRIDGE ANALYSIS AND DESIBN - PCLINKS, Inc., Version ! 2.49 16:22:18 9/7/90 PASE 1 NcDftNIEL ENGINEERINB CONPANY, Inc. FRAHE DESCRIPTION m m m 1^ ffH tti ^H lii p tt JOINT END SUPPORT NENBER LIKE m NO. COND OR DEAD LOAD SKEN SLOPE RECl NO. NO LT RT LT RT DIR SPAN I HINGE E UNIFORN SEC LT RT DEGREE NEN 1 1 2 R G 124.7 .00 .0 3824. .000 150. 49.50 46.52 .0 0 2 2 3 G 124.7 .00 .0 3824. .000 150. 46.52 43.55 .0 0 3 3 4 R 8 124.7 .00 .0 3824. .000 150. 43.55 40.57 .0 0 4 5 2 P 29.0 .00 6.0 3250. .000 150. .00 .00 90.0 0 5 6 3 P 25.7 .00 6.0 3250. .000 150. .00 .00 90.0 0 HK P HI if IDENT PCBRIDBE ANALYSIS AND DESIGN PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 NcDAKIEL ENGINEERING CONPANY, Inc. PABE 2 SECTION PROPERTIES LINE NEN LQC RECALL 1 .0 0 (HI HI ii AREA 189.62 .0 Y .0 LT. EXT. GIRDER TYPE NEB FACTOR 1 12. 2.00 SUPERSTRUCTURE NIDTH DEPTH 118.0 5.00 RT. EXT. BIRDER TYPE NEB FACTOR 1 12. 2.00 SLAB THICKNESS TOP BflTTlW 8.38 6.75 LT. OVERHANG LENGTH EXT. INT. 4.3 7. 12. INT. BIRDER NO. UEB 10 12.00 STORE RT. OVERHANG LENGTH EXT. INT. 4.3 7. 12. CENTROID LOCATION X Y 59.00 2.74 HOHENT OF INERTIA ABOUT CENTROID X-X v-v 726.98 208359.30 P LINE NEN ii 1 LINE NO. NEN LOC RECALL 111.7 1 X .0 y .0 LT. EXT. BIRDER TYPE WEB FACTOR 0 0. .00 + LOC RECALL - CODE V RECALL 1 SUPERSTRUCTURE NIDTH SEPTH .0 .00 RT. EXT. GIRDER TYPE NEB FACTOR 0 0. .00 H X 59.00 Y 2.74 SLAB THICKNESS TOP BOTTOH .00 .00 INT. BIRDER NO. NEB 1 .00 STORE 0 LT. OVERHANG RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. INT. .0 0. 0. .0 0. 0. INERTIAS OF PARTS AREA IXX lYY STORE 189.62 726.98 208359.30 AREA 189.62 CENTROID LOCATION X Y 59.00 2.74 HOHENT OF INERTIA ABOUT CENTROID X-X y-Y 726.98 208359.30 ^ IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 3 H c D A N I t L ENGINEERING CONPANY, Inc. LINE NEN LOC RECALL X Y SUPERSTRUCTURE SLAB THICKNESS INT. BIRDER STORE * NIDTH DEPTH TOP BOTTOH NO. NEB 1 124.7 0 .0 .0 U8.0 5.00 8.38 6.75 10 12.00 2 LT. EXT. GIRDER RT. EXT. BIRDER LT. OVERHANG RT. OVERHANG TYPE NEB FACTOR TYPE NEB FACTOR LENGTH EXT. INT. LENGTH EXT. INT. 1 12. 2.00 1 12. 2.00 4.3 7. 12. 4.3 7. 12. ^ AREA CENTROID LOCATION NONENT OF INERTIA ABOUT CENTROID X Y X-X Y-Y «» 189.62 59.00 2.74 726.98 208359.30 p HENBER 1 PROPERTIES LENGTH HIN INERTIA STIFFNESS CARRY OVER «« LT RT LT RT 124.7 726.98 4.000 4.000 .500 .500 P HI P p tt IDENT SECTION PROPERTIES LINE MEN LOC RECALL 2 .0 2 PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 NcDANIEL ENGINEERING CONPANY, Inc. 9/ 7/90 PAGE 4 X .0 y .0 LT. EXT. GIRDER TYPE NEB FACTOR 0 0. .00 LINE + ND. HEN LOC RECALL - CODE V RECALL 2 SUPERSTRUCTURE NIDTH DEPTH .0 .00 RT. EXT. BIRDER TYPE NEB FACTOR 0 0. .00 H X 59.00 Y 2.74 SLAB THICKNESS INT. GIRDER STORE TOP BOTTOH NO. NEB .00 .00 1 .00 0 LT. OVERHANB RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. INT. ,0 0. 0. .0 0. 0. INERTIAS OF PARTS AREA IXX lYY STORE 189.62 726.98 208359.30 AREA 189.62 CENTROID LOCATION X Y 59.00 2.74 HOHENT OF INERTIA ABOUT CENTROID X-X Y-Y 726.98 208359.30 il LINE MEH LOC RECALL X y SUPERSTRUCTURE SLAB THICKNESS INT. GIRDER STORE NIDTH DEPTH TOP BOTTOM NO. NEB 2 13.0 1 .0 .0 .0 .00 .00 .00 1 .00 0 LT. EXT. SIRDER RT. EXT. GIRDER LT, OVERHANB RT. OVERHANG TYPE NEB FACTOR TYPE NEB FACTOR LENGTH EXT. INT. LENGTH EXT, INT. 0 0. .00 0 0. .00 .0 0. 0. .0 0. 0. LINE + INERTIAS OF PARTS NQ. NEN LQC RECALL -CODE V H X Y AREA IXX lYY STORE RECALL 1 59.00 2.74 189.62 726.93 208359.30 AREA CENTROID LOCATION X y 189.62 59.00 2.74 NONENT QF INERTIA ABOUT CENTROID X-X Y-Y 726.98 208359.30 IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 HcDANIEL ENGINEERING CONPANY, Inc. PAGE 5 LINE NEN LOC RECALL X 2 111.7 1 .0 ,0 LT. EXT. GIRDER TYPE NEB FACTOR 0 0. .00 LINE + NO. HEH LOC RECALL - CODE V RECALL 1 SUPERSTRUCTURE NIDTH DEPTH .0 .00 RT. EXT. GIRDER TYPE HEB FACTOR 0 0. .00 H AREA 189.62 X 59.00 CENTROID LOCATION X Y 59.00 2.74 Y 2.74 SLAB THICKNESS INT. GIRDER TOP BQTTON NO. NEB .00 .00 1 .00 STORE LT. OVERHANG RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. INT. .0 0. 0. .0 0. 0. INERTIAS OF PARTS AREA IXX lYY STORE 189.62 726.98 208359.30 HOHENT OF INERTIA ABOUT CENTROID X-X Y-Y 726.98 208359.30 m„ LINE NEH •H 2 LINE NO. HEM LOC RECALL 124.7 2 X .0 y .0 LT. EXT. GIRDER TYPE NEB FACTOR 0 0. .00 LOC RECALL - CODE V RECALL 2 SUPERSTRUCTURE NIDTH DEPTH .0 .00 RT. EXT. GIRDER TYPE NEB FACTOR 0 0. .00 H AREA 189.62 X 59.00 Y 2.74 SLAB THICKNESS TOP BOTTOH .00 .00 INT. GIRDER NO. HEB 1 .00 STORE 0 LT. OVERHANB RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. INT. .0 0. 0. .0 0. 0. INERTIAS QF PARTS AREA IXX lYY STORE 189.62 726.98 208359.30 CENTROID LOCATION X Y 59.00 2.74 HOHENT OF INERTIA ABOUT CENTROID X-X Y-Y 726.98 208359.30 HENBER 2 PROPERTIES LENGTH 124.7 HIN INERTIA 726.98 STIFFNESS LT RT 4.000 4.000 CARRY OVER LT RT .500 .500 H IDENT PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 NcDANIEL ENGINEERING CONPANY, Inc. PAGE 6 SECTION PROPERTIES LINE HEH LOC RECALL 3 .0 2 .0 .0 LT. EXT. SIRDER TYPE HEB FACTOR 0 0. .00 LINE + NO. HEN LQC RECALL - CODE V RECALL 2 SUPERSTRUCTURE HIDTH DEPTH .0 .00 RT. EXT. BIRDER TYPE NEB FACTOR 0 0. .00 H AREA 189.62 X 59.00 CENTROID LOCATION X Y 59.00 2.74 Y 2.74 SLAB THICKNESS INT. SIRDER TOP BOTTOH NO. HEB .00 .00 1 .00 STORE LT. OVERHANG RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. INT, .0 0. 0. .0 0. 0. INERTIAS OF PARTS AREA IXX lYY STORE 189.62 726.98 208359.30 HOHENT OF INERTIA ABOUT CENTROID X-X Y-y 726.98 208359,30 LINE HEN P LINE NO. HEH LQC RECALL 13.0 1 X .0 Y .0 LT. EXT. GIRDER TYPE HEB FACTOR 0 0. .00 4- LOC RECALL - CODE V RECALL 1 SUPERSTRUCTURE HIDTH DEPTH .0 .00 RT. EXT. SIRDER TYPE HEB FACTOR 0 0. .00 H AREA 189.62 X 59,00 CENTROID LOCATION X y 59.00 2.74 ¥ 2.74 SLAB THICKNESS TOP BOTTOH .00 .00 INi 1 BIRDER HEB .00 STORE 0 LT. OVERHANG RT. OVERHANG LENGTH EXT. INT. LENGTH EXT. IMT. .0 0. 0. .0 0. 0. INERTIAS OF PARTS AREA IXX lYY STORE 1B9.62 726.98 208359.30 HOHENT QF INERTIA ABOUT CENTROID X-X y-y 726.98 208359.30 HENBER 5 PROPERTIES HARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAHE DESCRIPTION IS USED, p LENGTH HIN INERTIA STIFFNESS CARRY OVER LT RT LT RT 124.7 726.98 4.000 4.000 .500 .500 IDENT PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 7 McDANIEL ENGINEERING CONPANY, Inc. SECTION PROPERTIES m - ""NO^ HEH LQC RECALL - CODE V H INERTIAS OF PARTS X Y AREA IXX lYY STORE 4 ' .0 0 + 26 .00 .00 .00 .00 100.28 200.44 200.44 10 AREA 100.28 CENTROID LOCATION X Y .00 .00 HOHENT OF INERTIA ABOUT CENTROID X-X Y-Y 200.44 200.44 MEMBER 4 PROPERTIES LENGTH 29.0 MIN INERTIA 200.44 P il Hi Ml HR if P tt STIFFNESS LT RT 4.000 4.000 CARRY OVER LT RT .500 .500 P ii IDENT PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE HP * NcDftNIEL ENSINEERINS CONPANY, Inc. SECTION PROPERTIES LIME • INERTIAS OF PARTS NO. HEH LOC RECALL - CODE V H X Y AREA IXX lYY STORE ^ 5 .0 10 0 .00 .00 .00 .00 .00 .00 .00 0 ^ RECALL 10 .00 .00 100.28 200.44 200.44 AREA CENTROID LOCATION MOMENT OF INERTIA ABOUT CENTROID w X Y X-X Y-Y 100.28 .00 .00 200.44 200.44 di ^ MEMBER 5 PROPERTIES " LENGTH MIN INERTIA STIFFNESS CARRY OVER LT RT LT RT m 25.7 200.44 4.0004.000 .500 .500 p n p p tt tt p tt «. IDENT PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 NcDANIEL ENGINEERING CONPANY, Inc. PAGE 9 mi tt ANALYSIS DIAGNOSTICS NO ERRORS FOUND FRAME PROPERTIES MEH JT JT NO LT RT HB P END SUPPORT CARRY OVER DISTRIBUTION COND OR FACTORS FACTORS LT RT DIR SPAN I HINBE E LT RT LT RT F"C R G 124.7 726.98 .0 3824. .500 .000 .000 .299 4.50 G 124.7 726.9G ,0 3824. .500 .500 .399 .384 4.50 R B 124.7 726.98 .0 3824. .000 .500 .268 .000 4.50 P 29.0 200.44 6.0 3250. .500 .000 .000 .302 3.25 P 25.7 200.44 6.0 3250. ,500 .000 .000 .328 3.25 STRUCTURE TYPE = B ^ IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 10 *• HcDANIEL ENGINEERING COMPANY, Inc. ^ FIXED END MOMENTS TRIAL 0 HEH FIXED END HOMENTS HEH FIXED END MOMENTS MEM FIXED END HOHENTS NO LT RT NQ LT RT NO LT RT P 1 0. -552B8. 2 -36858. -36858. 3 -552B8. 0. 4 0. 0. 5 0. 0. uttuntutttttttttuuttnnttuutttmttuttntttitittttnttttttMt tt tut CAUTION - RESULTS ARE UNFACTORED, UNLESS INDICATED OTHERHISE. tttt ^ tuttnittuuttuutttutttttuutuntntttttttuutuntttiuutttu mt m ii p tt p IM il p IDENT PCroiDBE ANALYSIS AND DESIGN -- PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 11 «• HcDANIEL ENSINEERINS COMPANY, Inc. UK m SIDESMAY DIAGNOSTICS NO ERRORS FOUND RESULTS BASED ON 1 INCH HORIZONTAL SHAY TO THE RIGHT IN THE LEFTMOST COLUMN VERTICAL SHEAR (KIPS) HOMENTS (FT-KIPS) MEMBER LT RT BASED ON E = 3250. KSI. ^ 4 733.8 0. 21279. • 5 984.6 0. 25305. HI P HI HI tt IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 12 HcDANIEL ENSINEERINS COMPANY, Inc. Itt 5IDESKAY INCLUDED, tit HORIZONTAL NEHBER HOHENTS TRIAL 0 NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT M 1 0. 15037. 25652. 31843. 33612. 30957. 23879. 12379. -3545. -23B92. -48661. I -42702. 2 -41084. -21238. -5815. 5185. 11762. 13916. 11647. 4955. -6160. -21698. -41659. W ( -36310.1 ( -36857. M 3 -48374. -23633. -3315. 12580. 24052. 31101. 33727. 31929. 25709. 15066. 0. M { -42422.) HORIZONTAL NEHBER STRESSES TRIAL 0 BOTTOH FIBRE HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT ttii 1 0. -394. -672. -834. -880. -810. -625. -324. 93. 626. 1118. 2 951. 556. 152. -136. -308. -364. -305. -130. 161. 568. 965. 3 lill. 619. 87. -329. -630. -814. -883. -836. -673. -394. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIBRE NEH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT -1 0. 325. 554. 687. 725. 668. 515. 267. -77. -516. -922. 2 -784. -458. -126. 112. 254. 300. 251. 107. -133. -468. -795. wm 3 -916. -510. -72. 271. 519. 671. 728. 689. 555. 325. 0. m VERTICAL MEMBER MOMENTS TRIAL 0 HEH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 4 0. 758. 1515. 2273. 3031. 3788. 4546. 5304. 6062. 6819. 7577. 5 0. -671. -1343. -2014. -2686. -3357. -4029. -4700. -5372. -6043. -6715. tmm HORIZONTAL MEMBER SHEARS TRIAL 0 hM HEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT <^ 1 1383.2 1028.5 673.8 319.2 -35.5 -390.2 -744.9 -1099.6 -1454.3 -1809.0 -2163.7 Hi 2 1768.9 1414.2 1059.5 704.8 350.1 -4.6 -359.3 -714.0 -1068.7 -1423.4 -1778.1 HI 3 2161.4 1806.7 1452.0 1097.3 742.6 387.9 33.2 -321.5 -676.2 -1030.8 -1385.5 IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 13 •IP *^ HcDANIEL ENGINEERING CONPANY, Inc. " ttt SIDESNAY INCLUDED. Itt P VERTICAL HENBER SHEARS TRIAL 0 MEH m m LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 4 261.3 261.3 261.3 261.3 261.3 261.3 261.3 261.3 261.3 261.3 261.3 . 5 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 -261.3 tt VERTICAL MEMBER REACTIONS TRIAL 0 MEM LT RT HEMBER P NO REACTION REACTION HEIGHT 4 4368.8 3932.5 436.2 5 4326.0 3939.5 386.6 IP 1^ P P P P tt tt IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 14 HcDANIEL ENGINEERING COMPANY, Inc. ^ TRIAL 0 il HR TANGENTIAL ROTATIONS - RADIANS - SPAN LT. END RT. END • CLOCKHISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END P 1 .003214 -.000688 2 -.000688 .000718 3 .000718 -.003229 pi 4 .000483 -.000608 5 -.000202 .000718 pi HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FRON LEFT END - DOHNHARD POSITIVE HEHBER 1 E= 3324. .000 .086 .106 .056 .000 P MEMBER 2 E= 3824. .000 .009 .023 .009 .000 tt MEMBER 3 E= 3B24. .000 .057 .106 .086 .000 P VERTICAL HEHBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. MEMBER 4 E= 3250. .000 .003 .006 .006 .003 HEMBER 5 E= 3250. .000 -.001 -.002 -.001 .003 ttt MEMBER DEFLECTIONS BASED ON THE MODULUS OF ELASTICITY OF CONCRETE GIVEN BY USER, tttttt P tt ttt HEHBER DEFLECTIONS DO NOT INCLUDE CREEP FACTOR. (NORMALLY 3 FOR P/S AND 4 FOR LFD) P ii il IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 15 McDANIEL ENGINEERINB COMPANY, Inc. P IH m Hi P flH m m LOAD DATA TRIAL 1 LINE MEH H ORP LOAD CODE FIXED END MOMENTS LEFT RIGHT DEFLT FIXED END HOHENTS TRIAL 1 MEM NO 1 4 FIXED END MOMENTS LT RT 0. 0. -12906. 0. HEH NO 2 5 FIXED END MOMENTS LT RT -8564. 0. -8576. 0. ANBLE COMMENTS 1 6.540 U .0 .0 0. 0. 4 .0 ASSUMED DATA 124.7 2 6.540 u .0 .0 0. 0. 0 .0 ASSUMED DATA 124.7 3 6.540 u .0 .0 0. 0. 0 .0 ASSUMED DATA 124.7 1 2.900 p 8.0 .0 0. 0. 0 .0 1 14.400 p 110.7 .0 0. 0. 0 .0 1 2.000 p 117,4 .0 0. 0. 0 .0 2 7.800 p U.O .0 0. 0. 0 .0 2 7.300 p Ul.O .0 0. 0. 0 .0 2 1.000 p 8.0 .0 0. 0. 0 .0 2 1.000 p 113.7 .0 0. 0. 0 .0 3 13.400 p 14.0 .0 0. 0. 0 .0 3 2.300 p 117.4 .0 0. 0. 0 .0 3 2.000 p 7.4 .0 0. 0. 0 .0 MEH FIXED END MOMENTS NO LT RT 3 -12891. 0. P P P ^ IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PftSE 16 * McDANIEL ENSINEERINS COMPANY, Inc. III SIDESHAY INCLUDED. Itt m HORIZONTAL HENBER MOMENTS TRIAL 1 MEM ^ NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P P 1 0. 3484. 5929. 7356. 7766. 7159. 5536. 2895. -763. -5460. -U345. 1 ( -9929. 2 ( -9566. -8445.) -4906. -1357. 1175. 2690. 3188. 2669. 1133. -1420. -4999. ( -9695. -8565. 3 -U272. -5405. -716. 2935. 5569. 7186. 7786. 7369. 5935. 3485. 0. p ( -9860.) HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBRE P P il p MEM ND LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0, -91. -155. -193. -203. -1S7. -145. -76. 20. 143. 260. 2 221. 128. 36. -31. -70. -83. -70. -30. 37. 131. 224. 3 258, 142. 19, -77. -146. -188. -204. -193. -155. -91. 0. HORIZONTAL HEMBER STRESSES TRIAL MEH NO LEFT .1 PT .2 PT 1 TOP FIBRE .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 75. 128. 159. 168. 155. 119. 62. -16. -118. -214. 2 -182. -106. -29. 25. 58. 69. 58. 24. -31. -108. -185. 3 -213. -117. -15. 63. 120. 155. 168. 159. 128. 75. 0. VERTICAL HEMBER MOMENTS MEH NO LEFT .1 PT TRIAL 1 .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 4 0. 178. 356. 534. 712. 890. 1068. 1246. 1424. 1602. 1780. 5 0. -158. -315. -473. -631. -789. -946. -U04, -1262. -1419. -1577. HORIZONTAL MEMBER SHEARS HEH NO LEFT .1 PT TRIAL 1 .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 321.2 236.8 155.2 73.7 -7.9 -89.4 -171.0 -252.5 -334.1 -430.0 -513.6 2 415.7 325.4 243.8 162.3 80.7 -.8 -82.4 -163.9 -245.5 -334.9 -417.4 3 512.1 428.5 333.6 252.0 170.5 88.9 7.3 -74.2 -155.8 -237.3 -321.2 tt Hi il •••I IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PABE 17 NcDANIEL ENGINEERINB CONPANY, Inc. * ttt SIDESHAY INCLUDED, ttt VERTICAL MEMBER SHEARS TRIAL 1 MEH w NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT ^ 4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 61.4 ,pp 5 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 -61.4 m VERTICAL MEMBER REACTIONS TRIAL 1 HEM LT RT HEMBER IT ND REACTION REACTION HEIGHT tt 4 929.3 929.3 5 929.5 929.5 P p •H Ml tt p ^ IDENT PCBRIDGE ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 18 ^ McDANIEL ENGINEERING COMPANY, Inc. <m TRIAL 1 HI TANGENTIAL ROTATIONS - RADIANS - CLOCKHISE POSITIVE ^ SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END ^ 1 .000744 -.000162 2 -.000162 .000168 3 .000168 -.000747 4 .000113 -.000162 5 -.000048 .000168 HORIZONTAL HEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END - DOHNHARD POSITIVE P HEHBER 1 E= 3824. .000 .020 .024 .013 .000 " MEMBER 2 E= 3824. .000 .002 .005 .002 .000 * HEMBER 3 E= 3824. ,000 .013 .025 .020 .000 •H VERTICAL HEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. il HEMBER 4 E= 3250. .000 .001 .001 .001 .001 ^ HEMBER 5 E= 3250. .000 -.000 -.000 -.000 .001 ttt NEHBER DEFLECTIONS BASED QN THE MODULUS QF ELASTICITY OF CONCRETE GIVEN BY USER, tttttt • ttt NEHBER DEFLECTIONS DD NOT INCLUDE CREEP FACTOR. (NORHALLY 3 FOR P/S AND 4 FOR LFD) HI Hi m m m IDENT PCBRIDGE ANALYSIS AND DESiGN -- PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 19 NcDANIEL ENGINEERING COMPANY, Inc. IM LIVE LOAD DIASNQ5TICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD IH LINE HEM NQ. NO. aw II* LIVE LINE LOAD NO. NO. m I. NUMBER QF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT.END LT.END RT.END 8.430 8.430 8.430 8.430 8.430 8.430 1.0 1.0 1.0 Pl TRUCK- Di P2 D2 1.0 1.0 1.0 RESISTINB KONENT OF UNIT STEEL POSITIVE NEGATIVE P3 UNIFORM 8.0 14.0 32.0 14.0 32,0 0. 0. 0. 0. 0. 0. •LANE- HOH. SHEAR PLOT PLOT M i S SCALE ENV. 0 0 LL LIVE LOAD RIDER RIDER IMPACT LNS. SIDESHAY INFLU- ENCE LINES P13 NO NO COMMENTS .640 18.0 26.0 YES .00 NO HS20-44 AASHTO LOADINB HITHDUT ALTERNATIVE COMPUTED INPACT FACTORS MEMBER NO. 1 2 3 IMPACT FACTOR 20.0 I 20.0 1 20.0 X LIVE LOAD NO. LL NO. 1 HI P m» P rii P _ IDENT PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 20 NcDANIEL ENSINEERINS CONPANY, Inc. LL NO. 1. NEBATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS MEM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NQ _ 1 0. -448. -896. -1344. -1793. -2241. -2689. -3137. -4276. -8919. -15934. ( -14247.} SHEAR .0 -35.9 -35.9 -35.9 -35.9 -35.9 -35.9 -35.9 -64.9 -482.3 -640.8 m 2 -14913. -8627. -4961. -4205. -4166. -4127. -4087. -4048. -4841. -8592. -14913. ( -13401.) ( -13393.5 P SHEAR 583.8 408.4 -5.6 3.2 3.2 3.2 3.2 3.2 .5 -412.9 -5B4.7 3 -15996. -8960. -4252. -3032. -2599. -2166. -1733. -1300. -866. -433. 0. tm ( SHEAR -14303.) 641.3 484.3 70.0 34,7 34.7 34.7 34.7 34.7 34.7 34.7 .0 Mi HORIZONTAL HEMBER STRESSES LL MAX NEG BOTTOH FIBRE MEM NO LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT HH 1 0. 12. 23. 35. 47, 59. 70. 82. U2. 234. 373. 2 351. 226. 130. 110. 109. 108. 107. 106. 127. 225. 351. 3 574. 235. Ul. 79. 68. 57. 45. 34. 23. 11. 0. wm HORIZONTAL HEMBER STRESSES LL MAX NES TOP MEM NO LEFT .1 PT .2 PT .3 PT FIBRE .4 PT .5 PT ,6 PT .7 PT .8 PT .9 PT RIGHT 1 0. -10. -19. -29. -39. -48. -58. -68. -92. -192. -307. Hi 2 -2B9. -186. -107. -91. -90. -89. -88. -87. -104. -185. -289. 3 -309. -193. -92. -65. -56. -47. -37. -28. -19. -9. 0, p tt p p H p tt P tt ^ IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 21 ^ McDANIEL ENGINEERINB COMPANY, Inc. mm LL Nl ]. 1. DEAD LOAD PLUS NEBATIVE LIVE LOAD MOMENT ENVELOPE MEM un LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .fl PT .9 PT RIGHT — NU 1 0. 14569. 24756. 30499. 31819. 28716. 21191. 9242. -7821. -32811. -64596. ( -56949. m 2 -55998. -29865. -10777. 980. 7596. 9789. 7560. 907. -11001. -30290. -56573. 1 { -497U.) ( -50250. wm 3 -64370. -32593. -7567. 9548. 21453. 28935. 31994. 30630. 24B43. 14633. 0. 1 ( -56725.) p HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEB BOTTOM FIBRE MEM •H NO LEFT ,1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT m 1 0. -382. -648. -798. -833. -752. -555. -242. 205. 359. 1491. mm 2 1301. 782. 282. -26. -199. -256. -196. -24. 288. 793. 1316. P 3 1485. 853. 198. -250. -562. -756. -838. -802. -650. -383. 0. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NES TOP FIBRE m NEH P NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT ,6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 315. 534. 658. 687. 620. 457. 199. -169. -708, -1229. m 2 -1073. -645. -233. 21. 164. 211. 163. 20. -237. -654. -1084. P 3 -1224. -703. -163. 206. 463. 624. 690. 661. 536. 316. 0. HM IDENT PCBRIDBE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PftSE 22 McDANIEL ENSINEERINS COMPANY, I n c. ™w LL NQ. 1. POSITIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS WW MEM un LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT m NU 1 0. 6976. 11616. 14169. 14973. 14316. 12274. 9034. 5063. 1826. 1019. Mm SHEAR .0 559.4 465.7 328.1 242.0 -345.2 -422.9 -492,1 -551.4 -227.6 8.2 ^m 2 2045. 2255. 5575. 8876. 10947. 11532. 10886. 8760. 5434. 2277. 2177. SHEAR -65.5 193.9 504.9 424.6 337.3 -251.5 -341.4 -428.3 -507.9 -186.4 68.7 m 3 1019. 1792. 4934. 3901. 12155. 14222. 14900. 14123. 11589. 6967. 0. M SHEAR -8.2 225.7 552.7 493.7 424.5 346.8 -240.5 -326.9 -464.7 -558.7 .0 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBRE MEM HP NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT HI 1 0. -183. -304. -371. -392. -375. -321. -237. -133. -48. -27. «•< 2 -54. -59. -146. -232. -287. -302. -285. -229. -142. -60. -57. •1 3 -27. -47. -129. -233. -318. -372. -390. -370. -303. -182. 0. IH HORIZONTAL HEMBER STRESSES LL MAX POS TOP FIBRE MEM m NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 151. 251. 306. 323. 309. 265. 195. 109. 39, 22. n 2 44. 49. 120. 192. 236. 249. 235. 189. U7. 49. 47. 3 22. 39. 106. 192. 262. 307. 322. 305. 250. 150. 0. p IH il HI P P m HI _ IDENT PCBRIDSE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 23 HcDANIEL ENGINEERING COMPANY, Inc. LL NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD HOHENT ENVELOPE HH MEM un LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT mm HU 1 0. 22013. 37267. 46013. 48584. 45273. 36153. 21413. 1518. -22066. -47643. ( -41489. tm 2 -39040. -18983. -240. 14061. 22708. 25448. 22533. 13715. -726. -19421. -39483. ( -34214.) { -34656. wm 3 -47355. -21841. 1619. 21481. 36207. 45323. 48626. 46052. 37299. 22033. 0. ( -41217.} P HORIZONTAL MEMBER STRESSES FOR DL^LL MAX POS BOTTOM FIBRE MEH HI NO LEFT ,1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P 1 0. -576. -976. -1205. -1272. -U35. -947. -561. -40. 578. 1086. iH 2 696. 497. 6. -368. -595. -666, -590. -359. 19. 508. 907. P 3 1079. 572. -42. -562. -948. -1187. -1273. -1206. -977. -577. 0. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS TOP FIBRE RH MEM P NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 475. 604. 993. 1049. 977. 780, 462. 33. -476. -895. 2 -738. -410. -5. 303. 490. 549. 486. 296. -16. -419. -748. Hi 3 -890. -471. 35. 464, 781, 978. 1049. 994. 805. 475. 0. PCBRIDBE ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 24 NcDANIEL ENGINEERING CONPANY, Inc. LIVE LOAO SHEAR ENVELOPES AND ASSOCIATED MOMENTS .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 559.4 465.7 376.2 292.4 215.6 147.6 89.7 43.4 18.4 9.1 6975.6 11615.5 14074.7 14582.9 13445.1 11041.2 7826.5 4329.6 130.8 752.6 -65.7 -124.3 -216.7 -308.5 -395.4 -475.8 -548.4 -611.5 -671.3 -761.3 4083.5 B5I7.7 12345.3 14150.1 13971.7 12105.8 8923.3 4869.9 -3099.1 -11782.8 625.1 590.0 593.0 600.9 611.0 623.4 638.0 654.9 669.6 770.4 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ^ IDENT LL NO. 1. HM MEMBER 1 LEFT ^ POS. V 655.7 M MOMENT .0 NEB. V -38.3 MOMENT .0 m RANGE 693.9 HEHBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT * POS. V 716.0 630.8 557.2 473.8 385.0 295.2 209.0 144.7 100.8 78.5 76.2 MOMENT -10972.5 1264.5 5450.1 8728.6 10678.5 11099.9 10015.0 3771.2 2183,4 4015.5 1608.3 •i NEG. V -72.6 -75.1 -99.7 -144.4 -212.6 -299.3 -389.1 -477.7 -560.5 -633.2 -716.8 ^ MOMENT 1510.9 3821.8 5082.0 7250.8 10084.8 1UU.7 10622.8 8612.9 5298.5 1118.3 -•10972.5 il RANGE 788.7 705.9 657.0 618.2 597.6 594.5 598.1 622.4 661.3 711.7 793.0 " LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS * HEHBER 3 LEFT .i FT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT " POS. V 761.7 671.9 612.9 549.9 477.4 396.8 309.7 217.6 124.8 65.1 37.0 ^ MOMENT -U831.4 -3134.9 4730.0 8786.5 11988.3 13881.7 14089.9 12312.0 8504.7 4109.9 .0 * NEB. V -9.1 -18.1 -42.6 -88.4 -146.1 -214.1 -290.8 -374.9 -464.7 -558.7 -655.4 MOMENT 752.6 2028.5 4249.2 7717.2 10928.7 13346.2 14507.1 14024.8 11589.2 6966.8 .0 «. RANGE 770.8 690.0 655.5 638.4 623.5 610.9 600.5 592.5 589.5 623.7 692.4 HI P m P P P p P „ IDENT PCBRIDBE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 25 McDANIEL ENGINEERING COMPANY, Inc. LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 2038.9 1587.9 1139.6 695.4 256.8 -174.6 -597.3 -1009.9 -1410.9 -1790.6 -2154.6 ^ NEB. V 1345.0 962.9 549.6 102.4 -344.0 -785.6 -1220.7 -1648.0 -2065.3 -2480.3 -2925.0 <M LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE « MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT ^ POS. V 2484.9 2045.0 1616.7 1178.6 735.1 290.6 -150.3 -569.3 -967.9 -1344.9 -1701.9 NEG. V 1696.2 1339.1 959.7 560.4 137.5 -303.9 -748.4 -1191.7 -1629.2 -2056.5 -2494.9 KH LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE HEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P POS. V 2923.1 2478.6 2064.9 1647.3 1220.0 784.7 342.9 -103.8 -551.4 -965.8 -1348.5 _ NEB, V 2152.3 1788.6 1409.4 1008.9 596.5 173.9 -257.6 -696.4 -1140.8 -1589.5 -2040.9 •m IDENT Ml m LL NO. 1. SUPPORT JT. 1 POSITIVE NEGATIVE PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 HcDANIEL ENSINEERINS COMPANY, Inc. LIVE LOAD SUPPORT RESULTS ~ IMPACT INCLUDED 9/ 7/90 PAGE 26 MAX. AXIAL LOAD AXIAL MOMENT- MEMBER 4 POSITIVE NEGATIVE MEMBER 5 im P POSITIVE ffiGATIVE SUPPORT JT. 4 POSITIVE NEGATIVE LOAD 77.8 -4.5 144.1 -9.7 144,2 -10.1 77.7 -4.4 TOP BOT. MAX. LONGITUDINAL HOHENT AXIAL HOHENT LOAD TOP BOT. 0. 0. 200. 135. -215. -152. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. .0 .0 73.6 60.5 60.6 73.1 .0 .0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS .119 0. 0. 720. -536. 584. -766. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0, IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 27 NcDANIEL ENGINEERINB COMPANY, Inc. m m LIVE LOAD DIA6ND5TIC5 NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER QF LIVE LOAD LANES LINE NEH SUPERSTRUCTURE SUBSTRUCTURE » NQ. NO. LT.END RT.END LT.END RT.END RESISTINB MOMENT OF UNIT STEEL POSITIVE NEGATIVE 1 2 LIVE Ml LIME LOAD " NQ. NO 4. m flH m flH m 8.430 6.430 1.0 1.0 8.430 8.430 1.0 1.0 8.430 8.430 1.0 1.0 0. 0. 0. 0. 0. 0. LOADING PATTERN PLOT PLOT INFLU- H k 5 SCALE ENCE ENV. LINES P13 0 0 NO YES Pl 26.0 Dl 18.0 P2 48.0 D2 18.0 P3 48.0 D3 18.0 P4 48.0 D4 18.0 P5 D5 48.0 18.0 P6 D6 48.0 18.0 LOAD 0. P7 48.0 D7 .0 P6 .0 D6 .0 P9 .0 D9 .0 PiO .0 DlO .0 PU .0 DU .0 P12 .0 D12 .0 P13 .0 D13 .0 P14 .0 D14 .0 P15 .0 D15 .0 P16 .0 Di6 .0 Pi7 .0 D17 .0 P16 .0 D16 .0 P19 .0 D19 .0 P20 .0 D20 .0 P21 .0 D21 .0 P22 .0 D22 .0 P23 .0 D23 .0 P24 .0 D24 .0 P25 .0 D25 .0 P26 .0 D26 .0 P27 .0 027 .0 P28 .0 D28 .0 P29 .0 D29 .0 P30 .0 030 .0 P31 .0 D3i .0 F32 .0 D32 .0 P33 ,0 D33 ,0 P34 .0 D34 .0 P35 .0 D35 .0 P36 .0 D36 .0 P37 .0 D37 .0 P3a .0 D38 .0 P39 .0 D39 .0 P40 .0 D40 .0 P41 ,0 D41 .0 P42 .0 D42 .0 P43 .0 D43 .0 P44 .0 D44 .0 P45 .0 D45 .0 OVER RRL INPACT COMB CARD CONTROL COMPUTED IMPACT FACTORS Hi P MEMBER NQ. 1 2 3 IMPACT FACTC 20.0 I 20.0 X 20.0 I HI P P ^ IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PftSE 26 NcDANIEL ENGINEERING COMPANY, Inc. •m LL NO. 4. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HEH LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT ^ MO 1 0. -1300. -2599, -3899. -5198. -6498. -7797. -9097. -10397, -15087. -35971. IHI ( -30947. SHEAR .0 -104.2 -104.2 -104.2 -104.2 -104.2 -104.2 -104.2 -104.2 -1483.0 -1859.5 Ml 2 -26P92. -16954. -14330. -11705. -9080, -6455. -8757. -11261. -13764. -16268. -27443. ( -24501.) ( -24755. SHEAR 1633.6 210.5 210.5 210.5 210.5 210.5 -200,6 -200.8 -200.6 -200,8 -1642.5 3 -36555. -15596. -10069. -8811. -7552. -6293. -5035. -3776. -2517. -1259. 0. ( -31513.) MN SHEAR 1664.2 1487.6 100.9 100.9 100.9 100.9 100.9 100.9 100.9 100.9 .0 p HORIZONTAL HEMBER STRESSES LL MAX NEG BOTTOM FIBRE MEM NQ LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT P 1 0. 34, 68. 102. 136. 170. 204. 236. 272. 395. BIO. mm 2 641. 444. 375. 306. 238. 169. 229. 295. 360. 426. 648. P 3 825. 408. 264, 231, 198. 165. 132. 99. 66. 33. 0. HORIZONTAL MEMBER STRESSES LL HAX NES TOP FIBRE •i MEM tarn NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. -28. -56. -84. -112. -140. -16S. -196. -224. -326. -668. MM 2 -529. -366. -309, -253. -196. -139. -189. -243. -297. -351. -534, iH 3 -680. -337, -217. -190. -163. -136. -109. -81. -54. -27. 0. ^ IDENT PCBRIDBE ANALYSIS AND DESiGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 29 •• McDANIEL ENSINEERINS COHPANy, inc. " LL NO. 4. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE P HEM LEFT .1 PT .2 FT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT !*Q ^ 1 0, 13738. 23053. 27944, 28413. 24459. 16082. 3282. -13942. -38979. -84632. ( -73649.) -67102. -60811.) 1 -61612.) *' 2 -67976. -38193. -20145. -6520. 26S2. 7461. 2890. -6306. -19924. -37966. -67102. 3 -84929, -39229. -13384. 3769. 16500. 24807, 28692. 28153. 23192. 13807. 0. i -73934.) P HORIZONTAL MEMBER STRESSES FOR DLuL HAX NEG BOTTOM FIBRE MEM m m LEFT .1 PT ,2 PT .3 PT ,4 PT .5 PT .6 FT .7 PT .8 FT .9 FT RIGHT P 1 0. "360. -604. -732. -744. -640. -421. -36. 365. 1021. 1928, mm 2 1592. 1000, 527. 171. -70. -195. -76. 165. 522. 994. 1613. m 3 1936. 1027. 350. -99, "432. -649. -751, -737. -607, -361. 0. wm mt HORIZONTAL HEMBER STRESSES FOR DL+LL MAX NES HEM NO LEFT .1 FT .2 FT .3 PT TOP FIBRE .4 PT ,5 PT .6 PT .7 PT .8 FT .9 PT RIS.HT 1 0. 296. 493. 603. 613, 523. 347. 71. -301. -341. -1539. mi -) 1. 3 -1312. -1596. -824. -847. -435. -289. -141. 81. 58. 356, 161. 535. 62. 619. -136. 608. -430. 501. -S19. 296. -1330. 0. p il p m tt P iH p :DE^T PCBRiDGE ANALVSIS HND DESiSN - ^CLINKS. Lnc, version : 2,49 16:22:23 9/ 7/90 PABE 30 ;i c D A N 1 E L ENSINEERINS C 0 H F A N Y , Inc. -I .^0. 4. POSITIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED 3HEAR3 fit'^ LEFT . 1 FT .3 FT .3 FT ,4 PT .5 pT ,6 PT .7 PT .8 FT .9 FT SIGHT MH "Hi. 33502 , 36537. 34936. 29273. 19322. 7523. 2309. 3121. MH 953.3 633 .6 23a.? -•i41.1 -360.2 -1205.5 -976.4 25.0 25. C -.2sr. 3?ol. 376'^. 1S323 24666, 26543. 24503, 13004. 3404. 4044. 6669. 5"tHR -ZOO.8 -200.3 1G65.9 911 .3 5i3,9 -258.0 -531.7 -924,7 -371,0 21C.5 210.5 Hi : :i2i. :309. 72:£!. 13903 2E9i6, 3463S, 36297. 33321. 27028. 16073. 0.^ B^EAR -25.0 -2^.0 97?.1 1210 .3 365,1 545.9 -232.1 -623.3 -943.6 -1239.3 ,0 Mi •tCM2uNT«L HEf15EK STRESSES LL m POS Bi jTTOR FIBRE mm 'F -.1" .1 FT .2 PT .3 FT ,4 FT F.- FT .6 PT .7 PT .3 PT .9 FT SIBHT flp« 0, -423. -71i, -577. -95'. -515. -767. -506. -197, -74. -82. -1:4. -230. -430. -646. -695. -642. -471, -220. -106. -175. -32. -150. -4F5. -757. -?07. -550. -872. -703. -421, 0. isL ^E.ic;.-< STRESrtS LL m POS TOP FIBRE LE^T ,1 PT ,2 FT .3 FT .4 PT .5 pT .6 ?T .7 PT .3 PT .7 FT RIGHT 0. 348. 556. 739. 754, 632. 417. 162. 61. 67. 135. 31. 135. 395. 532, 573. 529. 309. 131. 37. 144. 3". 61, 15'. 403. 624. 743. 753. 719. 533. 347. 0. HI IDENT PCBRIDBE ANALYSIS AMD DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 31 McDANIEL ENGINEERING COMPANY, Inc. LL NO. 4. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE MEM ND 1 2 3 i LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .6 PT .9 PT RIGHT m ii m MEM ND 1 2 3 i 0. -34619. -30647.) -45253. -39376.) 31175. -17477. -20824. 52798. 2954. 3941. 65345. 23508. 31483. 70149. 36426. 52968. 65893. 40459. 65739. 53156. 36150. 70023. 31701. 22959. 65250. 3963. 2243. 52737. -21083. ( -17654. ( 31144. -45541. -39657. -34990. -30820. 0. IH HORIZONTAL MEMBER STRESSES FDR DLKL MAX POS BOTTOM MEM NO LEFT .1 PT .2 PT .3 PT ,4 PT FIBRE .5 PT .6 PT .7 PT .8 PT .9 PT RISHT P 1 0, -816. -1332. -17U. -1837. -1725. -1392. -330. -104. 552. 1038. Hi 2 802, 458. -77. -615. -954. -1059. -946. -601. -59. 462. 807. 3 1031. 545. -103. -824. -1337, -1721. -1333. -1708. -1381. -815. 0. P tt HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS TOP Fi MEM LEFT .1 FT .2 PT .3 PT .4 PT BRE .5 PT .6 PT .7 PT .3 FT ,9 PT RIGHT P 1 J. 0. 673, 1139. 1410, 1514. 1422. 1147, 684. 66. -455. -856. P 2 -661. -377. 64. 507. 736. 873. 780. 495. 48. -381. -665, P 3 -850. -449. 85. 679. U43. 1419. 1511. 1408. U3B. 672. 0. IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 32 McDANIEL ENGINEERING COMPANY, Inc. LL NO. 4. LIVE LOAD SHEAR ENVELOPES ANO ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 1629.0 1294.1 991.6 736.9 523.5 349.5 219.0 122.0 52.8 25.0 25.0 MOMENT .0 16137.6 24730.6 27567.1 26112.6 21788.2 16365.6 10653.6 5266.9 2806.6 3120.7 NEG. V -104.2 -104.2 -165.6 -299.7 -487.0 -710.3 -956.5 -1241.5 -1555.0 -1868.1 -2172.0 MOMENT .0 -1299.6 11354.1 17067.2 22156.4 24387.0 22553.1 16174.9 4446.0 -•12641.9 -•34212.8 RANGE 1733.3 1398.3 1157.2 1036.6 1010.5 1059.7 1177.5 1363.6 1607.8 1893.2 2197.0 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RISHT p p p il n POS. V 1900.0 1577.7 1254.1 964.7 706.8 484,7 311,8 210.5 210.5 210.5 210.5 MOMENT -24934.4 -6708.2 7124.5 15157,2 18436.8 17817.3 14842.8 -1205.5 1419,3 4044.1 6668,9 M NEG, V -200.8 -200.8 -200,8 -200.8 -317.5 -492.3 -716.4 -975.9 -1266.3 -1590.2 -1912,2 ittg MOMENT 6265.2 3761.5 1257.8 -1245.9 14961.6 17862.6 18354,1 14900.4 6672,2 -7330.8 -25703.0 • RANGE 2100.8 1778.5 1454.9 1165.5 1024.3 977.0 1028.2 1186.4 1476.8 1600.6 2122.7 P P LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 2176.6 1873.0 1559.6 1245.6 961.9 713.0 489.0 301.0 166.2 100.9 100.9 MOMENT -34769.2 -•13186.8 3983.3 15817.9 22297.8 24219.3 22060.1 17021.2 11336.7 -1256.7 .0 NES. V -25.0 -25.0 -51.9 -120.3 -216.6 -346.4 -519.7 -732.6 -987,0 -1289.3 -1624.5 HOHENT 3120.7 2808.6 5179.7 10503.3 16202.4 21595.2 25921.5 27405.5 24615.9 16077.5 .0 RANGE 2201.7 1898.0 1611.5 1366.0 1178.5 1059.3 1008.6 1033.5 1153.3 1390.2 1725.4 tt p p il p Ml m ^ IDENT PCBRIDGE ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PABE 33 *• NcDftNIEL ENGINEERING COMPANY, Inc. LL NO. 4. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE P MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .6 PT .9 PT RISHT POS. V 3012.3 2322.7 1665.5 1056.0 488.0 -40.8 -525.9 -977.6 -1401.5 -1784.0 -2136.7 |g NEG. V 1279.0 924.3 508.3 19.4 -522.6 -1100.5 -1703,4 -2341.2 -3009.3 -3677.1 -4335.7 ii LL MO. 4. DEAD LOftD PLUS LIVE LOAD SHEAR ENVELOPE tt MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,6 PT .9 PT RIGHT _ POS. V 3668.9 2991.9 2313.6 1669.5 1056.9 480.0 -47.5 -503.5 -858.2 -1212.9 -1567.6 * NEB. V 1568.1 1213.4 358.7 504.0 32.5 -496,9 -1075.7 -1689.9 -2335.0 -3013.5 -3690.3 LL NO. 4. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE p ^ MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT POS. V 4338.0 3679.7 3011.6 2342.9 1704.5 1100.9 522.2 -20.5 -509.9 -929.9 -1284.6 ^ NEB. V 2136,4 1731.7 1400.1 977.0 526.1 41.6 -466.4 -1054.0 -1663.2 -2320.1 -3010.1 P tt P P tt IDENT PCBRIDSE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 34 McDANIEL EMGINEERING COMPANY, Inc. LL NO. 4. SUPPORT JT. 1 POSITIVE LIVE LOAD SUPPORT RESULTS - IMPACT INCLUDED NEGATIVE MEMBER 4 POSITIVE NEGATIVE P MEMBER 5 m POSITIVE NEBATIVE SUPPORT JT. 4 POSITIVE NEGATIVE MAX. AXIAL LOAD AXIAL LOAD 193.2 -12.4 334,1 -26.3 334.1 -27.9 192.7 -12.0 -MOMENT- TOP 0. 0. 462. 373. -500. -421, 0. 0. BOT. 0. 0. 0. 0. 0. 0. 0. 0. MAX. LONGITUDINAL MOMENT AXIAL LOAD .0 .0 254.8 207.9 209.0 254.2 .0 .0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS .119 TOP -MOMEMT- 0. 0. 1942. -1553. 1693. -2109. 0. 0. BOT. P HI P il HI tt P H p PI IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 35 NcDftNIEL ENGINEERING COMPANY, Inc. LIVE LOAD COMBINATION FOR DESIGN : L.L. ID LL(1) LL(2) LL(3} LL(4) LLt5) LL(6) H / / / / / / / P tt P P IM m p m p tt tt MM L.L. TO BE COMBINED 10 0 0 0 0 LOAD FACTOR APPLIED 2.17 .00 .00 .00 .00 .00 LOAD FACTOR FOR D.L. ===== »> : 1.30 LOAD FACTOR FOR P/S ===== »> : 1.00 PHI FACTOR FOR MOMENT ===== »> : .95 PHI FACTOR FOR SHEAR ===== »> : .90 ttt THE DEFAULTED LIVE LOAD LL(1) HAS USED FOR DESIGN. I t t t t t t t I t t t t t P ^ IDENT PCBRIDGE ANALYSIS AHD DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 36 NcDANIEL ENGINEERING COMPANY, Inc. ^ INPUT PRESTRESSED DATA TRIAL 1 FRAME 1 PftTH 1 ^ LINE MEH p NO. 1. LLI LLP LRT YLT YLP YRT 1 .00 .42 .10 2.50 4.06 1.50 2 .10 .50 .10 1.50 4.08 1.50 3 .10 .58 .00 1.50 4.06 2.50 U K .25 .00030 .25 .00030 .25 .00030 ^ XLT{FT) = .0 XRTiFT) = .0 STEEL STRESS(KSI} = 270. JACKING I = .75 JACKING ENDS = B ANCHOR SETiIN); LEFT = .375 RIGHT = .375 CONC. STRENGTH(PSI) = 4500. ALLOH. TENSIONiPSI) = -402. P P-JACK(KIPS) = 0. SHORTENING PERCENT= 100 TOTAL LOSSESiKSI) = 20 tt LO-LAX = YES RELATIVE HUMIDITY = 70 t •H P P tt tt tt tt ^ IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 37 HcDANIEL ENGINEERING COMPANY, Inc. CABLE PATH OFFSETS m TRIAL 1 FRAME 1 PATH 1 MEMBER LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 2.50 3.16 3.65 3.95 4.08 4,02 3.78 3.35 2.74 1.94 1.50 HI 2 1.50 2.02 2.92 3.56 3.95 4.08 3.95 3.56 2.92 2.02 1.50 il 3 1.50 1.94 2.74 3.35 3.76 4.02 4.06 3.95 3.65 3.16 2.50 tt ^ IDENT PCBRIDBE ANALYSIS AND DESI6N ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PAGE 38 McDANIEL ENSINEERINS COMPANY, Inc. ^ CABLE PATH ECCENTRICITIES TRIAL 1 FRAHE 1 PATH 1 ^ MEMBER LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT m 1 .241 .904 1.367 1.692 1.817 1.761 1.521 1,094 .483 -.314 -.759 wm 2 -.759 -.243 .660 1.305 1.692 1.821 1.692 1,305 .660 -.245 -.759 P 3 -.759 -.314 .463 1.094 1.521 1.761 1.817 1.692 1.387 .904 .241 P Hi m p HI mi IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 39 NcDANIEL ENGINEERING COMPANY, Inc. FORCE COEFFICIENTS AFTER ftNCHOR SET AND LONG TERM LOSSES TRIAL 1 FRAME 1 PATH 1 MEMBER LEFT .IPT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT •H 1 .800 .807 .814 .821 .828 .835 .842 .849 .844 .837 .820 m 2 .620 ,802 .793 .785 .776 .770 .778 .785 .793 .802 .620 P 3 .620 .837 .844 .849 .842 .635 .828 .821 .814 .807 .600 ^ THE POINT OF NO MOVEMENT IS IN SPAN 2, 62.35 FEET FROM THE LEFT END OF THE SPAM m THE LEFT ANCHOR SET LENGTH IS 76.5 THE RIGHT ANCHOR SET LENGTH IS 76.5 mm THE FORCE COEF. AT THE LEFT END IS .800 P THE FORCE COEF. AT THE RI6HT END IS .800 ^ ttt THE FORCE COEFFICIENT AT THE POINT OF NO MOVEMENT BEFORE ANCHOR SET IB .755 ttttt M ttt THE TOTAL LcNBTH OF THIS CABLE PATH INCLUDIN6 4 FEET FOR JACKING IS 378.10 FEET, ttttt IDENT PCBRIDGE ANftLYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 40 HI NcDANIEL ENGINEERING COHPANY, Inc. wm SECONDARY MOMENT COEFFICIENTS DUE TO HEMBER ROTATION ~ Pjack = 1 P TRIAL 1 FRAHE 1 PATH 1 P FEM"S DUE TO SECONDARY EFFECTS BEFORE BALftNCING MEMBER LEFT END RIGHT END 1 .000 .977 2 .612 .612 3 .977 ,000 OEM'S DUE TO SECONDARY EFFECTS MEMBER LEFT END RIGHT END 1 .000 .845 2 .696 .707 3 .840 .000 DEM'S DUE TO SECONDARY EFFECTS IM COLUMN MEMBER LEFT END RIGHT END 4 .000 -.150 5 .000 .133 m IDENT PCBRIDBE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 41 McDANIEL ENGINEERING COMPANY, Inc. P/S MOMENT COEF. mi TRIAL 1 FRAME 1 PATH 1 ttt SIDESHAY INCLUDED. DEAD LOAD HAS 5HAYED. ttt m ADJUSTED FOR LOSSES & SECONDARY MOMENTS BUT NO SHORTENING MEM NQ LEFT .1 PT .2 PT .5 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -.1925 -.6446 -.9603 -1.1359 -1.1673 -1.0484 -.7735 -.3376 .2639 1.0242 1.4679 2 1,3180 .8917 .1743 -.3259 -.6155 -.7005 -.6132 -.3214 .1811 .9008 1.3293 3 1.4622 1.0191 .2644 -.3416 -.7769 -1.0512 -1.1696 -1.1376 -.9615 -.6451 -,1925 p p p tt Ni p m m „. IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PftSE 42 McDANIEL ENGINEERING COHPANY, Inc. FEM'S & DELTA'S IN COLUMNS DUE TO MEMBER SHORTENING ~ Pjack = 1 mm TRIAL 1 FRAME 1 PATH 1 MEH FEN FEH DELTA TOP OF COL. „ NO LT. END RT. END (POSITIVE TQ RISHT) 4 .000000000 .158040300 .000000472 5 .000000000 -.201231900 -.000000472 «i ttttt THE POINT OF NO HOVEMENT FOR STRUCTURE SHORTENING IS 62.35 FEET FROM THE LEFT END OF SPAM 2 ttttt wm m SECONDARY MOMENT COEFFICIENT DUE TO MEMBER SHORTENING • DEM'S DUE TO SECONDARY EFFECTS "•I MEMBER LEFT END RIGHT END ^ 1 .000 -.067 m 2 .047 .039 3 -.062 .000 ^ DEM'S DUE TO SECONDARY EFFECTS IN COLUMN MEMBER LEFT END RIGHT END 4 .000 .114 P 5 .000 -.101 Hi il p p IDENT PCBRIDSE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 43 HcDANIEL EN6INEERIN6 COMPftNY, I n c. P/S MOMENT COEF. TRIAL 1 FRAME 1 PATH 1 MEM MO LEFT .1 PT ftDJUSTED FOR LOSSES & SECONDARY MOMENTS ( SHQRTENINB .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .6 PT .9 PT RIGHT 1 -.1925 -.6512 -.9737 -1.1559 -1.1940 -1.0817 -.8135 -.3643 .2156 .9642 1.4013 2 1.3653 .9382 .2199 -.2612 -.5717 -.6575 -.5711 -.2801 .2215 .9403 1.3680 3 1.3999 .9630 .2145 -.3852 -.6143 -1.0824 -1.1946 -1.1563 -.9740 -.6514 -.1925 Hi m ^ IDENT PCBRIDBE ftNALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PABE 44 HcDANIEL ENGINEERING COMPANY, I n c. MH MH TRIAL 1 FRAHE 1 PATH 1 wm HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBRE MEM ND LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P 1 647. 878. 1043. 1137. 1161. 1110. 983. 776. 476. 102. -126. M 2 -108. 91. 439. 681. 619. 856. 819. 681. 438. 90. -109. P 3 -125. 103. 477. 777. 983. UU. 1161. 1138. 1043. 876. 647. •n P HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBRE HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT IH 1 474. 292. 166. 97. 86. 136. 251. 430. 671. 970. 1136. IH I U2I. 935. 637. 426. 304. 264. 304. 428. 636. 936. 1122. IH 3 1135, 970. 670. 430. 250. 136. 66. 97. 166. 292. 474. Mi Hi P iH HI P Hi m IDENT PCBRIDGE ANALYSIS AND DESISN ~ PaiNKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 45 MHf NcDftNIEL ENGINEERI N 6 COMPANY, I n c. mm tm TRIAL 1 FRAME 1 PftTH 1 mm HORIZONTAL MEMBER STRESSES MEH NQ LEFT .1 PT DL + P/S FOR BOTTOM FIBRE .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT ** 1 647. 465. 371. 304. 281. 300. 358. 452. 569. 728. 992. • n i. 643. 647. 591. 545. 511. 492. 514. 551. 600. 658. 356. Hi 3 966. 722. 564. 447. 354. 296. 273. 302. 370. 484. 647. HORIZONTAL MEMBER STRESSES DL > P/S FOR TOP FIBRE MEM MO LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 474. 617. 720. 784. 312. 805. 766. 697. 594. 455. 214. 2 338, 477. 512. 540. 558. 564. 556, 535. 505. 46S. 327. 3 220. 460. 599. 701. 769. 807. 814. 786. 721. 617. 474. p p p IDENT PCBRIDGE ftNALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PAGE 46 HcDANIEL ENGINEERING CONPANY, Inc. TRIAL 1 FRAME 1 PATH 1 HORIZONTAL MEMBER STRESSES DL * ftDDED DL + P/S FOR BOTTOM FIBRE NH p HEM MO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT 1 647. 393. 216, Ul. 78. 112. 213. 376. 589. 871. 1252. 2 1064. 775. 627. 515. 441. 408. 444. 521. 637. 769. 1060. 3 1244. 863. 583. 370. 208. 108. 75. 109. 214. 393. 647. HORIZONTAL MEMBER STRESSES DL + ftDDED DL + P/S FOR MEM NO LEFT .1 PT .2 PT .3 PT .4 PT TOP FIBRE .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 474. 692. 847. 943. 979. 959. 885. 760. 578. 337. 0. 2 155. 371. 482. 565. 616. 633. 613. 560. 474. 360. 142. 3 7. 343. 583. 764. 889. 962. 982. 945. 649. 692. 474. p iH P tt IH P tt ^ IDENT PCBRIDGE ANftLYSIS ftND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 47 McDANIEL ENGINEERING COMPftNY, I n c. TRIAL 1 FRAHE i PATH 1 HORIZONTAL MEMBER STRESSES DL ^ ADDED DL ^ MAX POS LL + I + P/5 MEM NO LEFT .IPT .2 PT .3 PT .4 PT .5 PT . BOTTOM FIBRE 6 PT .7 PT .8 PT .9 PT RIGHT Ml 1 647. 2U. -68. -260. -314. -262. -109. 140. 457. 823. 1221. Hi 2 1009. 716. 461. 282. 154. 106. 159. 292. 495. 729. 1022. P 3 1212. 816. 453. 137. -UO. -264. -315. -261. -69. 210. 647. Hi P HORIZONTAL MEMBER STRESSES DL + ADDED DL + MAX POS LL * I + P/3 MEM MO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT TOP FIBRE 6 PT .7 PT .6 PT .9 PT RISHT HI 1 474. 842. 1098. 1249. 1302. 1268. 1150. 955. 667. 376. 26. P n 201. 420. 603. 757. 852. 882. 848. 749. 592. 409. 190. 3 33. 382. 690. 957. 1152. 1269. 1303, 1250. 1099. 843. 474. p ma m •n il - IDENT PCBRIDSE ftNftLYSIS AND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PASE 48 NcDftNIEL ENGINEERING CONPANY, I n c. f« Ui TRIAL 1 FRAME 1 PATH 1 m HORIZONTAL HEMBER STRESSES DL * ADDED DL MAX NES ll * I * P/S BOTTOM FIBRE NEH NQ LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RISHT 1 647. 405. 239. 146. 125. 171. 263. 456. 701. 1104. 1625. tm 2 1415. 1001. 757. 625. 550. 516. 551. 627. 764. 1013. 1431. m 3 1618. 1096. 694. 450. 276, 165, 120. 143. 237. 404. 647. m m HORIZONTAL MEMBER STRESSES MEM NQ LEFT .1 PT : DL + ADDED DL + MAX NEB LL + I + P/S FOR TOP FIBRE .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT im 1 474. 682. 628. 914. 940. 911. 827. 692. 485. 144. -307. m n L -134. 185. 575. 474. 526. 544. 525. 472. 370. 175. -147. m 3 -302. 150. 491. 699. 833. 916. 944. 917. 830. 633. 474. tttt MIN PJACK = 16850. KIPS CONC STRENGTH % 28 DAYS = 4063. PSI % STRESSING = 1804. PSI tttt ^ tttt REDESIGN HAS TAKEN PLACE FOR PJACK TO ELIHINATE TENSION UNDER (DL ^ ADDED DL ^ P/S) CONDITION, tttt POINT OF CONTROL CAN BE FOUND UNDER (DL + ADDED DL + P/S) STRESSES. IDENT PCBRIDSE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 i6i22:23 9/ 7/90 PAGE 49 NcDANIEL ENSINEERINS COMPANY, Inc. TRIAL 1 FRAME 1 PATH 1 HORIZONTAL HEHBER MOMENTS DUE TD P/S MEN mw NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT m 1 -3629. -12276. -18354. • -21789. -22507. -20390. -15354. -7244. 4064. 1B175. 26414. Hi 2 25735. 17685. 4146. -5301. -10776. -12395. -10766. -5281. 4176. 17725. 25787. P 3 26388. 18152. 4044. -7262. -15349. -20403. -22517. -21797. -1B359. -12278. -3629. HI P VERTICAL MEMBER MOMENTS MEM NO LEFT .1 PT DUE TQ P/S .2 PT .5 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 4 0. -68. -136. -204. -271. -339. -407. -475. -543. -611. -678. Hi P 5 0. 60. 120. 160. 240. 301. 361. 421. 481. 541. 601. p ii m mt m m IH P IDENT PCBRIDBE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 McDANIEL ENGINEERING COMPftNY, Inc. 9/ 7/90 PAGE 50 TRIAL 1 FRAHE 1 PATH 1 TANGENTIAL ROTATIONS - RADIANS - CLOCKHISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END -.000390 -.000055 1 -.002266 .000387 2 .000387 ^ 4 -.000035 .000070 5 .000027 " HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END HEHBER 1 E= 3824. .000 -.058 -.069 MEMBER 2 E= 3824. .000 -.OU -.024 ^ MEMBER 3 E= 3824. .000 -.035 -.070 m VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. MEMBER 4 E= 3250. .000 -.000 -.000 IHl MEMBER 5 E= 3250. .000 .000 .000 SPAN 5 LT. END -.000390 RT. END .002267 DOHNHARD POSITIVE -.055 .000 -.011 .000 -.056 .000 -.000 .000 .000 .000 ttt MEMBER DEFLECTIONS BASED QM THE MODULUS QF ELASTICITY OF CONCRETE GIVEN BY USER, tttttt ttt MEMBER DEFLECTIONS DO NOT INCLUDE CREEP FACTOR. (NORMALLY 3 FOR P/S AND 4 FDR LFD) P ^ IDENT PCBRIDSE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 51 ^ McDANIEL ENGINEERINB COMPftNY, Inc. AftSHTO LQN6 TERM PRESTRESS LOSSES wm ^ TOTAL LOSS = CRS • CRC + ES + SH. TRIAL NO. 1 mm m MEM LEFT .IPT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .SPT. .9 PT. RISHT NO 1 19.07 18.67 17.65 16.74 16.38 16.71 17.62 18.76 18,91 18.98 17.09 2 17.76 18.77 18.02 19.15 18,93 18.74 18.96 19.19 17.98 18.76 17.71 3 17.12 18.99 18.93 16.73 17,59 16,67 16.35 16.72 17.64 18.67 19.07 THE HEAN VALUE OF THE LONS TERM CALCULATED PRESTRESS LOSSES IS 18.09 KSI. ^ IDENT PCBRIDBE ANftLYSIS AHD DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 52 m McDANIEL ENGINEERING CONPANY, Inc. P SUMMARY OF HORIZONTAL HEMBER DEFLECTIONS DUE TO PRESTRESSING FORCE ONLY * TRIAL NO. I ^ HORIZONTAL MEMBER DEFLECTIONS IN FEET ftT 1/ 4 POINTS FROM LEFT END - DOHNHARD POSITIVE p P P m P MEMBER 1 E= 3824. .000 -.050 -.069 -.035 .000 MEMBER 2 E= 3824. .000 -.OU -.024 -.OU .000 MEMBER 3 E= 3824. ,000 -.035 -.070 -.058 .000 PLEftSE NOTICE THAT THE HORIZONTAL MEMBER DEFLECTIONS DUE TO DEAD LOADS ARE NOT INCLUDED. IDENT PCBRIDSE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:25 NcDANIEL ENSINEERINS COMPANY, Inc. 9/ 7/90 PABE 53 ULTIHATE RESISTINB MOMENT OF PRESTRESSED MEMBER 2ND. FACTORED MOM. APL. MOH [K-FTl (K-FT) TRIAL NO. 1 MEMBER NO. : 1 ULTIMATE HOM. (K-FT) FSU e CGS MIN. MAX. (KSI) NEUTRAL AXIS (IN} MILD STEEL (SQ.IN) COMBINED REINF INDEX (X 100 t) Hi m M P iH il tt LOCATION .0 PT. 0. 0. 0. .00 .00 .00 .00 .000 p .1 PT. 1470. 46527. 69326. 263.60 263.60 5.50 .00 .101 •H .2 PT. 2941. 79265. 80783. 264.28 264.28 5.51 .00 .088 P .3 PT. 4411. 98921. 98926. 264.23 264.23 6.07 42.42 .088 Hi ,4 PT, 5861. 107170. 107949. 264.15 264.15 6.39 66.18 .090 .5 PT. 7333. 102300. 102904. 264.24 264.24 6.19 51.46 .089 P .6 PT. 8603. 85104. 85124. 264.44 264.44 5.56 4.41 .066 tt .7 PT. 10273. 55248. 75849. 263.96 263.96 5.51 .00 .096 .8 PT. U744. 17129. 59359. 262,86 262.86 5.48 .00 .117 P .9 PT. 13214. 44556. 66099. 262.62 262.82 6.14 .00 .117 1.0 PT. 14664. 93966. 94662. 262.61 262.61 7.20 72.23 .116 p IDENT PCBRIDSE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:25 9/ 7/90 PASE 54 NcDftNIEL ENSINEERING COMPftNY, Inc. 2ND, FACTORED ULTIMATE FSU i CSS NEUTRAL MILD COMBINED MOM. APL. HOH MOM. MIN. HAX. AXIS STEEL REINF INDEX (K-FT) (K-FT) (K-FT) (KSI) (IN) (SQ.IN) (x 100 I) TRIAL NQ. 1 HEMBER LOCATION : P .0 PT. 14006. 76026. 76644. 263.56 263.56 6.16 .00 .103 .1 PT. 14006. 42025. 64394. 262.57 262.57 6.13 .00 .120 .2 PT. 14006. 16780. 63531. 263.12 265.12 5.49 .00 .110 .3 PT. 14024. 46112. 78827. 264.14 264.14 5.51 .00 .090 .4 PT. 14024. 64876, 88002. 264.57 264.57 5.52 .00 .082 .5 PT. 14024. 70765. 92144. 268.01 268.01 5.59 .00 .060 ,6 PT. 14024. 64489. 86002. 264.57 264.57 5.52 .00 .082 .7 PT. 14043. 45363. 76827. 264.14 264.14 5.51 .00 .090 .8 PT. 14043. 15981. 63531. 263.12 263.12 5.49 .00 .110 .9 PT. 14043, 41812, 64394. 262.57 262.57 6.13 .00 .120 1.0 PT. 14062. 77168. 77184. 263.55 263.55 6.17 2.06 .103 KM IDENT PCBRIDBE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:23 McDANIEL ENGINEERING COMPANY, Inc. 9/ 7/90 PAGE 55 2ND. FACTORED ULTIHATE MOM. APL. MOH ROM. (K-FT) (K-FT) (K-FT) FSU % CGS NEUTRAL HIID COMBINED MIN. MAX. AXIS STEEL REINF INDEX (KSI) (IN) (SQ.IN) (x 100 Z) TRIAL NO. 1 MEMBER NO. : 3 LOCATION HI .0 PT. 14646. 94287. 95197. 262.60 262.60 7.22 73.57 .116 m .1 PT. 13195. 44829. 66099. 262.82 262.82 6.14 .00 .117 P .2 PT. U725. 17190. 59359. 262.86 262.86 5.46 .00 .117 Hi .0 PT. 10254. 54997. 73849. 263.96 23.96 5.51 .00 .096 P .4 PT. 8704. 84681. 84900. 264.45 264.45 5.55 3.54 .066 .5 PT. 7333. 102135. 102725. 264.25 264.25 6.18 50.76 .088 Ml .6 PT. 5862. 107015. 107785. 264.15 264.15 6.38 65.54 .090 .7 PT. 4392. 96797. 98802. 264.23 264.23 6.06 41.94 .088 m .8 PT. 2922. 79195. 80763. 264.28 264.28 5.51 .00 .008 P .9 PT. 1470. 46487. 69326. 265.60 263.60 5.50 .00 .101 HR 1.0 PT. 0. 0. 0. .00 .00 .00 .00 .000 ttt THE ULTIMATE MOMENT IS BASED OH THE 4.50 KSI CONCRETE STRENGTH, ttt HI mi m mt m m p IDENT PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/7/90 PftBE 56 •m McDANIEL ENGINEERING COMPANY, Inc. SHEAR MODIFICATION FACTOR - EXT. GIRDER ifip Mi m m Hi P HI P Hi HEM NO 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT HEM NO 1 1.9900 1.7425 1.4950 1.2475 1.0000 1.1551 1.3101 1.4652 1.6203 1.7755 1.9504 2 1.9304 1.7443 1.5562 1.3722 1.1861 1.0000 1.1742 1.5484 1.5226 1.6968 1.8710 3 1.8710 1.7258 1.5807 1.4355 1.2903 1.1452 1.0000 1.2028 1.4057 1.6085 1.8114 p tt p m IDENT MEMBER NO. : 1 APPLIED SHEAR FORCE VU CONC. SH RESISTANCE VC HIDTH QF GIRD HEB (IN) STIRRUP DESIGN SHR. VS FINAL STIRRUP DESISN PCffitlDSE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:25 9/ 7/90 PASE 57 NcDANIEL ENGINEERING CONPANY, Inc. AftSHTO STIRRUP DESISN FOR THE EXTERIOR GIRDER LEFT .IPT, .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT NO. 14 ; SPACING INCH ; 5. 5. 6. 12. 24. 21. 9. 6. 5. 3. 3. Ml : RESIST. KIPS ; 461. 230. 192. 96. 49. 55. 128. 192. 250. 384. 768. -; AREA REO'D/BRD ! .60 .40 .40 .40 .40 .40 .40 .40 .40 .40 .80 Mi ; MAX SP ALLOHED ; 5.93 5.50 6.66 13,93 24,00 21.37 10.99 8.57 5.48 3,26 5.73 •I Ml m DESCRIPTION 018, 554. 342. 182. 68. 154. 283. 443. 656. 860. 1108. 429. 344. 174. 99. 67. 100. 178. 309. 426. 506. 491. 17. 14. 12. 12. 12. 12. 12. 13. 16. 20. 24. 389. 209. 166. 05. 1. 54. 105. 154. 210. 354, 617. .I 1 1 1 ( 1 1 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT .| 1 1 1 1 1 1 1 1- STIRRUP SPACING 1 1- 15 ; SPACING INCH ; 4. 6. 9. 21. 24. 24. 15. 12, 6. 5. 5. ! RESIST. KIPS ; 446. 296. 198, 05. 76. 75. 119. 149. 298. 357. 714. ; AREA REQ •D/GRD : .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 1.24 ; HAX SP ALLOHED \ 4.59 8.52 10.63 21.60 24,00 24.00 17.05 15.28 8.50 5.05 5.79 16 ; SPACING INCH \ 6. 12. 15. 24. 24. 24. 24. 18. 12. 6. 4. 1 RESIST. KIPS ; 422. 211. 169. 106, 108. 106. 106. 141. 2U. 422. 634, ; AREA REfl-D/SRD \ .88 .68 .86 .88 .88 .08 .88 .08 .80 .86 .68 ; HftX SP ftLLONED 1 6.52 12.10 15.09 24.00 24.00 24.00 24,00 18.85 12.06 7.16 4.11 - ' J. 1 t 1-1-1-1-1-1- Itt BOTH ENDS BIRDER FLARED, THE LT. END FLARE ENDS 22.8 FT. FROM THE LT. END AND THE RISHT END FLARE ENDS 39.7 FT. FROM THE RISHT END. till P HI IDENT PCBRIDGE ANALYSIS AND OESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PASE 56 NcDftNIEL ENSINEERING COMPANY, Inc. ftASHTO STIRRUP DESISN FOR THE EXTERIOR GIRDER p HEMBER NO. : 2 LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RI^T pi APPLIED SHEAR FORCE VU : 949. 697. 480. 305. 162. 61. 164. 301. 475. 684. 925. p CONC. SH RESISTANCE VC : 430. 242. 545. 280. 146. 67. 150. 280. 339. 241. 430. Ml HIDTH OF GIRD HEB (IN) : 21. 17. 15. 12. 12. 12. 12. 12. 15. 17. 21. P STIRRUP DESIGN SHR. VS : 520. 455. 137. 23. 16. 0. 15. 21. 154. 443, 496, FINAL STIRRUP DESIGN -I 1 1 1 1 1 1 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT .( 1 1 J 1 1 1 NO. DESCRIPTION STIRRUP SPACINS 1 m 14 ; SPACINS INCH ; 4. 5. 6. 24. 24. 24. 24. 24. 6. 5. 4. IH ; RESIST. KIPS ; 576. 461. 192. 48, 48. 49. 48. 48. 192. 461. 576. mw ; AREA REQ'D/GRD \ .80 .60 .40 .40 .40 .40 .40 .40 .40 .80 .80 m ; MAX SP ALLOHED \ 4.45 5.07 8.43 24.00 24.00 24.00 24.00 24,00 8.59 5.20 4,65 P «5 1 SPftCINS INCH ; 5. 3. 12. 24. 24, 24. 24. 24. 12. 4. 5. - ! RESIST. KIPS : 595. 595. 149. 74. 74. 76. 74. 74. 149. 446. 595. tt ; AREA REQ'D/GRD { .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 tt ; HflX SP ALLOHED \ 5.44 5.93 15.06 24.00 24.00 24.00 24.00 24.00 15.52 4.05 5.60 HI il 16 ; SPACING INCH ; 4. 5. 18. 24. 24, 24. 24. 24. 18. 5, 5. P 1 RESIST. KIPS ; 654. 507. 141. 106. 106. IOB. 106. 106. 141. 507. 507. tt ; AREA REQ'D/GRD \ .88 .88 ,08 ,68 .86 .68 .88 .88 .80 ,88 .68 P \ HftX SP ftLLOHED '. 4.68 5.57 18.54 24.00 24.00 24.00 24,00 24.00 18.91 5.72 5.U iii 1-1 t 1-1-1-1-1-1-1- III BOTH ENDS BIRDER FLARED, THE LT. END FLARE ENDS 29.6 FT. FROM THE LT. END AND THE RISHT END FLARE ENDS 28.9 FT. FROM THE RIGHT END. tttt P ^ IDENT IH PCBRIDGE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version ; 2.49 16:22:23 9/ 7/90 PASE 59 McDANIEL ENGINEERINB COMPANY, Inc. ftASHTO STIRRUP DESISN FOR THE EXTERIOR GIRDER P MEMBER NQ. : 5 HI APPLIED SHEAR FORCE VU il CONC. SH RESISTANCE VC ^ HIDTH OF BIRD HEB (IN) ^ STIRRUP DESIGN SHR. VS FINAL STIRRUP DESISN LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. ,9 PT. RIGHT 1074. 857. 621. 454. 279. 153. 67. 175. 522, 511. 744. 491. 504. 421. 302. 179. 100. 67. 99. 174. 517, 379, 24. 20. 16. 12. 12. 12. 12. 12. 12. 13. 15. 585. 332. 200. 132. 100. 52. 1. 76. 147. 193. 365. -I 1 1 1 1 1 1 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT -t 1 1 1 1 1 1 1 1- STIRRUP SPACINS 1 1- NQ. DESCRIPTION Ml 14 ; SPACING INCH ! 3. 3. 5. 6. 9. 21. 24. 15. 6. 5. 5. P ! RESIST, KIPS ; 768. 384. 230. 192. 128. 55. 49. 77. 192. 230. 384. Ml ; AREA REQ'D/SRD \ .60 .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 m \ HAX SP ALLOHED ; 3.95 5,47 5.77 8.70 11.56 22.06 24.00 15.16 7.62 5.96 5.15 15 ; SPACINS INCH ; 3. 5. 6. 12. 15. 24. 24. 21, 12. 9. 4. 1 RESIST. KIPS ! 595. 357. 298. 149. 119, 75. 76. 85. 149. 198. 446. IM 1 AREA REQ'D/SRD \ .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 i MAX SP ALLOHED 1 3.06 5.37 8.94 15.49 17.92 24.00 24.00 23.50 12.15 9.23 4.89 Ml 1 _____ P f6 ; SPACINS INCH ; 4. 6. 12. 16. 24. 24. 24. 24. 15. 12. 6. HI ; RESIST. KIPS : 654. 422. 211. 141. 106. 106. 108. 106. 169. 211. 422. il ; AREA REO'D/GRD | .88 .86 .88 .88 .88 .88 .86 .88 .88 ,08 .88 P ; HAX SP ALLOHED \ 4.35 7.63 12.69 19.15 24.00 24.00 24.00 24.00 17.21 13.10 6.94 1-1-1. (-1-1-1-1-1-»- lit BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 38.7 FT. FROH THE LT. END AND THE RI6HT END FLARE ENDS 20.2 FT. FROH THE RIGHT END. till P P HI H Hi tt IDENT PCBRIDBE ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 60 HcDANIEL ENGINEERING COMPftNY, Inc. SHEftR MODIFICATION FACTOR - FIRST INT. GIRDER m HEM NO 1 LEFT .1 PT ,2 PT .5 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RISHT - HEM NO 1 1.1650 1.1257 1,0825 1.0412 1.0000 1.0258 1.0517 1.0775 1.1034 1.1292 1.1551 2 1.1551 1.1241 1,0950 1.0620 1.0310 1.0000 1.0290 1.0581 1.0871 1.1161 1.1452 3 1.1452 1.1210 1.0968 1.0726 1.0484 1.0242 1.0000 1.0358 1.0676 1.1014 1.1352 p mM 1^*^*"^ PCBRIDSE ANALYSIS AND DESISN " PCLINKS, Inc., Version : 2.49 16s22:25 9/7/90 PASE 61 MEMBER NO. : 1 APPLIED SHEAR FORCE VU CONC. SH RESISTANCE VC WIDTH QF BIRD HEB (IN) STIRRUP DESIGN SHR. VS FINAL STIRRUP DESIGN NcDftNIEL ENGINEERING COMPANY, I n c. AASHTO STIRRUP DESIGN FOR THE FIRST INTERIOR GIRDER LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. ,7 PT. .8 PT. .9 PT. RIGHT 479, 357. 248. 152. 66. 137. 227. 326. 453. 547. 665. 303. 290. 174. 99. 67, 100. 178. 292. 5U. 324. 307. 12. 12. 12. 12. 12. 12. 12. 12. 12. 13. 15. 176. 68. 74. 53. 1. 37. 49. 34. 123. 223. 556, .l 1 1 1 1 1 1 SHEAR RESISTANCE AT lOTH POIMT FOR DIFFERENT 1 1- STIRRUP SPACING DESCRIPTION wm 14 ; SPACING INCH 6. 15. 15. 21. 24. 24. 21. 24. 9. 5. 3. m ! RESIST. KIPS 192. 77. 77. 55. 49. 48. 55. 48. 126, 230. 384. -; AREft REQ'D/GRD .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 ! HftX SP ALLOHED 6.55 17.06 15.67 21.90 24.00 24.00 23.47 24.00 9.40 5.17 3.24 M. 15 ; SPACING INCH 9. 24. 24. 24. 24. 24. 24. 24. 12. 6. 5. ! RESIST. KIPS 196. 74. 74. 74. 76. 75. 74. 74. 149. 298. 557. IH ! AREA REQ'D/GRD .62 .62 .62 ,62 .62 .62 .62 .62 .62 .62 ,62 ; MAX SP ALLOHED 10.16 24.00 24.00 24.00 24.00 24.00 24.00 24.00 14.57 6.01 5.01 #6 ; SPACING INCH 12. 24. 24. 24. 24. 24, 24. 24. 18. 9. 6. 1 RESIST. KIPS 211. 106. 106. 106. 100. 106. 106. 106. 141. 202. 422. ; AREft REQ •D/6RD .88 .88 .88 .88 .88 .88 .88 .88 .88 .88 .86 ; MAX SP ALLOHED 12.00 24.00 24.00 24.00 24.00 24,00 24.00 24,00 20.68 U.56 7.12 ' t 1 1 1-1 1-1-1-1-1- ttt NO SIRDER FLARE REQUIRED FOR THE LEFT END, BUT THE RT. END GflR. FLARE ENDS 18.2 FEET FROM THE RIGHT END. ttt P IDENT PCBRIDGE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:25 9/ 7/90 PASE 62 HcDANIEL ENGINEERING COMPftNY, Inc. AASHTO STIRRUP DESISN FOR THE FIRST INTERIOR GIRDER HENBER NO. : 2 LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RI6HT m APPLIED SHEAR FORCE VU : 568. 449. 557. 234. 141. 61. 145. 256. 358. 450. 566. P CONC. SH RESISTANCE VC : 286. 181. 307. 280. 146. 67. 150. 280. 307. 181. ^86. Hi NIDTH OF GIRD HEB (IN) : 14. 15. 12, 12. 12. 12. 12. 12. 12. 13. 14. P STIRRUP DESISN SHR. VS : 282. 268. 30. 0. 0. 0. 0. 0. 31. 269. 260. FINAL STIRRUP DESISN : Hi 1-1-1-1-1-1-1-1-1-1- NO. DESCRIPTION SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACINS .( J 1 1 1 1 1 ( 1 " 14 ; SPACING INCH ; 4. 4, 24. 24. 24. 24. 24. 24. 24. 4. 4. P : RESIST. KIPS 1 288, 288. 46. 48. 48. 49, 46. 46. 48. 288. 286. Hi ; AREA REQ'D/GRD \ .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 P ; MAX SP ALLOHED 4.09 4.30 24.00 24.00 24.00 24.00 24.00 24.00 24.00 4.28 4,12 15 ; SPACING INCH 1 6. 6. 24. 24. 24. 24. 24. 24. 24. 6. 6. ! RESIST. KIPS ! 298. 298. 74. 74. 74. 76. 74. 74. 74. 296. 296. ; AREA REQ'D/SRD 1 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 ; MAX SP ALLOHED \ 6.34 6.66 24.00 24.00 24.00 24.00 24.00 24.00 24.00 6.64 6.38 - #6 ; SPACING INCH ; 9. 9. 24. 24. 24. 24. 24. 24. 24. 9. 9. Ml : RESIST. KIPS : 282. 282. 106. 106. 106. 108. 106. 106. 106. 282. 282. P ; AREA REQ'D/GRD ; .88 .88 .68 .86 ,88 .08 .88 .68 .68 .86 .68 HI ; MAX SP ALLOHED \ 9.00 9.45 24.00 24.00 24,00 24.00 24,00 24.00 24.00 9.43 9.06 p ! 1-1 -t 1-1-»-1-1-1-1- III BOTH ENDS BIRDER FLARED, THE LT. END FLARE ENDS 21.9 FT. FROM THE LT. END AND THE RIGHT END FLARE ENDS 21.9 FT. FROM THE RIGHT END. tttt p IDENT m HENBER NO. : 3 PCBRIDBE ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PftSE 63 McDANIEL ENGINEERING COMPANY, Inc. ftASHTO STIRRUP DESIGN FOR THE FIRST INTERIOR GIRDER LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. ,9 PT. RIGHT <n APPLIED SHEAR FORCE VU M CONC. SH RESISTANCE VC ^ HIDTH OF GIRD HEB (IN) STIRRUP DESISN SHR. VS FINAL STIRRUP DESIGN P 14 1 SPACING INCH ; 5. 5. 9. 24. 24. 24. 24. 21. 15. 18. 6. iB ; RESIST. KIPS : 584. 250. 128. 40. 40, 48. 49. 55. 77. 64. 192. Ml ; AREA REQ'D/GRD I .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 •I i MAX SP ALLOHED \ 5.29 5.22 9.58 24.00 24.00 24.00 24.00 22.45 16.48 19.15 7.06 p DESCRIPTION 657. 543. 431. 325. 226. 137. 67. 151. 244. 550. 466. 307. 525. 311. 292. 179. 100. 67. 99. 174. 290. 303. 15. 15. 12. 12. 12. 12. 12. 12. 12. 12. 12. 551. 221. 120. 33. 47. 36. 1. 51. 70. 60. 163. .I 1 J 1 1 , 1 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT -I 1 1 1 1 J 1 1 1 STIRRUP SPACING 1 1- 15 ; SPACING INCH ; 5. 6. 12. 24. 24. 24. 24. 24. 24. 24. 9. 1 RESIST. KIPS I 357. 298. 149. 74. 74. 75. 76. 74. 74. 74. 198. ; AREft REQ'D/GRD \ .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 \ MAX SP ALLOHED ! 5.09 8.09 14.85 24.00 24.00 24.00 24.00 24.00 24.00 24.00 10.94 16 ; SPACING INCH 1 6. 9. 21. 24. 24. 24. 24. 24. 24. 24. 12. ! RESIST. KIPS : 422. 282. 121, 106. 106. 106. 108. 106. 106. 106. 169. ; AREA REO'D/BRD j .88 .80 .88 .08 .88 .88 .88 .88 .88 .88 .88 ! HAX SP ALLOHED ! 7.23 11-46 21,08 24.00 24.00 24.00 24.00 24.00 24.00 24.00 12.00 1-t t 1-(-1-1-1-1-1- ttt NO SIRDER FLARE REQUIRED FOR THE RISHT END, BUT THE LT. END 6DR. FLARE ENDS 17,7 FEET FROM THE LEFT END. Itt IDENT PCBRIDGE ANALYSIS AND DESISN - PCLINKS, Inc., Version : 2.49 16:22:25 9/ 7/90 PASE 64 NcDANIEL ENSINEERINS COHPANY, Inc. SHEAR HODIFICATION FACTOR - INT. BIRDER p HEM NO 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT Hi HEM NO 1 1.0000 1.0000 1,0000 i.OOOO 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 iH 2 1.0000 1.0000 i.OOOO 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 5 1.0000 i.OOOO 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 HI Ml il Hi tt p il IDENT Hi HEMBER NO. : 1 PCBRIDSE ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PAGE 65 NcDftNIEL ENSINEERINS COHPANY, Inc. ftftSHTO STIRRUP DESISN FOR THE INTERIOR GIRDER LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT Ml APPLIED SHEAR FORCE VU : 4U. 316. 229. 146. 68. 135. 216. 502. 393. 485. 574. P CONC. SH RESISTANCE VC : 303, 290. 174. 99. 67. 100. 178. 292. 311. 500. 286. HI HIDTH OF GIRD HEB (IN} : 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 14. P STIRRUP DESIGN SHR. VS : 108. 28. 55. 47. 1. 34. 58. 10. 82. 164. 280. FINAL STIRRUP DESI6N NO. DESCRIPTION AREft REQ'D/SRD MftX SP ftLLOHED •t J J 1 1 J 1 ( SHEftR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP .J J j 1 1 1 1 1 SPACINS mw 14 ; SPACING INCH 9. 24. 21, 24. 24. 24. 24. 24. 12. 6. 4. P ! RESIST. KIPS 120. 48. 55. 48. 49. 48. 48. 48. 96. 192. 286. •H ; AREA REQ'D/SRD .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 .40 P ; MftX SP ALLOHED 10.67 24.00 21.09 24.00 24.00 24.00 24.00 24.00 14.05 6.26 4.01 Ml Ml 15 ; SPACINS INCH 12. 24. 24. 24. 24. 24. 24. 24. 21. 9. 6. ! RESIST. KIPS 119. 74. 74. 74. 76. 75. 74. 74. 85. 198. 298. .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 12.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 21.78 9.70 6.21 1 , 1 , 1 1 , 1 J J 16 ; SPACINS INCH 12. 24. 24. 24. 24. 24. 24. 24. 24. 12. 6. mm ; RESIST. KIPS 121. 106. 106. 106. 108. 106. 106. 106. 106. 2U. 422. •M ; AREA REO'D/BRD .88 .88 .88 .88 .88 .88 .88 .88 .88 .88 .88 Ml ; HAX SP ALLOHED 12.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 24.00 15.77 8.61 MM 1 t 1 1 1-1-1_ 1-1-1-1- m ttt NO 6IRDER FLARE REQUIRED FOR THE LEFT END, BUT THE RT. END 6DR. FLARE ENDS 7.5 FEET FROM THE RIGHT END. Itt m tt IDENT PCBRIDGE ANftLYSIS AND DESIGN ~ PCLINKS, Inc., Version : 2.49 16:22:23 9/ 7/90 PABE 66 NcDANIEL ENSINEERINS COMPftNY, Inc. AASHTO STIRRUP DESIGN FOR THE INTERIOR GIRDER p HEHBER NO, : 2 LEFT .1 FT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT mm APPLIED SHEAR FORCE VU : 492. 399. 506. 221. 137. 61. 159. 223. 5U. 405. 494. P CONC. SH RESISTANCE VC : 245. 169. 507. 280. 146. 67. 150. 280. 307. 169. 245. •H HIDTH QF GIRD HEB (IN) : 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. Ml STIRRUP DESIGN SHR. VS : 246, 231. 1. 0. 0. 0. 0. 0. 4. 254. 249. FINAL STIRRUP DESIGN •I ( X 1 1 1 1 1 1 1 SHEAR RESISTANCE ftT lOTH POINT FOR DIFFERENT STIRRUP SPACING .( 1 1 1 1 1 ( 1 1 1. NO. DESCRIPTION 14 ; SPACING INCH ; 4. 4. 24. 24. 24. 24, 24. 24. 24. 4. 4. Hi : RESIST, KIPS ; 2B8. 288. 48. 48. 48. 49. 48. 48. 48. 288. 288. Mi ; AREA REQ'D/GRD 1 .40 .40 .40 .40 .40 .40 .40 ,40 .40 .40 .40 -; MAX SP ALLOHED [ 4.68 4.99 24.00 24.00 24.00 24,00 24.00 24.00 24.00 4.92 4.65 ; SPACING INCH i 6. 6. 24. 24. 24. 24. 24. 24. 24. 6. 6. ; RESIST. KIPS ; 298. 298. 74, 74. 74. 76. 74. 74. 74. 298. 298. ; AREA REQ'D/SRD \ .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 ; HAX SP ALLOHED [ 7.25 7.74 24.00 24.00 24.00 24.00 24.00 24.00 24.00 7.62 7.17 16 ; SPACING INCH 9. 9. 24. 24. 24. 24. 24. 24. 24. 9. 9. Ml ! RESIST. KIPS 282. 262. 106. 106. 106, 108. 106. 106. 106. 262. 282. P : AREA REQ'D/GRD ,88 .83 .86 .83 .88 .86 .68 .68 .88 .86 .86 ; MAX SP ALLOHED 10.29 10.99 24.00 24.00 24,00 24,00 24.00 24.00 24.00 10.82 10.18 . 1. t -t 1-1 j_ 1-j_ 1-1- tit NO BIRDER FLARE REQUIRED FOR BOTH ENDS OF THIS MEMBER, ttt IH Ml P IDENT Hi il MEMBER NO. : 5 APPLIED SHEAR FORCE VU CONC. SH RESISTANCE VC HIDTH OF GIRD HEB (IN) STIRRUP DESIGN SHR. VS FINAL STIRRUP DESIGN PCBRIDGE ANftLYSIS ftND DESISN ~ PCLINKS, Inc., Version : 2.49 16:22:25 9/ 7/90 McDANIEL ENGINEERING CONPANY, Inc. ftASHTO STIRRUP DESIGN FOR THE INTERIOR GIRDER LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. ,7 PT. .8 PT. .9 PT. RISHT PASE 67 ^ #4 ; SPACING INCH ! 4. 6. 12. 24. 24. 24. 24. 24. 21. 24, 9. • ; RESIST. KIPS ; 288. 192, 96. 48, 4S. 48. 49. 48. 55. 48. 128, Ml •; AREA REO'D/GRD \ .40 .40 .40 .40 .40 .40 .40 .40 .40 ".40 .40 P \ MAX SP ALLOHED \ 4.00 6.25 14.01 24.00 24.00 24.00 24.00 24.00 21.17 24.00 10.70 Ml tt Ml Ml p il DESCRIPTION 574. 465. 593. 303. 216, 133. 67. 146. 229. 318. 4U. 286. 300. 311. 292. 179. 100. 67. 99. 174. 290. 303. 14. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 288. 184. 82. 11. 37. 35. 1. 46. 54. 28. 108. .( j 1 1 1 1 1 1 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP •I t 1 1 i 1 1 1 SPACING 15 ; SPACING INCH 1 6. 9. 21. 24. 24, 24. 24. 24. 24. 24. 12. 1 RESIST. KIPS ; 298. 198. 85. 74. 74. 75. 76. 74. 74. 74. 119. ; AREA REQ •D/GRD : .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 .62 I HAX SP ALLOHED [ 6.21 9.69 21.71 24.00 24.00 24.00 24.00 24.00 24.00 24.00 12.00 ; SPACING INCH : 6. 12. 24. 24. 24. 24. 24. 24. 24. 24. 12. : RESIST. KIPS : 422. 211. 106. 106. 106. 106. 108. 106. 106. 106. 121. ; AREA RE9'D/6RD 1 .88 .88 .88 .88 .86 .88 .86 .88 .88 .88 .86 ; MAX SP ALLOHED \ 8.81 13.75 24.00 24,00 24.00 24.00 24.00 24.00 24.00 24.00 12.00 1-t 1 1-(_ 1-1-1-1-1- ttt MO GIRDER FLARE REQUIRED FOR THE RIGHT END, BUT THE LT. END GDR. FLARE ENDS 7.5 FEET FROH THE LEFT END. tit P P il tt p Hi FIPPENDIX B BENT FiNF>LYSIS COMPUTER OUTPUT Hi Ml P 1 BEGINNING OF BENT ANALYSIS AMD DESISN FCBENT tttttttttttttttttttttttttttitittfitMHtttttttttttttittittttttttttttitttt t ! SeNT 2 i PCBENT ANALYSIS AND DESISN PROSR.AM I 01 t ' HI P fC; Copyright 1590 .^ClINKS. In:. * w I TW pROP CAP \m- i 2330 Aiii3»cra BWd., 3Uit9 14u t i Sacrsientz, 2? 7:31" * p i Mb'i ^ti'^ZZh * i • i ^-,-3-ip,j ; :i--2-.3n- = ! 3-C. 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OVERHBNG LEiiiG'H Eu, INT, iH il AREA 8.43 CENTROID LOCATION X Y 7.20 4.69 MOMENT GF INERTIA ABOUT CENTROID X-X Y-Y .24 144.32 OLINE MEM LOC RECALL 1 4.3 0 AREA 14.45 .0 4.0 SUPERSTR'JCTiJRE MIDTH DEPTH 14.4 l.OC LT, EXT. alRDER RT. EXT, oiRDER SLAB THICKNESS INT. GIRDER STORE TOP EOTTCM NO. HEB 0 .00 2 1,00 .00 IT. OVERHANG RT. OVERHANG TYPE m '^ACTOR TYPE iiEB FAC'jR LEN3TH EXT. IHl. LENGTH EXT. INT. 0 36, .00 0 CENTFiOiD LOCATION X ".20 4.50 36. .00 ,0 0. 0, .0 0. 0, HGf^ENT QF INERTIA ABOu' CEMTROID 1.21 243.33 OLIiiE SuPEPSTPUCTURE «I2TH JE-T^I 5:00 3IPDER :L.^3 TH12?'^E39 ;NT. 3;RrER T5F BG'r~2!^ fC. '413 E.33 .00 -~. 2VEfiHANG 0 I 'Jf,t "'=E €3 -AC'aR LENGTH IF. :?iT. -CBENT 4NHL^S13 4HD SESISJ* — F2L:fi/.S, :nc., version . '-.-'• J ii', jvEFHANO LENETH ZF. INT, 4,2 5. 3. I 1.04 14;44;35 •3. •:• :CAL_ - CJJE H A 0 *• 1 .CD 3.33 .3' 0*2 .56 3,33 12.7! Of: TO •'.O- 7 }• H t t ^ . fi ^ AREA 40,51 - p fj , 2 A L I r y F. I p F2LE B'SIEU.BNT SEN' 2 - lANCHD SANTH -E PD SR^ INEPTISE OP ^•HPTS APEA 'n 'F' PTJPE ^.00 !.0O 12.19 4,00 ,00 , j'-j 1 V u "ENTR2ID L0LAT:2!I 7.1= 2,i:4 liG^^NT GF IKERTIA ABOUT CENTROID 105.56 r-f OLIHE --'S'"^ LCC PECALI 1 1-.7 3 i<i:0' ypE '4zB FACTOR '^EB ^0. HE'* ' CC KECr^i PECALL 3 40.51 CENTROID LOCriTICN i ' 7.I2 2.2^ TCP BOT- jfi NO. isEE LT, OVEPHANS LENS'i E^T. ::F. RT, OVERHf^sB LENSTH :>;T, INT, :NER~IH3 CF FHRTS v.- •i.fc'f "iO.ji i'J1.~t -.jt.t-L '•DMENT QF INEPTIA ABOiiT CENTP0I2 105.5-i 333.62 HI il p LENGTH HIN INERTIA STIFFNESS CARRY OVER LT RT LT RT 19.7 .24 20.736 973.651 4.001 .085 1IDE.NT PCBENT ANALYSIS AMD DESIGN - PCLINKS, Inc., Version : 1.04 14:44:39 9/ 5/90 PASE 4 HcDANIEL ENGINEERING COMPANY , CALiFORNiA Project Description : FILE BT513I1.BNT BENT 2 - RANCHO SANTA FE RD BRIDS SECTION FRGPERTiEB wm OLINE MEM LGC RECALL X V SUPERSTRUCTURE SLAB THICKNESS INT. SIRDER STORE «IDTH DEF'H TOP BDTTOfl NO. lEB m 2 .0 3 .0 .0 .0 .00 .00 ,C0 1 ,00 0 0 LT. t'F. SIRi'ER R': EF. 3IRDEF 2T. OvERHAJ'iE PT. OvERHAfiG ^ 'V'E j.'£S -4CTC.R T'PE 4t2 'AC'OR LE'ia'ri EiT, IN". LENST-* Z'.l. 'FF, ^ FF-^t - INESTIAi OF PAPT: 'Hu. ^EH LOC RECALL - CODE •/ H AREA IU P~3PE mi AREA CE'^TRD:2 LOCA'ICN ^Of^EN' GP INERTIA ABOUT CEN'RC :0. c P OLINE ;''Eri COC PECALC 'i rUFERSTRyCTliRt SCAB •"HICnEBS i^i:. 3IPDER ETOR: )«IOTH DEP"^ TCP SuTTOH NO, iiE5 2 44.0 3 ,0 >0 ,0 ,00 .00 ,00 1 :0C 0 0 LT. EAT, SIRDER RT, EAT. OIROER LT, 0VERHAN3 R', QvERHANO TYPE yEP FACTOR '^'•FE '^E3 FACTOR .EMET!- E.(T. V.F. LENST-H VF.. INT, 0 0. .00 V 0. .00 .0 0. 0. .0 0. 0, LINE INERTIAS OF FARTS NQ. r!EH LOC RECALL - CODE V ^ _ ^ ^ ''^^^^ - RECALL 3 /.Id 2,=^ 40.51 _ 10P.56 33:.i2 0 AREA CENTROID uOCA'IGN i^OHENT OF Iri£RTI» PBOIJT CENTROID A y l-l -V 40.51 Ll; 2.=4 105.56 336:22 m :^E LENSTH 'Fi.^ INERTIA :TIPF)iE:S CARRY OvER LT RT Li KT gg 44,0 10P,56 4,000 4.000 ,500 .5G0 IIDENT PC3EMT AwALYEIS AND DESION — •^CLi'^KS. In;.. VersiGn : 1.04 14;44;35 P/ 5/90 FAOE 5 BECTIuN FROPERTiES P P fl:SAN::L ENSINEERI^O COnPAIyy, CALIFORNIA Project DescriDtiQ" : FILE 2T513Il,5!vT 3EN" 2 - RANCHO SANTA FE FD 3RID3 tt OLINE MEM LOC RECALL X Y SUPERSTRUCTURE SLAB THICKNESS INT. GIRDER STORE HIDTH DEPTH TOP BOTTOil NO. HEB 3 .0 3 .0 .0 .0 .00 .00 .00 1 .00 0 0 LT. EXT. SIRDER RT. EXT. GIRDER LT. OVERHANG RT, OVERHANG TYPE HEB FACTuR TYPE HEB FACTOR LENGTH EXT.- INT. LENGTH EXT. INT. 0 0. .00 0 0. .00 .0 0, 0. .0 0. 0. LIME + INERTIAS OF PARTS mm fJO. MEH LOC RECALL -CODE V H X y AREA IXX I'Y STORE RECALl 7.16 2.64 40.51 1C9.56 336.62 p 0 AREA CENTRGIS LOCATIUN HOHENT OF INERTIA ABOUT CENTROID i y 'i-l T-Y 40.51 7.16 2,64 109.56 336,52 OLI'^E HEH LOC RECALL X > SUFERSTRliCTORE ELAS "HICKiiEES Vii. 'JIRDER S'ORE SIJTH EEFTH TOP 30'!'Tjfi NO, HEB 3 44,1 3 .0 .0 ,0 ,00 .}0 .00 1 .00 0 0 L-i-. EAT, SIRDER _RT, EAT, BIRDER LT. jyERrANO _ F.', OVEPHANS TV"E inEB i^ACTjR T'^E wEB '^ACTOR LE^iETH EH, INT, LENOT^- H'. INT, List T I-'JE.RTIAS OF FHRTS NO, flEri LOL RELAL, - CODE v H i ' AREA Wi IV? ETjRE R P C H L L 3 7,13 2, s 4 40,51 10 P. P 336.32 *" 0 AREA CENTROID -OC.-T:ON HC^ENT OP Ii^ERTIA AEOiiT CENTROIC _ 40,5! 7.16 2.:4 105.P6 336.52 liEHBER 3 PRuFERTIES mm LENSTH INERTIA 3TI~FNE35 CARR-y OVER LT BT L! RT 44,1 105.56 4,COC 4,OCO ,500 .500 IIDENT PCHENT ANHL'-'SIS AND DE3IGN — PCLINKS. Inc. , versic-n : 1.0^ 14:44:35 5./ 5.''50 FAG; MM ncDANIEL i;<SINE£RIN3 COJIFAN', CALIFORNIA "™ Project 095:rinii£3n ; ^ILE RT513I1,SN' OEhT 2 - PANCHC 3HH~H PE RO BRIDE *- SECTION PROFERTIES mm OLINE ''Ei'i LOC RECALL A ''^ EuFERSTRbCTOPE SLAB THICKNESS INT, 3I'DER 3-^2FE WIDTH DEI^TH 'i'CF BOTTOfI NO- isES M ^ . ^ .0 3 .0 ,0 .0 ,00 ,0C .00 1 _ .00^ _ 0 0 LT, En. SIRDER RT, E.sT. SIROEP LT, 0-/£RHHN3 RT, OVERHANB Typ5 iNE3 PAC^OR TYPE »£S FACTOR LEi'iBTH Fil. INT. LE^'iO-J'H EAT, INT, ^ LI.NE t INERTIAS GF PARTE *• NO, f'EII LOC RECALL - CODE v H I i AREA IAA IYY STORE RECALL 3 _ ~,16 2:64 40,51 105.P6 336.62 m 0 AREA CtNTROIj LOCATION ^0!1ENT OF INERTIA ABOUT CENTROID I y A-A Y-V P H P tt tt P P 40.51 7.16 2.64 109.96 336.62 OLIME HEH LOC RECALL X Y SUPERSTRUCTURE SLAB THICKNESS INT. GIRDER STORE MM HIDTH DEPTH TOP BOTTOM NO. HEB 4 44,0 3 .0 .0 .0 .00 .00 .00 i .00 0 HI 0 LT. EXT. SIRDER RT. EXT. SIRDER LT. OVERHANG RT. OVERHANG TYPE HEB FACTOR TYPE HEB FACTOR LENGTH EXT. INT. LENGTH EXT. INT. 0 0. ,00 0 0. , OC .0 0. 0. .0 0. c. LINE t INER'IAS OF PARTS NQ. flEM LOC RECALL -CODE V n J ¥ AREA i A A IYY -STORE RECALL 3 Ms 2.64 40.51 1C9.56 336.62 AREA CENTROID LOCATION flOHEMT 3F INERTIA ABOUT CENTPQiD X y ,!"• . 40.51 7.16 2.64 105.56 336.62 H'^bE" 4 "^PjPER'IiP LE^iO-i-H fllN I'';CHTIA PTIFF''iE=3 CARR-/ OvEP 44: ' lOP.^D 4, .:0'J 4. j^O .500 .500 LIOEN" FCSEN" ANAL'SIS ANS DESI5i>i — '^CLIH*.:, I",:.. v=r=i::n ; :,.:.:4 l4;44:3' HcDANIEL EN3IN££RIN0 2J*!"A'^', CALIFORNIA Prcject Dr5i:^i:;ti;n ; FILE B~513il.P'^T BEN' 2 - PANCHO EANTA FE RJ 3RI23 SECTIOfi 'ROPERTIE; P OLINE !*Ei1 ..OC -RECALL A V SLiFERSTRLC'JFE SLAB THiCF;.''iE35 INT. SIRDER STORE sj I OTH DEPTH TOP BOTTO?? NO. isEB 5 ,0 3 .0 .0 .0 ,00 .00 .00 1 ,00 0 0 'O, EA*, GIRDER R', ti~. SIRDER OVERHANG RT, OvERHANS TYPE sEB FACTOR TVPE i^EB .-ACTOR LEN3TH EAT. INT. _EN3TH EAT. INT, 0 ''^, 1 Oo G 01 .00 I c C, 0, , 0 0 • C • LINE * I.NERTIAS OF PARTS NO. f^E?' 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MEH LOC RECALL - CODE V H X Y AREA IXX IYY STORE ^ 6 .0 0 26 .00 .00 .00 .00 25.07 50.11 50.11 4 0 AREA CENTROID LOCATION MOMENT OF IMERTIA ABOUT CENTROID X y X-X Y-Y — 25.07 .00 .00 50.U 50.11 HI OMEHSER 6 PROPERTIES LENGTH niH INERTIA STIFFNESS CARRY OVER m LT RT LT RT 25,0 50.11 4.000 4.000 .500 .50C liDENT FCBEMT ANALYSIS AND DESISN — PCLIN^'3. Inc.. version ; 1.04 14:44:39 9/ 5/'90 PAGE • IcDAMiEL ENSINEERINS CGHPAN^. CALIFORNIA HH F'ojsc: Ds5cr:D:ic;n : Fi;.E 3^515-!!.BN' BENT 2 - RANCHO EAffTA FE RD 3RiL'o p SECTION PROFERTIES LINE T I'iEF'IAS 0*" PARTS * *iO. *'^E'^ LOC RECALL - CODE r A r AREA I^X IVV STORE .0 4 i ,00 ,00 ,.J0 .00 ,00 .:0 ,00 0 RECALL 4 .00 ,00 25.0^ 50.11_ 50.11 0 AREA CENTRGID LOCATir:^ '^OHtNT IF I^cRTIA ASQIT CLNTPOID Hi -- F^ -.'•- ll\. JD. ,00 .0'^ ^i'.ll "^'i.ll p OHE.^cER 7 PROFERTIES LENSTH IVIN INERTIA STIFFNESS CARRY O'/ER LT RT LT RT 25.0 50.11 4,000 4.000 ,500 .500 IIJENT FCBE'^T ANALrSIS AND JESISN -- PCLINKS, Inc.. 75rsion : 1.04 14:44:35 5/ 5.''50 FHG£ li ^ c D A N I E - ENSINEERINS C 0 -1 P .A N '/ . 0 A L I P 0 R N I A Prcjsct Des:r;ptiDn ; FILE BTSIBII.SNT 3E;<T 2 - RAriCHO SANTA FE FD BRIDG " SECTION PROPER'IES mil LI.iE t INERTIAS OF PARTS NO, ntn LDC RECALL - CODE v h i V AFEA Wi IVY STORE P 3 .0 4 0 .00 :00 .00 ,00 .00 .00 .00 RECALL 4 ,00 .00 25,0T 5C.11 50,11 ARES CENTROID LOCATION HOriENT 0.- INERTIA ABOyi" CEMTRCID P A '! A-X 7-r 25.07 .00 .00 50,11 50.11 m Ot^'EI^BER 3 PROPERTIES Hi Mi P tt IM 1IDENT LENGTH MIN INERTIA STIFFNESS CARRY OVER LT RT LT RT 29.0 50.11 4.000 4.000 .500 .500 PCBENT ANALYSIS AMD DESIGN - PCLINKS, Inc., Version : 1.04 14:44:39 9/ 5/90 PAGE 12 fl c D A N i E L E N G I N E E R I N 3 COMPANY, CALIFORNIA FrajBct Description : FILE BT513il,3NT BENT 2 - RANCHO SANTA FE RD BRIDG SECTION PROPERTIES LINE NO. MEM LOC RECALL - CODE 5 lO -I D RECALL 4 ] AREA GE^iTROID LJLATIQN V H A •00 .00 .}0 .00 ,00 .00 INERTIAS OF PART3 AREA Wi .Of; ,00 25.07 50.11 IVY STORE .00 ( ^'OMtNT OF L^EPTIA ABOUT CEN'RCIC 50.11 50,1: 0!1E:'!BEF i PROPERTIES LZ-*-:: n 29,0 'UN INERTIA •, }00 4,QOO , :'..y PCBENT ANALVSIS AND DESISN — POLryrS, Inc., vs'^sicin ; 1,04 14;^4:-.P :^;DA''jIEL £N3IN££iIN3 20r-ANV, CA^I-OR^IA rrc-j8c: Description ; F!_£ BT51SH.BNT BENT 2 - RANCHO SANTA "E RD 3RID3 LOADING : EQUALL' SPACED SIRDER DA-I"! Ml EQUAL SPACED DL SI RDE-' DATA CURS 'jjlOTH DATA TE-lF wiND LOADS PARHLLEL TO ST Tn.tii DL SIR 'ER REACTION LT.EA T ^iC SDR ' L' CURB CURB ' •HERNIAL jROUP SROLP 3 iiiI:'iD AN3L •H i-T, IN' R', FROI* OF SPA PROM TC t,\P 2 BOT TOP CCvER P E.AT SRO hAl LT.tN D SDRS .T. END CUR5 11 ^ * ^ vIPS il. i/, F~. Hi ,0 .0 .0 .0 " 0 ,00 6.00 106,00 • J\'vi , ,00 .0 .0 ,0 46.-52 m Z LOAD LNS : iON-UNIFORil SIRDER SPACE DATA p SEO NO, OF SIRDER OIROER REHC~N 3PACN6 HH m tt NO GDRS KIPS FT 1 1 441.6 5.85 2 1 441,6 3.92 3 9 441.6 5.93 4 1 441.6 3.92 .IDENT FCBENT ANALYSIS AND DESiEN - =CLINK3, Inc., version : 1.04 14:44:39 9/ 5/90 PAGE 14 •^cSANIE. E N E E R I N 3 COMPANY. 0 A L i F 0 R N I A FILE PT513Ii,BNT BENT 2 - RANCHO 3A,NTA PE RD BRIDS ANALYSIS DIA^ OFR AI'E 'j't C5TI£S_ ENO 20SD OR FACTORS P Ml iH P 0 \\ J ! T SPAN I .-! INSE E RT " 'C 1 •) 3 19,7 , i'* ,0 3324. .000 I '.' J v .000 .OC "i 4,50 £ i 3 44,0 105.56 ,0 332 4, . 500 , 500 , 654 ,410 ". 50 T 4 3 ^4,1 105,56 , -.i 3324, . 500 -±. i -4.50 4 4 5 1 44,0 109.it T 5 "•' , - '-'•_• : 500 , '^10 ,654 4.50 -I 5 A. C i: ' ^ . !i!4 10 3324! . Ovv .000 .000 .000 ^ — '•'•. 6 7 2 P '•--4 50.11 L. il-,500 .OGG .000 .306 .' • i J 7 3 25,0 50,11 2:3 3250! .500 ,000 .000 ,131 3.25 3 4 ? 25,0 50.11 2,3 3250. .500 .000 . 000 ,131 i . LI 5 I'j T 25.0 50.il 2,3 3250. .500 ,000 ,306 TC; •--1 i. •- STRuCTyRE 'YPE = C ENT PCBENT ANALtSIE AND DES 13 N — -OLIiuS,, In;,, Ve rsicn : l.Oi 14 :44;39 5/ 5/50 c 0 A N I E L EN 3 I :• E E R I N S C 0 r A N" r . CALl P 0 = N I A Frej set D=5cri Dtior ; -ILE 9T5J SU.BNT BEI^T 2 -RANCHO SA -iTA FE RD P.-IDG LOAD DATA liHL 'J w QPF 441.6C0 441.6C0 441,600 441.630 16.1 30.3 .0 •nED END ?iOHENTi: LEFT RIGH''' DEFL-! ANOLE CCHriENTS GENERATED SIRDER DATA 5ENERATED OiROEF BA^A 3E:iERATED SIRDER DATA GENERATED SIRDER DATA =A5E P tt P P mk m» iW mm 3 441.600 p .6 .0 0. 3ENERATED SIRDER DATA 3 441.600 P 14.9 .0 0. 0. GENERATED GIRDER DATA 3 441.600 ? 29.2 .0 0. 0, GENERATED GIRDER DATA 3 441.600 P 43.5 .0 0. 0. GENERATED GIRDER DATA 4 441.600 P 13.7 ,0 0. 0. GENERATED SIRDER DATA 4 441.600 P 28.0 .0 6. 0. GENERATED SIRDER DATA 4 441.600 p 42.2 .0 0. GE'-iERATED SIRDER DATA 5 441.600 F 11.2 .0 0, 0. GENERATED GIRDER DATA I 3.550 iJ IJ lO 0. 0. 0 .0 ASSUMED DATA 19.7 3.550 iJ .0 ,0 V , ;.;, i.; .0 A3SU*1ED OATA 44.0 -3.550 U .-) .0 0. 0, 0 . 'j AbSuMED DA'A 44.1 4 3.550 •j . , J 0. 0. 0 1 'J ASSUMED DATA 44,0 5 3,550 y 0, i J , 0 , ••-' ASSy'^ED DATA it 1 ! •^Ui-'tHtr :lliH. j 'I.fED END -Di'^E.^ 1E?I FIX •D EHD .'•'O^E.MTS 'iE:^ -I'ED END "^Of^ENTS RT •NO _ iZ NC RT Hi ^ -5105, -5^5^. 1 -5:03, 0 uuiiiunuuiiiuuii'-niiUitHiiiUiiiuniihiinitaUiUi^ *• 0 tut CAUTION - RES'JLTS ARE UNFACTORED. u:'iLE53 LNDICATED OTHERWISE, Hii 0 mummmmmtmmnumimvmm llji!i' •ir-c'^T AI^ALYSIS AND DESISN — -'CLr^KS. I^c. ncOANIEL ENblNEERINS C0I1PANV, CALIFORNIA P.'cisct Description : Pli-E 3T513I1.B.NT BEi-iT 2 - RANCHO SANTA FE RO BRIDG SIDESiiAV OIA'SNOSTICS NG ERRORS FOUND RESULTS BASED O.N 1 INCH HGRIiONTAL S^AV TO ^HE RIBHT IN THE -EP'I'i'lOST OOLUHN VERTICAL SHEAR iidPSj HO^HTS i-'-UPS riE'-iPER ; T 5T BASED GN E = 3250. ASI- i-L J . j 17=; =• 3-j'-ru. 6245! ROBERT ANALYSIS AND DESISN ~ rCLINKs. Inc. version ; l.}4 14;44:3' 7/ =AGE I m HORi; MEM NO ONTAL HEHBER '10HENT3 i ^FT .1 PT McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT513Ii.5NT BENT 2 - RANCHO SANTA FE RD SRIDG ttt SIDESKAY INCLUDED, Ut TRIAL 0 -5565. -4645,i -5157. -•^355, i -5114. -43:4,, -5635. -4524.• JNTAL '•tEHBER :IE:- P -2633. -2726. -4-=34. 444 4. i54 ^^E^l 0 1 0 4 IIDENI '3!iT-i, lE'^B; -3-:v. OVER'ICAL 'iE'lBER '!u[*EN'S TRIAL lEH NO LE-T 0. 7 5*E'-' NO 0 1 •_r (- 1 .Lt" . i! f[ .,1 4 F' .5 n ,0 "i ,3 PT ,5 ^'T •^ioKT -62. -110. -766. -1714, -2674. -3647. -4634. - 5D.i5, -4924.i -:20. 1354. 255'. 2450. j 13. 1350. -405. -2730! -^123. { -4:61.1 -443. 1673. 2520. 2555, J X i , 1631: -43S, -2626. -5141^. ( --•^•*:2.j -407. 134 j. _ .jV j. 2473, I Iw i. - ;0 5. -2657. -5565. -36-*71 -2r7i, -i"14. -"6P, — -• "i^ • { -4:4-2. 2 'RIAL (i - .-Rt .2 " .3 =T FT .7 , c r i ,7 -T RISHT '63: 1 ^ IS. 235. 445, sO~. 320. 103, -432. -41:. "356. -TOE. •=7. 4=5! / L Z > 74 • " •' - 7 ~~£\'. -426. -i: "j, -2S0. .'... 437. Ti''. -307. - .-^ii, -'^12, -429. -22S. 101. 442. 77: • b07. 445._ 235. 123 : 1 M 1=. 15, 763, 324. 0. G -IBRE F 'T 4 F .5 K • — '• .7 i^'' :-i "- 1 RIGHT •D04 r -6. -16: -3^5. "-544. -='2. ...77 - - 7 •-- • .-^ .\ ^ 35S. ^1 .'• _ • 345, 27'3. -•;01 -407, -651. -66. 250. 376. 331, 376. -IL • -65, -352, -=45, -61, 2 /;. 344, 369, 334, L'>;5. -51, -356, -653. - 5^4, -T'9, -2:6, • 5. -16. -a. 604. 270. 0, -CBE ST ANALYSIS AND OESiS 'i - ? JLINK3, I .nc, Ve'"si on ! 1.' 4 14;44;35 5 _ L' A I E L E N 3 I N EER INO C 0 ^ P A H y . G A L I F 0 R N I H t 235:';Dti E B T15 i 1.B:!T BE' T 2 - R> NCHO SANT A FE RD BRIDS _?u's: JESVIAV ifiCL JDE:, HI TRIAL 0 ,2 P^ 4 .=T ,5 FI" .6 P" t ^ ; .S F' .5 PT RISHT 13-iV. - ^ 1 33. 35, 46: El --* 65, -T, -14. -17. -20, -24, "2/ J -301 ?. 10. 14. i ! : 2l, i,t. Ji, 35. TRIAL C -i. . - .•' H -47, -53, -z-J. 12 pT , - i , 4 P- ^ .5 PT .c ri .7 ^T .3 FT .5 FT RIGHT -14.0 -21,3 -7^.0 -476.6 -433,6 -^90.6 -497,5 -504,5 456.5 44i), 3 -Is. 4 - J t. •-' -4!^ ,6 -504.3 - r i'.' • J -536,1 -551.7 488.7 473.1 15.3 -15.5 -4"2.7 -433,4 -504.0 -9tl.3 PASE IS p m tt tt wm 0 4 550.5 534.9 519.3 503.7 46,4 30.8 15.2 -442.0 -457.6 -473.3 -930.5 0 5 511.5 504.5 497.5 490.6 433.6 476.6 28.0 21.0 14.0 7.0 .0 mm OVERTICAL MEMBER 3HEAR3 TRIAL 0 MEH mm MO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 FT .7 PT .3 FT .9 PT RIGHT 0 6 2.3 2.3 2.3 2.3 2.3 2,3 2.3 2.3 2,3 2.3 2.3 mt 0 7 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1.2 -1,2 -1.2 0 S 1.2 1.2 1.2 1 " 1.2 1.2 1.2 1.2 1.2 1,2 1.2 0 9 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 1 -t -2.3 -2.3 -2.3 «• 1IDENT PCBENT ANALYSI 3 AND DESIGN — PC JNKS, !nc.. Version : 1:04 14:44:35 Hi n c D A I E L £ N B INEER I N 3 C 0 M P A NY, 0 A L I P 0 R N I 5/ 5/50 PAGE IP p'cj5ct Descr::t:Gn : p OVERTICAL MEMBER REACTIONS TRIAL 0 •)m LT „ r. 'i': PEAGTION REI^CTIJN FILE 5T513I1.SNT BENT 2 - RHHCHO SANTA Ft RD BRIi r'EHBEP viEIOHT 5:3.4 !'*•*'....•: -GBE^' ^NALrSIS ANG DESISii — PCLINKS. he Versi-^ ; 1.04 -^SE GO M c D A N I E L t N S OesciDt-Dn : n t z ; :i - •_ J :t r -1 , .ALIFORNIA BENT 2 - RANC''"U SANTA PE RD BRI O'ANcEN'IAL RQTATIGHS - RADIANS -GLuC^JiI SE -OSITIVE IMI S-^AN L"". END RT. ENS SPAN LT. END RT. END SPAN i-T. EN ) R' . END 0 1 -.000919 -.000253 2 -,0002°3 .000129 3 .3000 14 00001: mm 0 4 -.000301 .000133 , 000 •> y.7-. .000754 j<j 000003 J 7 -.000001 .000001 c ,000000 -.000002 5 -.0000 2'i 000002 OHuRiZONTAL ME.IBER DEPLECTIDNS I* FEE" AT 1/ 4 PQINTE FROH LEF^'END - mmmti POS iTIVE^^^ 0 MEMBER 1 E= 3B24. .:i5 .010 .006 , 002 .000 0 riEMBER 2 E= 3324. . 000 -.001 , Oui.-.000 . 000 0 MErlBER 3 £-"S24, . OOC . 0"y-j .006 ,010 ,0)0 0 [MEMBER 4 E= 3324. .UU'J -,001 .000 , ;jOu ,000 0 !^EM5ER 5 E-3324. . 000 .. .005 ,0C3 .011 i.'Vt?^)iCAL MEMcE-i DtricLiiONS if r zt'. Hi i / 4 POINTS F POH LE-T END, M 0 riEHBER 6 E= 3250. .000 'ooo ,000 .000 .000 0 ^lEHSER 7 E= 3250. ,000 • 000 .000 . OOC . OOG 0 HE^^BER 3 E= 3250, .000 ,000 .000 , 0 00 .000 0 [•'EriBER 5 E= 3250. .000 .000 ,0i^0 . 000 . 000 iH HE.flBER DEFLECTIONS BASED ON THE i^CDOLuS OF ELA3TICFY 'JF CONCRETE SIvEN BY USER. UiUI Ul •lE.IBER LEFLECTIONS 00 I'lOT INC-UIE CREEP FACTOR. iNGRMALLY 3 FGR F.-'S AND 4 FO'' LFD; IIDENT -CBENT ANALVSIS AND DESISN — PCLKI.AS. Inc., V^rsian ; 1.0" 14:44:35 5/70 Ml P McDANIEL EMGINEERING COMPANY, CALiFORNiA Project Description : FILE BT51Sil.BHT BENT 2 - RANCHO SANTA FE RD BRIDG LIVE LOAD REACTION INPUT DATA : UM STANDARD H3 TfiuC? 1 HL'ER?*fi*IVE TRiiCf; P LOAD / SPECIAL TRUC^ :< MH .^H.AI, AKIAL -ORCE 'm. LONG! .SEOMENT ; MAXI. AXIAL FORCE MAA. WONSI 'iOMEMT ; A:iIAL 10MENT •- AXIAL „-1Gf1E:^T_ AXIHL FOMENT AXIAL T nn "0F_^ _3GT TG= Bu' TOP BCT ; '''Fl '.IF-"' ';:F3 KI-PT' UP--' ; <I>=S ur-= T ' Ml Mi sc, 304. 0. 362. 5:7, 2'Jb. 23:^. Ml lit Z''i '^GBENT ANHL'SIS A iZ> CESISti — ^CLINi::, Inc.. vs'3i-;n : 1, 04 l4;4' : 3" 9/ P •'^cGASIEi. E t r, . '1 : <.,,.'•-'-* ''^ ' , V _ ; -ORNIA -P:"-oj5c- DsEcrintion • PI^E ST51 311.BNT BEi'^ 2 - R ANCrO SANTf' FE RO BRIDG m Uti iitii :;iH,iiL.HRD TRUL''3 i Uti mu mm ' CSITIvE LIvE LOPO nO 1ENT ENVELOPES AND A3 SGCIATED SHEARS FOP CAP DESIST mt MEH P" .2 =', .3 pT ,4 --' ,5 FT. .5 PT. .7 PT .2 .5 ^', RISH m mt SHEAR , •) .0 .0 *7 •'J , •• j , y • •.' ,0 P 131.0 236 4 ^54.7 1204.: 1417.4 1424.4 1253,3 543."^ 371.3 : 4=, 5 1.39,: SHEAR -19.1 133 7 154,} 32,7 -2. G /. --103,^ -53,!' "Ic^ > J 4,0 4,6 Hi 7 260,151 7 411,7 '29,7 1204.3 1274.7 1205,2 525.7 1, " I'i- ,3 P Z-'^-Z.^' -24,D -24 r 15;. 5 -i", 3 -i^, b 22.3 -35.: -4!^,3 -163.3 14!.^^ Hi d 1:5.6 145 371,3 543.4 12S3.2 1424.'I 1417.4 1204,5 T;4, 7 236,4 131.0 SHEAR -4,5 6 1S2:3 55.7 2-5.3 "7,5 -154,0 -133.7 15.1 P SHEAR 0 y . J . 0 .0 • I' , J ••J .0 •H P IIDEH PCBENT ANALrSIS AND DESIGN - PCLINk-S, Inc.. Versior ; 1. 04 14;4 1:39 5/ :-..'-90 FACE 22 rp-3C i-i Hi P if p p P P tt MCDANIEL ENSINEERING COMPANY, CALIFORNIA Project Description : FiLE BT513il.BNT BENT 2 - RANCHO SANTA FE RD BRIDG tliti STANDARD HS TRUCKS ttttt BEAD LOAD MOMENT =LJS POSITIVE LIVE LOAD MOMENT ENVELOPES FOR CAP DESISN MEr l-EFT .1 p-i". .2 ^T. ,3 ^T, ,4 pT. ,5 FT. ,6 PT. ,7 ?T. .3 p-'-, .9 FT, RI3HT iJO 1 .0 -6.P ""2".: "-2.0 "110.2 -763.4 -I'l^.l -2673.5 -3646.5 -^633,5 -5634.5 2 -^47N,^ "'^4 "75,3 Ta^T 255S.3 ^"'1^.2 3^14.7 3593,^ 2753,7 -33,9 -2530,2 -4953.2 3 —^E":. :• -2-*Sl.^ -30. - 2^0*'.^ 372^, 7 3529.' 3723.T 2;l0'. ^ -26,1 -2-'"5:1 -'-^BSSi * 4 -i3uu.2 -2576,4 -35,3 2737,3 3536.5 3357.^ 3992,) 2575.0 1-6,0 -2420.3 -5437,3 5 -5634,5 --633. 5 -35^6.•* -2=73,: -l"14:l -^63.4 -110,2 -:2,0 -27.; -6.- .0 1IDE:^T PCBENT ANAL/SIS AND DESISN — FOLiNtS, Inc.. ifersiDn ; 1.04 1=:44;35 5/ 5/50 PAGE 24 T c D A N I E L ENSINEERINS C 0 fi P A N V , C A L I F 0 5 ^) I A Fro]?c: Description ; FiLE BT513il.3N' SENT 2 - RAs^CHO SAN'A -E R"' 5RI2G mn STANDARD HS TRUCKS HiU DEAD LOAD HOHENT PLUS ^CSITIvE LIVE LOAC I^O!€NT £Nv£;.yFES FOR GAP DESISN i -AC70RED ( '1E;1 LEFT ,1 -', ,2 PT. .3 ^~, .4 "'T. .5 ,6 ^T. .T -T, ,q PT, ,5 PT^ RISHI' NQ 1 .0 -5,0 -35.3 -30.5 -143:3 -953.5 -2223.3 -3475,7 -4741.0 -6024.1 -7325.2 -7240.2 -3461.5 -306.3 1760.0 3375,3 3237.4 3005.7 2405,6 -526,3 -3543.5 -6655,6 P il il p wm 4 Ml -6703.6 -3422.5 -575.7 2181.4 3275.3 3321.7 3277.9 2185.6 -569.4 -3414.2 -6693.2 -6647.3 -3543.5 -523.6 2397.0 2994.3 3215.3 3346.5 1781.7 -791.3 -3453.7 -7233.6 -7325.2 -6024.1 -4741.0 -3475.7 -2228.3 -593.? -143.3 -30.6 -35.3 -5.0 .0 I'OBENT ANALYSIS AMD DEEiSN ~ PCLINKS, In:.. Version : 1.04 14:44:35 5/ 5.''90 PAGE 25 1 c D A S I £ L £ N 3 I N E £ R I N 3 • C J :^ = A N ^ , CALIFORNIA Project O&scriotijn FILE B":13Il.Br;' BENT 2 - 'ANLHO SANTA .FE RD BRIGS mn S'A^iOARD HS TRLCliS imt ••iESA'IvE LIVE '.OHJ '^OMEf^T ENVELOPES ANL ASSG2IATE0 S^E.-FS FOR CAf^ DESISii -22!;.1 -JJC.'J :05,7 .J -i...i7.3 ^ -lls5.i -HEAR 184,7 *~ 4 ~1404i5 THEAR 16J. 4 1.1 ? -=23,7 m SHEAR *3.0 liDENT 7U. 7 53,4 -475,'.' T3.O 11.6 11 -454.3 -373 IS,4 13 14,1 14 -321,4 -167 ^3.0 75 'OBENI' ANALYSI 11,6 :92,6 13,4 -14, -14.1 t,l -14 --3 1^. ' AND DESIGN — F2Lr^K; --:s.= -73,0 -337,1 -14,1 -373,5 -13.4 - 'lli.-''.•'•!: -521 -73.0 -73 -359,1 -752 -14.1 '-5-3 -»55,0 -322 i "1169 -=i'7, i -"3,0 •l40".5 -1=3,4 '-TT', ", l -Ji.>V , i. -160,5 -33" ,7 -205.3 inc., ¥9'SiDn ; 1,0'* 14;44;29 :.''9G PASE 26 IH P Hi il Hi P ti c G A ENGINEERING GOi^-ANy. CAL'-GRtNlA •fztpzt Ds5:'ipti'3n : •ILE 3751311,3NT BEN' 2 - RANCHO SANTP rE RG BRIDI ttttt 3TANDARD HS TRUCKS ttttt DEAD LOAD MOMENT PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPES FOR CAP DESISN MEM LEFT .1 PT. .2 FT. ,3 PT. .4 PT. ,5 ?T, ,6 PT. ,7 PT, .8 PT, .5 PT. RIGHT NO 1 ,0 -=,5 -2'.6 -62,0 -110,2 -7.65.'! -1729.2 -2342.4 -3965.3 -511C.0 -6264,5 ( -54^4.'! 2 -5457,5 -3021.3 -905,2 1120,0 2414.0 227T,2 2040,0 1513.3 -304.^ -3522.^ -=527,3 -=364,) i -557:,; 3 -6^36.4 -3455,5 -597.6 1304.3 2227.3 2343 o -223." 130" 1.3 -353,1 -34-5,!^ -:47S.3 I -5524.! -55l7.i 4 -=51S,2 -3513,c "305.3 1506,7 202S.G 2260.1 23^2.^ ii3T,5 -352.5 "30L4.2 -54''6:0 ( -55=^.' ' -53cl,; 5 "6253.5 -;i05iO -3563,3 -2541,3 -172E,2 -76S.4 "*10.2 -52,0 -27,= -=,- .0 -5443,1 IIJENT -CBEN"^ ANAL'SIS ^ND GESISf^ "- PCLINf'S. In:., vs'^ion : h04 14;44:35 P/ 5/90 PAGE 27 I^CDAI^IEL ENSINEERINS COMi^AN', CALIPGRNIH -raject Descipticn : -ILE BT51Sil.3NT BENT 2 - RANCHO SANTA FE RD BRIDG iiUi STANDARD HE TRUCKS liiii DEAD LO^D HOf'lEN'' =LUB lESh'IVE LIVE LOAD ^^GnEitT ENVELO^ES FOR GAP GESiSN i P;^C'CRED i MP'J EF" . ' ^T, ,2 F~, .TpT, .'^F'l ,5~'T. ,". ^T, ,7 FT, .F^'. ,9FT, RISHT MG 1- .0 "5,0 "35,3 "30.6 -143,3 -"-PS-P -2225,3 -3475,7 -4741,0 -6024.1 -^325.2 -6431.! 2 -"2^0.2 -3+61,9 -306. 1760.0 2375,3 3237.4 3009." 2405.6 -526.3 -354E,5 -5655.6 ( -6038.1 ( -5670.) 3 -6705.6 -3422.5 -575.7 2161,4 5275.8 3321.7 3277.9 2135.6 -569.4 -3414.2 -6693.2 ( -5662.'; -6647.3 -3543.6 -523.6 2397,0 2994.3 3215.3 3346.5 { -5652.) 1781,7 -791,3 -3453.7 -7233.8 -5660.) -7325.2 -i024.1 -4741,0 -3475.T -2223. -143.3 -80.6 -5.0 .0 -6401. xyjt.tf PCBENT ANHL'^SIS ANG DESISN — PCLINKS, Inc., vprgjori ; l.-;4 14:44;.:5 9/ 5,90 PAS: .*!£- ENSINEERINS COr'-AN''-, CALl^OPi-'I- ^•"cjsc: Desc'ict.j- ; -ILE S'S-SIl-PN-^ BENT 2 - 5AivCHG SANTA "E RD BRIGS !VE LGAG SHEAR EN';E:.GPEz r^B hSSCGIfi-'ED HG:lE'i~ PGR CAP DESIGN lil VG •- 1" pT .6 7 3T •4 - , RISH tm 1 I*-, o .0 -75,0 -7S,0 -73.0 -73,0 "73.0 IM .nOMENT .0 '•- 0 ,0 •0 -i5.1 -IcS.S -322.4 "476.1 "625,d IM 2 G23.1 133 154,0 120 2 33.5 52,7 -113.4 -143,1 -132.3 -214.7 "2^4:3 MOMENT -503.2 4 7:4,7 1042 •j .111,3 B73.7 1037.3 313,4 371,3 -253.6 1155.4 IM 235.4 2C3 3 168,3 133 1 -9,7 55,6 -99,7 -133,"^ -1-iiB, S -203.3 -235.4 ^OHEfiT -500,0 4ll,' 751 •-• 955.1 311.1 555,1 "* 1, • j 411, 7 '1 -500.0 m 4 244.S 214 -132.3 14S 113.4 -SS.5 -14.0.2 --54,0 - - di . /' "ij^ J, I m -1155.4 371.3 513 1037.3 -^77: i i1i* . 0 10^2.3 T54,7 2 ' ---. " -: -.' -j-1 i IM HOHE.^"!" -623.7 -475 33,} 73 73.0 -14,1 •V •I '•• , 0 1 'J m IIDEN' -CBEN" AHAL-fSI • AN ' DESISN -- -'Cli'v^.S Incj "/e ••sicn ; 1.0' 14:44 3'; ii J,' 7'-J m m *1 : 2 H N I E L '^r: s:t 2ss:ri:t £ an ^ S I N E E R i 3 C G 1^ = .Sil.BNT ANY, i BENT 2 - RA' A _ I F L CHO SANTA RNIA PASE 2= IM P •M tt P Hi Ml il ttttt STANDARD HS TRUCKS ttttt DEAD LOAD SHEAR PLUS LIVE LOAD SHEAR ENVELOPES FGR CAP DE3I3M MEM LEFT .1 FT. .2 PT. .3 PT. .4 PT. ,5 PT. ,6 FT. .7 PT. .3 P'. ,? PT. RIGHT NO 1 .0 -7.0 -14,0 "21,0 -23.0 -476,6 -561.6 -563.6 -575.5 -582.5 -5S5,5 2 1152,^ 660.3 610,5 561,0 72.2 20,7 -161,0 -353,0 -702,3 -750,3 -"96,5 3 1197,0 707." 657.5 eOa.B 115,5 55,3 -115,2 -606.4 -3:7.2 -707,3 -1196,7 -- "55,3 74^.: 70i.5 65:-:S i5",5 53.- -73.3 -5:2.2 -611,'' -^62,0 -1.53,6 : 535:5 532.5 575,5 :&3:5 :tl.: 47;,6 25.0 21-0 14,0 7,0 .0 p ' !io p HI il rCBEN' ANALVSI: ANG DESIS."'= — FGLIN'S. in;,. Vc-'snn ; 1.0- I4;44:39 5/ 5.'"0 FHGE H:DANIEL ENGIN SERINS CC'^^'AN:', CALIFORNIA .-'•-:.;sct Descri:tior i FILE B'513I1.BNT BENT 2 - RfiiCHG SANTA FE RG BRIDS mn STANDARD HS 'RUCKS Uin DEAD LOAD SHEAR PLUS LIVE LOAD SHEAR ENVELOPES "OR GAP DESISN I FACGREO i LEFT ,1 P". .2 "T. ,3 ?T. .4 ^'. .5 -T. ,6 .7 PT, ,5 P', ^ISHT ,') -9.1 -13,2 -27,3 -36.4 -319,5 -623.6 -:.o7.7 -545.3 -5:5.5 -5C5.0 ;0:.l 613,2 553,4 573,1 -21.2 -41.5 -^l.P -5:6:3 "676,6 -656,9 ""1",2 :50.2 •:55.7 635.4 615,0 20.6 ,2 -20.1 -614.5 -634,9 -555.3 --1245,7 'l5.^ 695,4 675,1 654,3 50,4 40,1 15.3 -574,5 "594,9 -615.2 "1209,6 11DENT 665.0 655.9 646.B 637.7 628.6 619.5 36.4 27.3 18.2 9.1 .0 PCBEMT ANALYSIS AND DESISN - PCLINKS, Inc., Version ; 1.04 14:44:39 9/5/90 PAGE 31 Hi McDANIEL ENGIMEERING COMPANY, CALiFORNiA Project Description : FILE 3T513I1.3MT BENT 2 - RANCHO SAMTA FE RD BRIDS tJiti CLMBINATION 0- = AND/OR HS 'RUCKS ititi •OSITiVE LIVE LOAD PIGMENT ENVELOPES AI'vD ASSOCIATED 3HEAF3 FOR CAP DESISN . 4 - , SHE^R 1 SHEA -a IvU-,: '.'Jl^.^i i7v". j 332,2 321.1 .'.' .-J .0 ' SP , 1 2440.2 136,1 2573.4 • POi 26l6,9 2440,2 13=9 '359.0 2£41,4 l^d.S -155.1 .'J 1034,5 237 1750.0 636 -331.6 -355 ••^ii.'i 45, S L~. 1. ^- v3. ' .0 ,0 PCBENT AMHLYSIS AND DESIGN — ^CLiNKS, Ire, V^rsicn ; 1,04 14;44;39 5/ 5/70 PASE 32 NcDANIEL ENSINEEPINS GG*fpA'?V_ 2AL:i^CRi'<I .-• r fl' a r ; ^' S ^ i '"^ ^ 1" r I •:L£ BT513I1.BNT BENT 2 - RANCHO SAN' H 'rz "'J :r :':••: H%H COHBINATION OF F AND/OR HS TRUCKS tiiri IEHD LGHD nOnENT PLUS POSITIVE LIvr LGAO HOHENT ENVF.CFES FCR CAP GE3IS'"i .3 ;, -6.9 -27. b -tiO.O "110,2 --^65,4 -ITl-i.! -2673.6 "3646.- -4633,9 -5634.3 Mi 2 -5317,1 -1976.7 1129.3 3747.3 5436,2 5369.4 4693.5 3754.7 607.6 -2445.7 -4800,7 3 -4662,3 -2345.4 641,7 3547.6 4960.1 5172.1 496r,7 3550.8 646.5 -2339.0 -4654.5 4 -4751.7 -2441,9 606.2 3746,1 4BS1.7 5372.3 5415.5 3764.5 1141.3 -1970.4 -5316.0 "5634.3 -4633,5 -3646.5 -2673.6 -1714,1 -768,4 -iiO.i -ai.'.. a -3.' .••J iiJtn: ^CBENT AN6L'-''SI3 AND DESISN — PCLINKS, Inc., veriicn ; 1.04 14;44;35 9/ 5"90 PAGE ^cDAffinL ENSIN££i*INS fi^O'Sct je=criD:iGn ; •ILE 3-^51311,BN7 ItV 2 - PASsGHO SAN iH -L n'j ijr':,i/L- mn CGHriHATION GF - AND/GR HS TRUCKS ntti )PAD .CAO [lOrlEN'!' ^LUS POSITIVE LIVE .OAD 'iO^EN' ENVELOPES -OP GAP GESI3H ^ -Ar'jStD i ,: -9,) -35.3 "SO,6 ":"3,3 -55E.5 -2223,3 -3475.7 -4741,0 -6024.1 -7325.2 "7240,2 "3461,5 "306.3 3237,4 3005,7 2405,6 -526.3 -3545,5 -5655.6 -5703,0 2:35. 6 -569,-i -3414,2 m -•5-3*.' .s -3543.6 -:i?.3 i-:--!! "^'^1.0 "34^5, "2223,3 "993,1 -143,3 , ..J JENT ANALVSIS AND DESISN — FC_INK3, Inc, /e^EiGn : 1.04 14:44:35 5/ 5/^0 PAGE 3- tt Hi icDANIEL ENSINEERING COHPA^iY, CALIPORNIA TGject DsscrLstian ; FILE BT513I1.BNT 3EW 2 - RAEiCHO SANTA FE RD BRIDS ttttt COHBINATION OF P AND/OR HS TRUCKS ttttt NEGATIVE LIVE LOAD MOMENT ENVELOPES AND ASSOCIATED 3HEAR3 FOR CAP DESIGN *^ MEM NO LEFT .1 FT. .2 PT, ,3 PT. .4 PT, ,5 PT. .7 PT. .3 PT, .5 PT, RIGf' mm m 3HEAR zrtrf\ , 'J i ;i .1 : .14,:: -.1:3:, 2-'-9. .1; -1522,3 --15,5 -474.6 -155,6 4:.a -203.1 -203.1 -"50.4 -360.5 -1270,5 -1650.6 "1335,) -i/fi.Q -:'ai,o -o^.-i.s .7= 7 .7= 7 .-i; 7 -:i.', 4 -203.1 -203.1 -208.1 -!^i4,5 -1232,1 -231".3 ( -15"4.} -114.0 -133,4 "2S".T *:,j "'j.-s -'*Z:0 -4:.c L5.2 25,_ L:.i ";jl,0 , y -;-'..' 3 I ; F2BENT ANALYSIS Ar<D OESIGN "- FCLINI;3, I'lc, Versijn : 1,0-^ 14:-4!3' •1 C !; .^l ]H 1 ; L i-^-Dje:: Description ; : : n t t I n i: LUil-HNr, ^HLl-urSlH -iLE BT51dI1.3NT SENT 2 - RANCHQ SAN'A FF FD BRID'I iiiii COMBiNATiON OF - AND,'OR HS TPUCAE iiiii GEAG LGAG i10ME:«T PLU: NEGATivE .IVE LOAD !10liENT ENVELOPES FCR GAP DESISN ,3 PT. .4 ^T. RISHT . y -27,5 "o2.0 "110,2 -763.4 "1754.4 -3124,0 -4507.3 -5504,5 -7315,3 "1094.S 1194,2 2326.1 2103.' p tt Ml P iH il ( -5975.) 3 -7327.8 -3968.9 -1576.B { -6335.) 746,3 1790.3 2027.6 1791.9 749.5 -1572,0 -3962.5 -7319.3 i -6261.5 i "6254.) 4 "7433.5 -3957.5 -1121.5 1240,2 1610.7 2091.7 2303'." 1210.9 -1080,5 -3572.9 -7039.6 -7312.5 -5501.6 -4504.5 "3121,; -175i.6 "763.4 -110.2 -62.0 -27.a -5971.i -5.5 ,0 IIDENI -3.:iO. FCBENT ANALYSIS AND DESISN — PCLINFIS, Inc., Version : 1.04 14:44:35 5/ 5..'50 PASE 3o ""CDANIEL ENGINEERING GOilPAN'^. OALIFORfJIA -.'^ajec: JEEC'ij-.iDn ; -ILE BT51SIl.BhT stV 2 - RANCHO SANTA -E RD :-fiIDG iiiii COMBINATION 0^ P AND/OR ^3 'RUCKS iiiii DEAD LOAD ''C;''ENT PLJS •^ESA^I/E LWE LGAC ?^GME'iT ENVELOPES FOR CAP DESISN i -ACTLREO i NE^ NO -t-,4 ,5 P". :6 ,7 PT. PT. RISH' -30.2 -143.3 "953.9 -2223.3 -3475.7 -4741,0 -602^,1 -7325.2 -c+yi -7240.2 -3461.9 -306.3 1760-0 3375,5 3237.4 3005." 2405.0 -526.3 -3543.5 -roS - -1) • j;, I -3':4/,3 --.•Z^-..z '.0 255^.3 3215,3 3346.5 -/.ii::.i -Ovi't.- -'fj'^i.y -.^4 --.ijLd.i -7401, ^CBEN' ANA_>'5IS AND DESISN — PCLHiCS, I-c. ve-sion ; 1,04 I'^;44;3^ 7 Z-l:' "H-2t jf P HcDANIEL ENSINEERING CO!iFANV, LALIFOFNIA Ml Ml P m mm Project Description ! FILE BTSiaii.BNT BENT 2 - RANCHO SANTA FE RD 3RIE3 ttttt COHBINATION OF P AND/GR HS TRUCKS ttttt LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENT FGR CAP DE3ISH m MEM .4 PT. ,5 FT. .6 . '3 1 . l|M P MH 11^ ik HOMEftT HCiEI'i' 4 HOUEN' HO'^ENT .y ^3/'.: ui'd.-z -3^3.9 2617.- -^47,6 13.. .y -203,1 -203.1 -205.1 -203 "40.3 --^50,4 -360,5 -1270 2426.': 1504:3 .012:3 ^7. r -^ij _L.'"..,,' -i3::•: 1 ::•'. 3 • .'d-,: .3i. ,- - J- T: 636 -208,1 -1650,6 ;43;.2 -4TI,7 ''.:zfi\ ^HriLTiii '^'^.u '- *'L.L.i^*..j, inc, vSrilOP : i.'.-f ;i,i4.T: PACE ncDANIEL ENSINEERI'S COMPANV, CALIFORNIA -TD;=C-. Descriotion : "ILE BT:1SI1.PNT BENT 2 - R'^NEHO SA^'-iTA -E RD BFID3 iiiii OO^Bi'jATi.lN TF P A^D./OR HS I-RLOF-'S iiiii jtAD LIAO SHEAR PLUS LIVE LG.^D Sr-^A-* ENVh-OFEE F'jR CAP GEEiSff ME' NO .4 =; .6 FT, Pi. .3 FT. .5 FT. RISHI -23,0 -476,3 -351.7 -653.7 -705,7 -712.7 i-^'d; JC/ . ..'ya., '•35.2 "130:9 "304.5 -325.5 --02,6 -974,4 "103S.9 '25.5 543.7 763,3 246,0 165.1 -245,7 -"53,0 -J,4 j/, 1/ P P 4 5 HDENT iUI IIH m m m m wn m 1037.7 973,2 901.5 824,7 303.7 223.8 -190.4 -709.5 -7S9.2 -868.9 -1387.6 719.7 712.7 705.7 693,7 651.7 476.6 26,0 21.0 14.0 7.0 .0 PCBENT ANALY3I3 ANC DESISN - ^CLINKS, inc., Version : 1.04 14:44:.39 9/ 5'50 PAGE 39 McDANIEL ENSINEERINS CO'l'A,")?, CALI'QRNIA P'"oject Desc'.Dticn : mn COMBINATION FILE 6^51311.SNT BENT 2 - RANCHO SANTA FE RD SRID5 •RjC'iS ititl IiAD .OA" SHEAR -"LUS LIVE LC^D SHEA*^ IIJVELG-^E: -GR lAP JESISN i FACTORED i . •: ^ ' : -3-5=3 --1.3 -:_.7 -3:3-'-; -3;3.3 il -20.1 -5l4,5 -634,- -655,3 --249. 33^,3 6 0, "iy. 1 15,3 - :• / 4.5 - •) 7 4, "7 -0 "liy ,3 co:,'.' :::,"7 623.c .••0.4 IE!., FCBEisT A;'*ALyGI: '-Hu GEGIS"'! — PCLI'^ivSr Inc., Verslrn ; 1.04 14:44!39 9-' :,'90 P 0 H iH Ltr rcGA^ilE.. ENSINEERINS CO?f-^i^/. C^Li'^ORNIA Prcisc: OsEcriDcicn ; FLE 2'515il-3NT BENT 2 - RAi^CHG SANTA FE RD 69:03 iiiiiiiiiiiiiiiitiiauii.iriiri:iiiliiir»iiiiiiiiUi!iiiiiiiii 'TAAIIUH POSITIVE CAP HGHE^i' FfiiVELOPE DUE TO -AC'I'GREi; GL ,1 iri:Hniiiiiuii3-uaiiiJu?niinijJiiiiiiiii:Uiiii"Uiiiiiiiiil .3 r : , RIEHT NO 1 .0 .0 .0 .0 ,0 .0 .0 .0 .0 .0 .0 .0 .0 1463.7 4672,1 7069.6 7006.2 636r.6 4381,1 735.3 ,0 .0 mm 3 .0 .0 334,2 4611,5 5443.1 6723.7 6450,2 4616.0 5*0,4 .0 .0 • -n 4 .0 .0 733.0 4872.5 6346.2 6934.0 7040," 4393,5 1433,7 ,0 ,0 m .0 .0 .0 .0 .0 , 0 .0 , 0 ,0 IIDENT FCBE'^T ANALVSIS AND DESISN — ?CLI,SK3 , Inc., Ver=lon : 1.04 14;44 ;35 9 5/50 •mm ^ : J A N I E _ EN 3 i N E £ 9 I .N 5 0 0 :^ ? A ^ ' , 2 A L I r 0 R N : A am "'iiec: DeEcriDc::" : -TE-E E'5 .3I1.3:*T SEN' 2 - RANi IU SAfiTA FE RD BP" 3 Ml iri jirtaiiilituui iiiiiiiiiiiiiiiiiiiiiii Uiiitiiiiiriiiii^ Hk'Ii^Ur NFS4: IVE GAP '•^[•''EN' Ei^vtLGPE D -J.E '0 "ACTCFEO DL LL iiUiiiiiiiiti iiiiiii .iiiiiuui iiiiin iiiiiiiiiiiiiiiiiiiMii ii •] -3- : , 2 ^ •, . 3 ", ^ t .- • _ W V ' .6 ^T, ,7 PT. , 5 PT, RISH P , } — •^ HI -35.3 -30.5 "2230.3 -"061.2 5355.5 "76/5 .3 "P :y, 5 P 7 "7Li 7 tZ -4657,3 -' i 7 4, A i'i f 0 .0 .0 .0 -l'^56,l -3206 "5253 -9707.4 -T'^'iP.' "9539!2 -5203,0 -2'045,S .0 . 0 -2043.3 -5155 -5579,7 ( -31-B.i --695.6 I •' » ' 140',4 -4644 Ml -3236,] i — f J-1 • ] 5 -9:06,3 — A /' "53:5.9 -'^057.5 2277,, -593,5 -143,3 -30,6 -35.S 0 . 0 «w ( -3203,) Mi IIDEN--CBENT ANALVSIS AHD DESISN — =GLIN*:5 Inc., vef-=ici : 1.04 14; 44 5 ^' 7y *^ HcDANIEL t H 3 I :^ £ E H I N S 2 0 1 P A V , C A L I F J R N H Mi ProjiC: Description : FLE 3': SIl.BNT BENT 2 - RANC HO SANTA FE RD BRIi, G 1 1 I I I I itliJititUiiiiiiiiiiiiiiiiiiiiiiittiiltittiiiiiiiititiiiiUiui MAXIMUM CAP SHEAR ENVELOPE DUE TO FACTORED DL • LL tttttttttttttttttttttttttttttttttttttttttttttltltltttttttttttttt MEH Ltr I CT .2 PT. .4 PT, .5 PT. .6'PT. .7 PT. .5 PT. ,9 PT. RI3HT • r- 1^ Ld'JL.C 1563,: 1345:0 I12d I2C3 -id.i L02^,^ 1103,3 :171,9 51^. 4 "20,3 953. c -36.4 245,5 319,3 354.3 -dP,5 -235.1 213.5 250,9 -3^5.2 -396,3 -315.4 -24",5 -503.3 -1073," --93.^ -522 • 3 -917.4 -1173.4 •1102,0 -1202,7 •1026.0 -1125.5 -535,6 -1350.6 -1363.1 iiiiii "HE LIVE _JAD CO-LJ :t ti^HE 'GEhNT AI'VAL ..15P AND'^Or H: ,r, v^; H :j-jL:r L- ::H;^jHr.: ••RJG<S, iui:i i 4; IJI ; 7 " Ml il p ' : G '-^ N I E L E } I '-y E £ P I N PILE BT515I1.SN SENT 2 - RANCHO SAiiTA -£ -D BRIDB R i 3 J - T 3 FOR C ] L J ll N 0 E S10' v jliii STANDAR 5UC';3 iiin rf^W.^ TRF'^jSVEPEE :^G. VJ F^R'^E i N"i H3:L;.-iHltL' 7l.lr;TT;|7:r'^i\; V,," .Uiti; ; 1 Jv i:l!-L ,1'.^ . MA^IIO*^ 'RH'IE VERSE 33--.' ,j . y 9 105.4 .0 728.7 .0 1047.6 IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, inc., Version : 1.04 14:44:35 9/ 5/50 PAGE 44 M c 0 A I E L E N 3 i H E E R I N 6 COMPANY, CALIFORNIA Project Description : FiLE 3T513Ii.3r BENT 2 - RANCnC SANTA FE RD SRIDG RESIL'S ^OR COLUMN DESIGN tiiJi STANDARD HS 'FUCKS itili '^.HCWUH. LONGITUDINAL '''0. ASSLG, ^An:'LM ASSOCIA'ED A'^IAL LGNOI'jDINAi. ^^0, '^ANSVEPSE 1-0, "GRGE BCT TGF SC' 'Gr i N i S '^.'i i i '^''i i i-.-:y. 0 , V •z zd. z S 2o2,; .0 1400." ,0 1463,9 9 I'l,3 ."^ 'OilP.S ,0 '279,0 IIDENT -CSE'-'iT AlijALVBIB AND DESIGN — -CLINKS, Inc.. V;rsiG- ; 1.04 i4;44t39 P,-' 5/90 .-A3E 4: i^cDANIEL ENSI''iEEPIN3 Gjil^A^jy, CALIFORNIA PrG' ?:: i ^sci pti uin ; - ILE B 5IS L , BNT 3EN i - 5 ANC.HO S.AH*-^ * £ FD B** I DC iiiii S'ANDARB HS T5UG*;S iiiii ^AilML'' A-'^L F'^'RCE Ml 2 2 P '^AA. ASSOLIATEO ASSQCIA'ED HEM Al lAL LONGiTUDINAL 'iO, TRANSVERSE 'f''0. NO FORGE EOT TOP BCT TOP P t M t t MX t t MY t 6 296.1 .0 316.1 7 395.0 .0 421.6 3 '395.0 .0 421.6 5 296.0 .) 315.9 DENT *^C3ENT ANALYSIS AND .0 -1.3 ,0 470.5 .0 413.7 ,0 663.5 *^C3ENT ANALYSIS AND DESIGN — PCLINKS. Inc.. ve'-sion : 1.04 li:»4;39 9/ 5/50 PAGE 46 McDANIEL ENSINEERIN; COMPANY • CALIFORNIA Fr-;isct Gesc'n;:i:n ; RLE BT51;I1.BN' SEN' 2 - RA'JCHO SANTA FE RD 3RID5 iiiii GO!^BI^A'IL'* GF F HND-GF ^S 'RLGf'S itil* ''All U r. ' r. A '•! 5 V E R 3 E '•I u. ASEGG, ASSLGIATED iA^IflUH •lE^ A,; IAL LONOITUDINAL ^iO, TRANSVERSE 1^0. ^ NC FORCE BGT TGF BOT TOP t i t ^-i i i HY i 6 341.0 :0 1362,7 .0 23::.5 MH 7 333,3 .0 2026.1 ,0 2613,2 B 315.4 ,0 1517,6 ,0 2477,: 5 274.7 ,0 l3'0,0 .0 2493,2 ma IIDENT --CBE.Ni ANALVSiS AND DESISN — -CLLNKS, Inc., vsrsiC'n ; l,o4 14!44!35 9'' 5/90 PA'I HciANIEL ENSINEERINS GORFA"'':', CALiFGRNlA mm ^reject Dsscriotion : 'ILE BT51EI1,BNT BE'iT 2 - RANCHO SANTA PE RD BRIDS ^ RESULTS FOF COLUMN DESISN iiill CG.MBINA-^ION OF F -AND./OR H3 TRUCAS iiiii MAXIHUH LOMGITODIMAL MO. MEM NO ASSOC. AXIAL FORCE i N i MAXIMUM LONGITUDINAL MO. BOT TOP i MX i ASSOCIATED TRANSVERSE «Q, BGT TU? i MY i 373.3 '73,3 zi-lf ! .J .V ;j;3 , 3 •'CSENT A^'ALYSIS AND j 2304.P 2433.7 ESIGN — 5.'90 PASE 43 IH c E- A N I £ _ £ ^ G I £ E R I 3 pr.T-.g.;* Oescicticn ; -ILE BT5J 'AN'-', I - L I - 0 5 N i A BEN" 2 " .-^ANCHO SANTA i-F 97 BRIG =E3UL'9 -OR COLUMN DESISN iiiiS GOrPINA'ION GF F ANu^OR HS TRUCKS iilij ^H-I!1UH AAIAL '^ORCE MEil AAIAL •iO ""GRGE i N i -i2-j'JLl-'^'i3iJ 3NSrUDINAL Ml ?GT i "X \ H23L-L:H;tU TPAN3VERSE } i MY f :.. d, 4 :7a.- :47.3 0 iiiiiiiitijiiiiiiiiiiiiiiuiisiiiiiitiiiiii-iiiiiiiiitiiiiiiaiiiiiiili p 0 iiiii CAUTION - ^HE LIVE LOAD COLUMN ^O^ENTS HA/E BEEN ADJUS'EO 3E2AUSE OF ^HE 3<E:^ ANGLE, iiii* 0 •iUiiliiiiiiiiiifiiiiiiiiiiiiiititii-iitititiitiiniiiiiiiiiiijiiiiiiiiiiiiiiii IIOENI" ^OBENT ANAL-SIS AND DESISN "- PCLINKS, Inc. version ; ..04 14;44;35 9/ 5/=0 PAGE 4- •H Hi tt HcDANIEL ENGiNEERINS COMPAMY, CALIFORNIA Project Description : FILE BT513I1.BNT BENT 2 - RANCHO SANTA FE RD ERID6 - tttttttttittttttitttitttttittttttttttttttttttttttttttt I SUMMARY OF COLUMN LOADS FGR PC YIELD PROGRAM INPUT t , ttttituittttttiittititittittttttttititititiittuttitt iiji> t MEMBER NG. 6 UPPER END : Ut LIVE i-jAD ' IMF. •_GAD ,1! -Hi 3:, U4: •ift) •'-•S3. 3/7, 5-5 j-*i. LRAiV LGN5 y, i MEHBER NC, 6 LOsER END ; P HI P m i/tHL' LOAD MV 0, Ml I'i 1441. =-MA LIVE LOAD t IMF. M' '/'i mi m '•HA TEMP 'PAN LOf?G P PN 341. 391. 563. IIDEMT PCBENT ANALYSIS AMD DESISN - PCLINKS, Inc., Version : 1,04 14:44:39 9/ 5/90 PAGE 50 McDANIEL ENGINEERING COMPANY, CALIFORNIA ••I" Prnject Description ; HM tiitiniiititittttititttiiiiitttitititiiitiittttittiti i SUMMARV OF COLUMN LOADS FOR FC '•lELD PROGRAM INPUT t ^ iiititiittittttnttttnitiiitiniiitiiiittitiitiiititi FILE BT513I1.3NT BENT 2 - RANCHO SANTA FE RD BRiDS «ti i j^EMBE'- NG. : UPPER E^'iD i WJ .'jHi/ LiVt LJHJ r .•'Y. '4Ai l^- JtL MY -34, •IA N 1513, r-'t ll^d I4P0 ll. il. y. y • i I^EnBER NO. 7 LOtsER cND ; Hi rA •A."i Mi.iJ, IRAN LONS P N 1513. 0. 131. 205. 395 0. 0. 0. 0. .0. ' Ml wm PHY PMA 0. 0. 0 0. 0. 0 m PN 333. 374. 533 mm IIDEN' PCBENT ANALVSIS AND DESIGN — ^CLiNKo. Inc., Version 1.04 14:44:35 9/ 5/50 mi m M c 0 A N I £ L £ N 3 I N E E RING CO i F A N y . C A L i F 0 5 N I A P •^rcjact JS5 C'iptiQi ; ILE B'51GI1,3N BENT 2 - RANC HO SANTA F£ RB BRIDG iiiiiiiiiitisiatiiiiiiiiiiiiiiiiiiiiiiiiiitiiitiiiiii Ml i SUMf'AF-' OF GGLUrtN LGI-DP FOR PG YIELG =PGGRAM INPUT i liiiiiliitiiiiiUiiiiiiiiiiiti* iiiiiiii ;iiiiiiiiirtili Hi p = :t-t-. 3 :r-cr t^L \ Hi LIVE LOAD •'• IMP, E • P DE-0 -S HV MX N MAu IAAI ilAA ^iO yil L-CP TE7P '--"A^ L-.'iS HI LGAD HV MX N MAu IAAI ilAA MV "5. 0. 1057, 146^. 41^ 0. C. 0. 0. . Ml •I';' 337, 1401, 422 P H 1512, 0. 121, 203, 355 0. 0. 0: 'J, 0, • Hi l^'JS- O'^SP. •el " -MA FN 1513, 2273, 5^3 P tt i ''EMBER NO, 3 LOliiEF END ; Ml P LIVE LOAD * Ii*F. EO Hi DEAD - 3 MV -A N wD piL 'E'iP TRAi'' 1.0NS P -OAD 7A'^I ^AAI !'!AAI rmt ZL P m IP ii LIVE LOAD f IMF. Ei DEAD L'JrtU M' N "AA: ••''AAI %i ML LF TEMP TRAN LOME Ml DM P P P il p tt MY t 3'r4', Ml ,; : : H i! W i = i ' i i U i' i U i - M • ' ' i • - 1 U - s ^ BEST COPY p Ml p tt p p p p tt p p tt IIDENT ISENF 2. Project Description ! ODATA : REINFORCED CONCRETE DESIGN INPUT PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PASE 53 McDANIEL ENGIMEERING COMPANY, CALIFORNIA FILE BT518I1.BNT BENT 2 - RANCHO SANTA FE RD BRIDG M REINFORCED CONCRETE DESIGN INPUT DATA CL TO MAIM STL CLR TO DISTR REINFORCING SPEC CODE I N Z FY FC KSI KSI ES KSI EC KSI 60.0 4.50 29000.0 3825.0 8 170.0 YTOP YBOT IN IN TOP SLAB BOT SLAB t CLR NOS I CLR NOS 5.1 U 2.0 7 6 2.5 10 0 ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 0 t WARNING ! RESULTS ARE UNCHECKED, USERS ARE ENCOURAGED TO VERIFY THEM, t 0 ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt •I KEY TQ SPEC AND CODE : P 1. SPEC - tt ; WORKING STRESS DESIGN. ^ L ; LOAD FACTOR DESIGN. « 2. CODE - H ; AASHTO CODE APPLIED. A ; ACI CODE APPLIED. Ml THE DEFAULT SPEC AND CODE ARE L AND H, UNLESS SPECIFIED BY USERS OTHERWISE, IIDENT PCBENT ANALYSIS AND DESIGN -- PCLINKS, Inc., Version : 1.01 14:44:59 9/ 5/90 PAGE 54 P P Project Description : Otttttttttttttttttttttttttttttttttttttttttttttttttttt Ot LOAD FACTOR DESISN OF REINFORCED CONCRETE MEMBER t Otttttttttttttttttttttttttttttttttttttttttttttttttttt OMEMBER NO. : 1 HcDANIEL ENGINEERING COHPANY, CALIFORNIA FILE BT518Ii.BNT BEMT 2 - RAHCHO SANTA FE RD BRIDS REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES 114 ; tu ; tio ; 19 ; ts 1 1 LOC MOMENT MAXI MINI COMP AS AS AS FS NO AS ; FS MO AS 1 FS NO AS \ FS NO AS \ FS NO AS KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN.! KSI BAR SOIN.! KSI BAR SQIN. tt p .6 -2280 28.7 14.11 .00 24.1 2 4.56 24.62 3 4.19 26.02 3 3.94 27.72 4 5.67 29.50 5 3.43 TOTAL LFD AS 10.69 10.66 10.64 10.62 10.61 -> .7 -4061 28.7 16.16 .00 25.37 6 15.80 28.00 8 12.41 29.58 10 11.71 51.52 11 10.95 33.54 13 10.25 TOTAL LFD AS 20.40 20.53 20.29 20.25 TOTAL LFD AS 31.00 30.91 30,87 30.83 20.22 .8 -5859 30.8 16.16 3.50 27.74 11 25.14 30.61 15 22.67 32.34 17 21.40 54.45 20 20.04 34.67 25 19.1 30.60 .9 -7675 39.4 16.16 19.51 29.64 16 34.37 52.70 20 30.97 34.54 23 29.23 35.23 29 28.58 35.22 36 28.50 TOTAL LFD AS 39.83 39.66 39.53 39.50 39.42 1.0 -8206 42.0 16,16 25.20 30.13 17 36.98 35.24 22 35.31 35.12 25 51.44 35.30 31 31.18 55.30 40 31.09 TOTAL LFD AS 42.48 42.29 42.19 42.10 42.01 0 tttt CRACKING HOHENT FOR BAR CUTOFF tttt UMIT : FT-KIPS. 1.2tHCfi LT END = .0 1.2tMCR CTR SP = ,0 1.2tMCR RT END = 4010.4 IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PASE 55 OMEMBER NO. : 2 McDANIEL ENSINEERING COMPANY, CALIFORNIA Project Description : FILE BT513I1.BMT BENT 2 - RANCHO SANTA FE RD BRIDS REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES ti4 ; tu ! #10 : t9 ; ts 1 1 LOC MOMENT MAXI MINI COMP AS AS AS FS MO AS ; FS NO AS ; FS NO AS 1 FS NO AS ; FS NO AS KSI BAR SQIN.; KSI BAR SOIM.I KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN. ,0 -7767 39.9 16.16 20.45 30.00 16 35.82 33.10 21 32.27 34.97 24 30.46 36,00 30 TOTAL LFD AS 40.29 40.11 40.03 29.49 36, 59.95 00 38 29.42 39.87 iH ,1 -4657 28.7 16.16 TOTAL LFD AS .2 1468 30.3 8.33 TOTAL LFD AS .3 4872 30.3 13.37 TOTAL LFD AS 25.82 8 17.08 28.49 10 15.38 30.10 12 14.51 32.07 14 ,00 3.61 2 24.04 4.02 3.81 6.33 23.95 3.98 3.81 6.30 25.90 3.97 3.81 6.29 .00 26.75 9 19.17 26.77 15 19.04 26.78 15 18.98 26.80 19 25.57 23.44 23.38 .4 7069 34.4 15.37 7.10 28.87 14 30.27 28.84 20 50.15 28.82 24 50.09 28.80 50 TOTAL LFD AS 34.67 34.55 34.49 ,5 7006 34.1 15.57 6.66 28.57 14 30.01 28.33 19 29.90 28.31 24 29.84 28.50 50 TOTAL LFD AS 34.41 34.30 34.24 13.57 35, 23.85 3.95 3. 6.28 18.92 26. 23.32 30.03 28, 34.43 29.78 28, 34.16 68 17 12.69 23.81 81 5 3.93 6.27 31 24 18.87 23.27 79 38 29.96 34.38 28 38 29.73 34.13 P ,6 6561 31.6 13.57 2.22 28.20 12 27.40 28.16 18 27.51 23.13 22 27.27 28.11 28 27.23 28.09 35 27.20 TOTAL LFD AS 51.30 31.71 31.67 31.65 31.60 .7 4881 30.5 15.57 TOTAL LFD AS 29.13 9 19.22 29.17 13 19.10 29.18 15 19.04 29.20 19 18.97 29.22 24 18.92 23.62 23.50 23.44 23.37 .8 -1456 28.7 3.77 .00 18.99 0 .00 18.94 0 .00 13.91 0 .00 18.39 0 .00 18.86 0 TOTAL LFD AS .9 -5263 28.7 16.16 TOTAL LFD AS 6.64 6.62 6.61 6.60 23.32 .00 6.59 26.38 10 21.58 29.67 13 19.44 31.34 15 18.34 33.59 17 17.17 33.95 22 16.84 23.05 27.93 27.87 ?7.81 27.76 1.0 -8295 42.4 16.16 26.22 30.31 17 37.77 53.44 22 34.02 35.32 26 32.U 35.77 32 31.61 35.77 40 31.53 TOTAL LFD AS : 42.93 42.73 42.63 42.53 42.45 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. 1.2tMCR LT END = 4010.4 1.2tMCR CTR SP = 3593.5 1.2tMCR RT END = 4O10.4 IIDENT PCBENT ANALYSIS AND DESIGN -- PCLINKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 56 OMEMBER NO. : 3 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT518il.BMT BEMT 2 - RANCHO SANTA FE RD BRIDG 1 1 REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES 1 1 114 : tu ; tio ; t9 ; ts LOC MOMENT MAXI MINI COMP AS AS AS FS MO A3 ; FS NQ AS ; FS NO AS ; FS MO AS ; FS MO AS KSI BAR SQIN.; KSI BAR SQIN.; KSI SAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN. p .0 -8198 42.0 16.16 25.U 50.24 17 37.37 33.37 22 35.66 55.24 25 31.77 35.85 31 TOTAL LFD AS .1 -5208 23.7 16.16 TOTAL LFD AS .2 -2049 28.7 12.58 TOTAL LFD AS ,3 4611 30.5 13.57 TOTAL LFD AS 42.44 42.25 42.15 26.75 10 21.05 29.52 12 18.96 51.19 14 17.90 33.25 17 27.64 27.52 27.46 .00 18.57 1 1.76 13.37 1 1.72 18.37 1 1.70 18.37 2 9.53 9.50 9.49 .00 29.01 8 17.66 29.05 12 17.56 29.06 14 17.51 29.07 13 22.03 21.96 21.91 ,4 6443 31.9 15.37 2.82 28.37 13 27.75 28.83 18 27.66 28.61 22 27.62 28.79 28 TOTAL LFD AS 32.15 32.06 32.02 .5 6723 35.0 13.37 4.71 28.70 13 28.86 28.66 19 28.76 28.64 23 28.71 23.62 29 TOTAL LFD AS : 6450 31.9 15.57 2.85 28.i 33.26 35.16 35.U 31.14 35, 42.06 16.75 33. 27.41 1.63 13, 9.47 17.45 29, 21.85 27.57 28, 31.97 28.66 28. 53.06 35 40 51.05 41.97 77 21 16.45 27.35 37 2 1.66 9.46 09 22 17.40 21.80 77 35 27.54 31.94 60 57 28.62 35.02 13 27.76 28.84 18 27.67 23.81 22 27.62 28.79 28 27.58 28.77 35 27.54 P P TOTAL LFD AS 32.16 32.07 52.02 31.98 31.94 .7 4616 30.3 13.37 .00 29.02 TOTAL LFD AS : 8 17.70 29.05 12 17.59 29.07 14 17.53 29.08 18 17.47 29.09 22 17.42 22.10 21.99 21.93 21.37 TOTAL LFD AS 9.50 9.47 9.46 9.44 TOTAL LFD AS 27.58 27.47 27.41 27.35 TOTAL LFD AS 42.40 42.20 42.11 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. 42.01 21.82 .8 -2043 26.7 12.54 .00 18.33 1 1.72 18.33 1 1.68 18.33 1 1.66 13.34 2 1.64 18.34 2 1.62 9.43 .9 -5199 28.7 16.16 .00 26.75 10 21.00 29.50 12 13.91 51.17 14 17.35 33.21 17 16.70 35.77 21 16.36 27.30 1.0 -6139 41.9 16.16 25.01 30.25 17 37.52 33.35 22 33.62 35.23 25 31.73 35.84 31 31.09 35.84 40 31.01 41.93 1.2tHCR LT END = 4010.4 1.2tMCR CTR SP = 3593.5 1.2tMCR RT END = 4010.4 IIDENT PCBENT ANALYSIS AND DESISN - PCLINKS, inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 57 OMEMBER MO. : 4 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT518I1.BNT BEMT 2 - RANCHO SANTA FE RD BRIDG REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES mm tl4 #11 tio t9 1 ts 1 1 — LOC MOMENT MAX! MINI COMP : FS NO A3 FS NO AS FS NO AS FS NO AS FS MO AS AS AS AS i KSI BAR SQIN. KSI BAR SQIN. KSI BAR SQIN. KSI BAR SQIN. KSI BAR SQIN. OH .0 -6285 42.4 16.16 26.11 30.30 17 37.72 33.43 22 33.96 35.31 26 32.07 55.76 31.57 55.76 40 31.48 TOTAL LFD AS 42.33 42.66 42.58 42.49 42.40 .1 -5263 28.7 16.16 .00 26.87 10 21.54 29.66 13 19.40 31.33 15 18.31 53.58 17 17.14 53.95 22 16.81 TOTAL LFD AS • 28.02 27.90 27.34 27.78 27.73 Ml .2 -1457 28.7 8.78 .00 19.03 0 .00 18.97 0 .00 18.95 0 .00 18.92 0 .00 18.89 0 .00 Ml TOTAL LFD AS : 6.65 6,63 6.62 6.61 6.60 .3 4872 50.3 13.37 .00 29.12 9 19.17 29.16 13 19.05 29.17 15 18.99 29.19 19 18.92 29.21 24 18.87 •H Ml TOTAL LFD AS 23.57 23.45 23.39 23.32 25.27 .4 6346 31.5 15.37 2.12 28.15 12 27.34 28.11 16 27.25 28.09 22 27.21 28.07 27 27.17 28.05 35 27.14 Hi TOTAL LFD AS ! 31.74 31.65 31.61 31.57 51.54 .5 6984 54.0 15.37 6.51 28.32 14 29.92 26.26 19 29.81 26.26 24 29.75 28.25 30 29.69 28.25 33 29.64 IH TOTAL LFD AS ! 34.32 34.21 54.15 34.09 54.04 P .6 7040 54.5 15.37 6.90 28.81 14 30.16 28.77 20 30.03 28.76 24 29.93 28.74 30 29.92 23.72 33 29.87 p p TOTAL LFD AS 34.56 34.43 34.38 34.52 34.27 .7 4893 30.5 15.57 TOTAL LFD AS .8 1485 30.5 3.42 TOTAL LFD AS .9 -4644 28.7 16.16 TOTAL LFD AS .00 26.77 9 19.50 26.80 13 19.17 26.32 15 19.11 26.63 19 19.05 26.35 24 13.99 25.70 23.57 23.51 23.45 .00 4.09 2 4.U 4.09 3 4.07 4.09 3 4.05 4.09 4 6.40 6.37 6.36 6.34 25.59 4.04 4.09 5 4.02 6.53 .00 25.80 8 17.00 28.47 10 15.30 30.08 12 14.44 32.05 14 13.51 33.70 17 12.81 23.96 23.87 23.82 23.77 TOTAL LFD AS 40.26 40.09 40.00 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UMIT : FT-KIPS. 59.92 23.73 1.0 -7761 39.8 16.16 20.39 30.00 16 35.79 33.10 21 32.24 34.96 24 30.43 36.00 30 29,47 36.00 37 29.39 39.84 1.2IMCR LT END = 4010.4 1.2tMCR CTR SP = 3593.5 1.2tHCR RT END = 4010.4 IIDEMT PCBENT ANALYSIS AND DESIGN - PCLIMKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 56 P OMEMBER NO. : 5 McDANIEL ENSINEERING COMPANY, CALIFORNIA Project Description : FILE BT516I1.BNT BENT 2 - RANCHO SANTA FE RD BRIDG _l _ [ _ REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES _l _ [ _ ti4 ; tu ; tio : t9 ; t8 1 1 LOC MOMENT MAXI MINI COMP AS AS AS FS NO AS ; FS NO AS ; FS NO AS ; FS NO AS ; FS NO AS KSI BAR SQIN.; KSI BAR SQIN.! KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SOIM. p .0 -6202 42.0 16.16 25.16 30.13 17 36.97 33.24 22 35.30 35.11 25 51.45 35.31 51 51.16 35.31 40 31.07 TOTAL LFD AS 42.46 42.27 42.17 42.08 TOTAL LFD AS 39.31 59,64 39.56 59.48 TOTAL LFD AS .5 -4057 28.7 16.16 TOTAL LFD AS .4 -2277 23.7 14.03 TOTAL LFD AS 50.93 50.39 30.85 50.31 .00 24.00 2 20.38 4.33 24.62 3 10.67 20.30 20.27 20.23 10.64 10.62 10.60 41.99 .1 -7672 39.4 16.16 19.47 29.64 16 34.56 32.70 20 30.96 34.54 25 29.22 55.24 29 28.56 55.23 36 28.49 39.41 .2 -5855 30.8 16.16 3.47 27.73 U 25.12 30.61 15 22.65 32.33 17 21.39 54.45 20 20.03 34.67 25 19.86 30.78 .00 25.37 6 13.78 28.00 8 12.40 29.56 10 11.69 31.51 U 10.95 55.54 15 10.24 20.19 4.16 26.01 3 3.91 27.71 4 5.65 29.49 5 3.40 10.59 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. P 1.2tHCR LT END ^ 4010.4 1.2IHCR CTR SP = .0 1.2tMCR RT END = .0 HH IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, inc., Version : 1.01 14!44!39 9/5/90 PAGE 59 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT516I1.BMT BENT 2 - RANCHO SANTA FE RD BRIDG ttt NOTES TO USERS : ttt {li THE MAK. CONCRETE STRESS DUE TO SERVICE LOAD IS LOCATED AT .2 POIMT IN SPAN 5. (2) THE MIN. CONCRETE STRENGTH REQUIRED AT 28 DAYS IS = 7845. PSI. (2) BAR SPACINGS MUST BE CHECKED AGAINST THE APPLICABLE CODES. (3) TOTAL LFD AS : TOTAL AREA OF REINFORCING STEEL BASED ON THE FACTORED MOMENT ONLY. (4) FS : ALLOWABLE BAR STRESS USED TQ MEET THE REQUIREMENTS OF CRACKING CONTROL. (5; THE FINAL AREA OF STEEL, AS, DOES NOT INCLUDE THE ADDITIONAL SLAB REINF0CEIN6. IIDENT PCBENT ANALYSIS AND DESIGN - PCLIMKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 60 ^ OMEMBER MO. ! 1 McDANIEL EMGINEERING COMPAMY, CALIFORNIA Proiect Description : FiLE BTSiSIl.fiNT BENT 2 - RANCHO SANTA FE RD BRIDG AASHTO STIRRUP DESIGN FOR BENT CAP LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RISHT OAPPLIED SHEAR FORCE VU : 0. U. 21. 52. 43. 729. 1058. 1069. 1079. 1090, UOi. OCQNC. SH RESISTANCE VC : 42. 95. 149. 523. 177. 161. 169. 197. 205. 213. 221. OWIDTH OF GIRD WEB (INJ : 172. 172. 172. 53. 24. 25. 26. 27. 28. 29. 30. H OSTIRRUP DESIGN SHR. VS : 0. 0. 0. 0. 0. 548. 869. 372. 374. 377. 880. p p p tt FINAL STIRRUP DESIGN -I 1 1 ( J 1 1 1 1 1- SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING -I J 1 1 1 1 1 1 1 1- NO. ; DESCRIPTION t5 ; SPACING INCH ; RESIST. KIPS ; AREA REQ-D/CAP ; MAX SP ALLOWED 24. 5. 4. 4. 4. 4. 4. 85. 660. 1020. 1020. 1020. 1020. 1020. .62 .62 1.24 1.24 1.24 1.24 1.24 3.48 4.63 5.79 24.00 24.00 3.72 4.70 4.68 4.67 4.65 4.64 5. 5. 3. 24. 45. 102. 160. 141. 1.24 1.24 1.24 1.24 1 1 1 1 1 1 1 1 1 1 3. 3. 3. 24. 24. 5. 3. 3. 3. 3. 3. 64. 145. 227. 200. 121. 579. 966. 966. 966. 966. 966. 1.76 1.76 1.76 1.76 .38 .33 .88 .88 .88 .88 .38 3.48 4.63 5.79 24.00 24.00 5.29 5.53 3.52 3.31 3.50 3.29 1 1 1 1 1 ( j 1 1 1 3. 3. 3. 24. 24. 6. 4. 4. 4, 4. 4. 87. 198. 309. 273. 165. 658. 987. 987. 967. 967. 987. 2.40 2.40 2.40 2.40 1.20 1,20 1.20 1.20 1.20 1.20 1.20 3.46 4.63 5.79 24,00 24.00 7,21 4.55 4.53 4.52 4.50 4.49 1 1 1 f 1 1 1 1 1 i P t6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED t7 SPACING INCH RESIST. KIPS AREA REQ-D/CAP MAX SP ALLOWED ttt NO GIRDER FLARE REQUIRED FOR THE LEFT END, BUT THE RT. END GDR. FLARE ENDS 10.9 FEET FROM THE RIGHT END. ttt IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLIMKS. Inc., Version : 1.01 14:44:59 9/ 5/90 PAGE 61 NcDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT518I1.8NT BENT 2 - RANCHO SANTA FE RD BRIDG AASHTO STIRRUP DESIGN FOR BENT CAP mm OMEMBER NO. : 2 LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT mm OAPPLIED SHEAR FDRCE VU : 2121. 1327. 1205. 1083. 289. 277. 466. 1263. 1381. 1490. 1569. OCONC. SH RESISTANCE VC : 427. 366. 309. 250. 191. 177. 192. 225. 258. 291. 324. mm OWIDTH QF GIRD WES (IM| : 53. 50. 42. 54. 26. 24. 26. 31. 35. 40. 44. P OSTIRRUP DESISN SHR. VS : 1694. 959. 896, 833. 98. 100. 274. 1038. 1122. 1195. 1265. FINAL STIRRUP DESIGN -t--t--t--t-•t-•t--t--t--t--t- DE3CRIPTIQN SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING -t , 1 1 1 1 1 1 1 1 P t5 ; SPACING INCH ; RESIST. KIPS ; AREA REQ'D/CAP ; MAX SP ALLOWED 5. 4. 4. 4. 18. 18. 6. 5. 5. 3. 5. 2041. 1020. 1020. 1020. 115. 113. 540. 1361. 1361. 1361, 1361. 1.86 1.24 1.24 1.24 .62 .62 .62 1.24 1.24 1.24 1.24 3.61 4.26 4.56 4.90 20.36 20.42 7.45 3.93 3.64 3.40 3.23 J 1 1 1 1 1 J 1 1 1 3. 6. 6. 6. 24. 24. 9. 5. 5. 4. 4. 1931. 966. 966. 966. 121. 121. 522. 1159. 1159. 1448. 1443. 1.76 1.76 1.76 1.76 .88 .83 .83 1.76 1.76 1.76 1.76 5.42 6.04 6.47 6.96 24.00 24.00 10.57 5.53 5.16 4.85 4.58 J 1 1 1 1 1 1 1 1 1 4. 6. 6. 9. 24. 24. 12, 6. 6. 6. 6. 1975. 1317. 1317. 878. 165. 165. 329. 1317. 1317. 1317, 1317. 2.40 2.40 2.40 2.40 1.20 1.20 1.20 2.40 2.40 2.40 2,40 4.66 8.24 3.82 9.48 24.00 24,00 14,42 7.61 7.04 6.59 6.24 J 1 1 1 1 1 1 1 1 1 16 SPACING INCH RESIST. KIPS AREA REQ-D/CAP MAX SP ALLQMED #7 SPACING INCH RESIST. KIPS AREA REO'D/CAP MAX SP ALLOWED ttt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 16.7 FT. FROM THE LT. END AND TKE RIGHT END FLARE ENDS 19.7 FT. FROM THE RIGHT END. tttt IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 62 HcDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BT5i6U.SNT BENT 2 - RANCHO SAMTA FE RD BRIDG AASHTO STIRRUP DESISN FOR BENT CAP OMEMBER NO. : 3 LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RI6HT MM Ml m OAPPLIED SHEAR FORCE VU : OCONC. SH RESISTANCE VC : OWIDTH OF GIRD WEB (IN) : OSTIRRUP DESIGN SHR. VS : 2198. 442. 60. 1757. 1416. 381. 52. 1055. 1298. 320. 44, 976. 1175. 260. 55. 916. . 576. 199. 27, 177. 257. 177. 24. 80. 576. 199. 27. 177. 1175. 259. 35. 915, 1297. 320. 44. 977. 1415. 381. 52. 1054. 2196. 442. 60. 1756. mm m FINAL STIRRUP DESIGN : 1 r 1 1-1-1-1-1-1-1-1-1-1- m P DESCRIPTION . ; ; , ( 1 1— 15 ; SPACING INCH ; 3. 5. 4. 4. 9. ; RESIST. KIPS ; 2041. 1361. 1020. 1020. 227. ; AREA REQ'D/CAP ; 1.86 1.24 1.24 1.24 .62 SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING —t 1™ ...( 1 , 1 24. 9. 4. 4. 3. 5. 85. 227. 1020. 1020. 1561. 2041. .62 .62 1.24 1.24 1.24 1.86 HI P Ml m HAX SP ALLOWED 3.49 3.95 4.17 4.46 11.50 24.00 11.53 4.46 4.18 3.95 3.49 1 1 1 1 1 1 1 1 1 1 3. 5. 5. 6. 15. 24. 15. 1159. 1159. 966. 195. 121. 193. 1.76 1.76 1.76 .83 .88 .88 5.60 5.92 6.53 16.32 24.00 16.37 #6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP HAX SP ALLOWED 1931. 1.76 3.30 •t-•t-•t--t--t-•t--t- 6. 5. 966. U59. 1.76 1.76 6.33 5.93 1 1- 5. 5. 1159. 1951. 1.76 1.76 5.60 5.50 1 t7 SPACING INCH RESIST. KIPS AREA REQ-D/CAP MAX SP ALLOWED 4. 1975. 2.40 4,50 Mi 6. 6. 6. 21, 24. 21. 6. 6. 1317. 1317. 1317. 163. 165. 138. 1317. 1317. 2.40 2.40 2.40 1.20 1,20 1.20 2,40 2.40 7,64 8.08 8.63 22,26 24,00 22.32 8,65 8.08 ( J 1 1 1 1 1 1 1 6. 4. 1517. 1975. 2.40 2.40 7,64 4.50 1 ttt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 19.3 FT. FROM THE LT. END AND THE RIGHT END FLARE ENDS 19.2 FT. FROM THE RIGHT END. tttt IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLIMKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 63 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : FILE BTSIGII.BNT BENT 2 - RAMCHO SAMTA FE RD BRIDG AASHTO STIRRUP DESIGN FOR BENT CAP mm OHEMBER NO. : 4 LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .3 PT. .9 PT. RIGHT wm OAPPLIED SHEAR FORCE VU : 1537. i486. 1579. 1261. 464. 542. 291. 1035. 1207. 1329. 2122. m OCONC. SH RESISTANCE VC : 324. 291. 258. 225. 192. 177. 192. 250. 309. 368. 427. OWIDTH QF GIRD WEB (IN) : 44. 40. 55. 31. 26. 24. 26. 34. 42. 50. 53. mm OSTIRRUP DESIGN SHR. VS : 1265. 1197. 1121, 1036. 272. 166. 100. 835. 398. 961. 1696. FINAL STIRRUP DESIGN t--t-•t-•t--t--t-•t--t-t- DESCRIPTION SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING -t-•t--t--t -t-t -I-•t-•I--I- ii MR m p t5 ; SPACING INCH ! 3. 3. 3. 3. 6. 12. 13. 4. 4. 4. 5. : RESIST. KIPS : 1361. 1361. 1361. 1361. 540. 170. 113. 1020. 1020. 1020. 2041. I AREA REQ'D/CAP • 1.24 1.24 1.24 1.24 .62 .62 .62 1.24 1.24 1.24 1.B6 HAX SP ALLOWED 3.23 3.41 3.64 3.94 7.50 12.35 20.50 4.39 4.55 4.25 5.61 1 1 1 ( 1 1 1 1 » 1 t6 SPACING INCH RESIST. KIPS AREA RES"D/CAP MAX SP ALLOWED 4. 4. 5. 5. 9. 15. 24. 6. 1448. 1448. 1159. 1159. 322. 193. 121. 966. 1.76 1.76 1.76 1.76 .38 .38 .83 1.76 4.59 4.84 5.17 5.59 10.64 17.49 24.00 6.94 a. 966. 1.76 6.45 6. 966. 1.76 6.03 3. 1931. 1.76 3.42 -t--t--t--t--t--t--I •t--t--t- t7 SPACING INCH RESIST. KIPS AREA REQ"D/CAP MAX SP ALLOWED 6. 6. 6, 6. 12. 21. 24. 9. 6. 6. 4. 1317. 1317. 1317. 1317. 329, 188. 165. 376. 1317. 1317. 1975. 2.40 2.40 2.40 2.40 1.20 1.20 1.20 2.40 2.40 2.40 2.40 6.25 6.60 7.05 7.62 14.51 23.86 24.00 9.46 8.30 8.22 4.66 1 J 1 1 1 1 1 1 1 1 ttt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 19.7 FT. FROM THE LT. END AND THE RISHT END FLARE ENDS 13.7 FT. FROM THE RIGHT END. tttt — IIDENT PCBENT ANALYSIS AMD DESIGN - PCLIMKS, Inc., Version : 1.01 14:44:39 9/ 5/90 PAGE 64 McDANIEL ENGINEERING COMPANY, CALIFORNIA Proiect Description : FILE BT518I1.BNT BENT 2 - RANCHO SANTA FE RD BRIDG AASHTO STIRRUP DESIGN FOR BENT CAP OMEMBER NO. : 5 LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 FT. .7 PT. .8 PT. .9 PT. RIGHT OAPPLIED SHEAR FORCE VU : UOI. 1090. 1079. 1069. 1058. 729. 43. 32. 21. 11. 0. OCONC. SH RESISTANCE VC : 221. 213. 205. 197. 189. 131. 177. 323. 149. 95. 42. OWIDTH OF GIRD NEB (IN) : 30. 29. 28. 27. 26. 25. 24. 53. 172. 172. 172. OSTIRRUP DESIGN SHR. VS : 830. 877. 374. 372. 369. 548. 0. 0. 0. 0. 0. FINAL STIRRUP DESIGN : -t-•t-•t-•t--t-•t-•t--t--t-•t NO. ; DESCRIPTION ; SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING Hi ; P ; . , , , 1 1- tS ; SPACING INCH ; 4. 4. 4. 4. 4. ; RESIST. KIPS ; 1020. 1020. 1020. 1020. 1020. •t--t -t-•t-t- 3. 24. 24. 3. 5. 5. 630. 35. 141. 160. 102. 45, AREA REQ'D/CAP MAX SP ALLOWED 1.24 4.64 1.24 4.65 1.24 4.67 1.24 4.66 1.24 4.70 .62 3.72 .62 24.00 1.24 24.00 1.24 5.79 i.24 4.63 1.24 3.43 -t-•t--I--I--t--t--t- 16 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 966. 5. 966. 3.29 3.30 3. 966. .88 3.51 5. 966. .88 3.32 5. 966. 5. 579. 24. 121. 3.33 5.29 24.00 24. 200. 1.76 24.00 3. 227. 1.76 5.79 145. 1.76 4.63 3. 64. 1.76 3.48 -t-•t--t--t t--t- t7 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 4. 987. 1.20 4.49 4. 987. 1.20 4.50 4. 937. 1.20 4.52 4. 987. 1.20 4.53 4. 987. 1.20 4.55 0. 653. 1.20 7.21 24. 165. i.20 24.00 Jit, 273. 2.40 24.00 .j. 309. 2.40 5.79 198. 2.40 4.63 3. 37. 2,40 3.48 -t--t -t--t-•t--t-•t- ttt NO SIRDER FLARE REQUIRED FOR THE RIGHT END, BUT THE LT. END GDR. FLARE ENDS 10.9 FEET FROH THE LEFT END. ttt P ESIGN PCBENT BEGINNING OF BENT ANALYSIS ANSD 1 tttt ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt PCBENT ANALYSIS AND DESIGN PROGRAM (C) Copyright 1990 PCLINKS, Inc. All Rights Reserved. 2530 Alhaibra Blvd., Suite 140 Sacrasento, CA 95817 (916) 456-4336 Licensed to : McDaniel Eng'g, Co. Serial No. : 721157 t VERSION : 1.04 DATE : 5/08/90 tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttlttt tttttttttttttttttttttttttttttttttttttt YDUR PC BENT FILE NAME IS : c:\51B\bt516i2 ttttttttttttttttttttttttttttttttttttttttttt P Hi IP P FILE BT518U.BNT mi < - RANCHO SANTA FE RD BRIDGE 1 1 2C H 2 2 5 H 4 H 5 H 3 3 4 4 5 5 6 CH 6 7 7 6 8 5 0 26 0 26 0 26 910 5P 0 0 45 0 65 0 63 0+ 65 0+ 63 0+ 65 0+ 1 185 3 2 0 3 2 418 5 5 0 5 3 419 5 4 0 5 4 418 5 5 0 3 135 416 419 416 185 250 250 250 250 0 28 0 44 144 56 100 0 40 144 100 100 0 0 144 500 858 1 56 333 31 2 56 338 1276 1 30 200 219 2 30 200 1219 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0086 0 0 0086 0 0 0036 0 0 400 400 0 0 0 0 0 0 0 0 0 0 00 0 00 0 00 0 0 0 00 0 0 0 00 0 0 0 00 0 0 0 00 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0066 0086 0036 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 042 450 0 450 0 450 0 450 0 450 0 325 0 525 0 325 0 325 0 0 0 0 0 0 0 8 342 0 0 0 0 0 0 0 0 0 OS 0 0 0 0 0 0 0 0 2091 2091 107310 107310 107310 107310 107310 107310 107310 107310 107510 0 0 1 207511 0 0 2 3 6 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2073U 207511 207312 207312 207312 207312 207311 0 0 0 207311 0 0 0 207311 0 0 0 207311 0 0 0 207311 0 0 0 2073U 0 0 0 207311 0 0 0 207311 5 122 5 142 5 185 6 0 7 0 6 0 9 0 0 1 1 2 1 3 9 4 1 0 1 0 2 0 3 0 4 0 5 156 6000 3 0 2 0 i 0 0 26 4 0 4 0 4 0 0 0 4416 585 4416 892 4416 983 4416 892 3550U 0 3550U 3550U 3550U 3550U 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 0 00 00 0 00 0 0000000 0 0 0 2507 SOU SOU 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60010600 0 0 0 0 0 4355 0-0-0 OS 0-0-0 0 0-0-0 0 0-0-0 0 0-0-0 0 60 804 0 362 559 45029000 3825 8170 825 51411 200 7 6 25010LC 207311 207311 2073U 207312 207512 207312 207312 307313 407514 407314 407514 407314 507316 507316 507316 507316 507316 557317 807318 II DEN I PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1,04 16: 8:58 9/ 5/90 PAGE 1 FRAME DESCRIPTION McDANIEL ENGIMEERiNG COMPANY, CALiFORNiA Project Description : JOINT END SUPPORT HEMBER *" LINE HEH NO COND OR DEAD LOAD SKEW SLOPE RECALL mm NO. NO LT RT LT RT DIR SPAN i HINGE E UNIFORM SEC LT RT DEGREE MEM — 1 1 2 C G 16.5 .00 .0 0. .000 000. .00 .00 .0 0 2 2 3 G 41.8 .00 .0 0. .000 000. .00 .00 .0 0 PM 3 3 4 G 41.9 .00 .0 0. .000 000. .00 .00 .0 0 4 5 G 41.8 .00 .0 0. ,000 000. .00 .00 .0 0 5 5 6 c 6 16.5 .00 .0 0. .000 000. .00 .00 .0 0 — 6 7 2 p 25,0 .00 2.3 0. .000 000. .00 .00 90.0 0 7 6 3 p 25,0 .00 2.8 0. .000 000. .00 .00 90.0 0 8 9 4 p 25,0 .00 2.3 0. .000 000. .00 .00 90.0 0 ^ 9 10 5 p 25.0 .00 2.8 0. .000 000. .00 .00 90.0 0 IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLIMKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 2 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description OHQRIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END - DOWNWARD POSITIVE 0 MEMBER 1 E= 5824. .005 .002 .001 .001 .000 0 MEMBER 2 E= 3824. .000 .003 .005 .008 .000 0 MEMBER 3 E= 3824. .000 .003 .005 ,003 .000 0 MEMBER 4 E= 5324. .000 .003 .004 .008 .000 0 MEMBER 5 E= 5824. .000 .001 .002 .003 .004 OVERTICAL MEMBER DEFLECTIONS IN FEET AT 1/ 4 POINTS FROM LEFT END. P 0 MEMBER 6 E= 5250, .000 .000 .000 .000 .000 0 MEMBER 7 E= 3250, .000 .000 .000 .000 .000 0 NEHBER 8 E= 5250, .000 .000 .000 .000 .000 0 MEMBER 9 E= 3250. .000 .000 .000 .000 ,000 ttt MEMBER DEFLECTIONS BASED QN THE MODULUS OF ELASTICITY OF CONCRETE GIVEN BY USER, tttttt m MEMBER DEFLECTIONS DO NOT INCLUDE CREEP FACTOR. (NORMALLY 3 FOR P/S AND 4 FOR LFD! IIDENT PCBENT ANALYSIS AND DESISN ~ PCLINKS, Inc.. Version : 1.04 16: S;67 9/ 5/90 PAGE 21 McDANIEL ENGINEERING COMPAMY, CALIFORNIA Project Description : LIVE LOAD REACTION INPUT DATA : m STANDARD HS TRUCK / ALTERNATIVE TRUCK » P LOAD / SPECIAL TRUCK « wm MAXI. AXIAL FORCE MAX. LONGI MOMENT MAXI. AXIAL FORCE MAX. LONGI MOMENT mm AXIAL MOMENT TOP BOT KIPS KIP-FT AXIAL MOMENT TOP BOT KIPS KIP-FT AXIAL MOMENT TOP BQT KIPS KIP-FT AXIAL MOMENT TOP BOT KIPS KIP-FT 156. 242. 0. 30. 804. 0, 562. 559. 0. 276. 2354. 0. IIDEMT PCBENT AMALYSIS AMD DESIGN ~ PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 22 NcDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : ttttt STANDARD HS TRUCKS ttttt POSITIVE LIVE LOAD MOMENT ENVELOPES AND ASSOCIATED SHEARS FOR CAP DESIGN MEM LEFT .1 PT. .2 PT. .5 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT 1 SHEAR .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 p p p 2 129.5 193.3 688.9 1119.9 1324.9 1334.6 1204.4 884.4 345.0 155.4 155.8 SHEAR -18.9 189.6 154.8 33.6 -1.2 8.6 -102.7 -58.3 -181.7 4.4 4.4 3 243.6 142.3 360.4 372.7 1134.1 1200.3 1134.5 372.7 330.4 142.8 243.6 SHEAR -24.0 -24.0 168.9 47.4 12.9 -22.5 -39.6 -47.4 -168.9 24.0 24.0 4 153.8 135.4 343.0 834.4 1203.8 1334,3 1324.9 1119.9 633.9 193.3 129.5 SHEAR -4.4 -4.4 181.7 58.3 25.7 -6.6 1.2 -33.6 -154.8 -189.6 18.9 5 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 SHEAR .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 IIDENT PCBENT ANALYSIS AND DESISN -- PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 23 0 tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttltttt MAXIMUM POSITIVE CAP MOMENT ENVELOPE DUE TO FACTORED DL + LL tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 0 MEM LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT, ,7 PT. .3 PT. .9 PT. RIGHT NO 1 .0 .0 .0 .0 .0 .0 .0 .0 ,0 .0 .0 2 ,0 .0 1452.1 4631.9 6729.3 6621.1 5968.0 4644,8 722.0 .0 .0 3 .0 .0 760.1 4313,1 6106.8 6358.9 6054.4 4380.5 775.1 ,0 .0 4 ,0 .0 741.4 4575.6 5982.4 6546.9 6566.4 4552.7 1284.3 .0 .0 5 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 IIDENT PCBENT AMALYSIS AND DESIGN - PCLIMKS, Inc, Version : 1,04 16: 8:67 9/ 5/90 PAGE 41 NcDANIEL EMGINEERING COMPANY, CALIFORNIA Project Description : 0 ttttttttttttlttttttttttttltttttttttttttttttttttttttttttttttttttt MAXIMUM NEGATIVE CAP MOMENT ENVELOPE DUE TD FACTORED DL + LL tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt P tt 0 P MEH LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .8 PT. .9 PT. RIGHT il .0 -7.9 -31.6 -71.1 -126.4 -357.6 -2023.5 -5633.7 -5569.8 -7066.7 -8779.4 HI P ( -7483.) 2 -8576.6 -4152.7 -U72.7 .0 .0 .0 .0 .0 -1370.5 -5030.9 -9288.6 ( -7095.) ( -7865.) 3 -9156.9 -4336.6 -19U.4 .0 .0 .0 .0 .0 -1896.4 -4924.0 -9017.1 ( -7750.) { -7649.) 4 -9091.9 -4922.9 -1351.1 .0 .0 .0 .0 .0 -1408.7 -4504.5 -8770.3 ( -7696.) ( -7342.) 5 -9092.3 -7580.1 -5683.1 -4002.0 -2556.7 -1087.3 -126.4 -71.1 -31.6 -7.9 .0 ( -7797.) IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 42 McDANIEL ENGINEERING COMPAMY, CALIFORNIA Project Description : 0 tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt MAXIMUM CAP SHEAR ENVELOPE DUE TO FACTORED DL + LL tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 0 MEM LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .S PT. .9 PT. RIGHT 1 .0 -8.5 -17.1 -25.6 -34.2 -616,8 -895.9 -904.4 -913.0 -921,5 -930.1 2 1766.5 1113.4 lOU.O 903,2 253.9 139,5 -406.0 -1082.6 -U31.3 -1274.5 -1357.6 3 1357.4 1193.2 1094.2 990.5 312.5 2U.8 -324.8 -1003.0 -1106.7 -1205.7 -1869.9 4 1356.4 1255.5 1160.6 1061.4 534.8 2S2.0 -255.1 -929.4 -1032.2 -1134.6 -1807.7 5 930,1 921.5 913.0 904,4 B95.9 616,3 34,2 25.6 17.1 8.5 .0 tttttt THE LIVE LOAD COULD BE EITHER A 1.15P AND/OR HS TRUCKS, QR A GROUP OF STANDARD HS TRUCKS, tttttt ^ IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.04 16: 3:67 9/ 5/90 PAGE 43 P Ml McDANIEL ENGINEERING COMPANY, CALIFORNIA P Project Description : P Ml P RESULTS FDR COLUMN DESIGN ttttt STANDARD HS TRUCKS ttttt MAXIMUM TRANSVERSE MO. m ASSOC. ASSOCIATED MAXIMUM MEM AXIAL LONGITUDINAL MO. TRANSVERSE MO, n MO FORCE BOT TOP BOT TOP t N t t MX t t MY I 6 85.4 .0 582.7 .0 648.0 P 7 130.3 .0 949.4 .0 1096.5 Ml m 6 120.9 ,0 680.9 .0 1015.2 — 9 105,7 .0 770.0 .0 1013.4 IIDEMT PCBENT ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.04 16: 3:67 9/ 5/90 PAGE — McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : mm RESULTS FOR COLUMN DESIGN tm ttttt STANDARD HS TRUCKS ttttt MAXIMUM LONGITUDINAL MO. ^ ASSOC. MAXIHUH ASSOCIATED MEM AXIAL LONGITUDINAL MO. TRANSVERSE MO. NO FORCE BOT TOP BOT TOP t N t t MX t t MY t 6 151.0 .0 1099.8 .0 867.4 ^ 7 202,1 .0 1472.1 .0 1412.4 ^ 3 202.1 .0 1472.1 .0 1586.6 •I 9 152.6 .0 11U.6 .0 1227.2 Hi IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 45 HcDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : RESULTS FOR COLUMN DESIGN ttttt STANDARD HS TRUCKS ttttt MAXIMUM AXIAL FORCE m p MEM MAX. AXIAL FORCE t N t ASSOCIATED L0N6ITUDIMAL HO. BOT TOP t MX t ASSOCIATED TRANSVERSE MO. BOT TOP t HY t mw 7 9 IIDENT 294.4 354.1 594.1 297.6 .0 531.0 .0 443.1 .0 443.1 .0 334.6 .0 -32.7 .0 446.5 .0 596.0 .0 650.4 FCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.04 16: 3:67 9/ 5/90 PAGE 46 McDANIEL EMSIMEERIMG COMPANY, CALIFORNIA Project Description : RESULTS FOR COLUMN DESIGN ttttt COHBINATION OF P AND/OR HS TRUCKS ttttt MAXIMUM TRANSVERSE MO. MEM ASSOC. AXIAL FORCE t N t ASSOCIATED LONGITUDINAL MO, BQT TOP t MX t MAXIMUM TRANSVERSE MO. BOT TOP t MY t 6 339.0 .0 1962.0 .0 2238.3 7 352.2 .0 2127.4 .0 2512.3 8 315.5 .0 2020.1 .0 2334,8 9 275.3 .0 1766.1 .0 2417.9 liDENT PCBENT ANALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 47 McDAMIEL EMGINEERING COMPANY, CALIFORNIA Project Description : RESULTS FOfl COLUMN DESIGN ttttt COMBINATIOM OF P AND/OR HS TRUCKS ttttt MAXIMUM LONGITUDINAL MO. P ASSOC. MAXIMUM ASSOCIATED MEM AXIAL LONGITUDINAL MO. TRANSVERSE MO. NO FORCE BOT TOP BOT TOP t N t t MX t t MY t 6 538.9 .0 2490.6 .0 2577.4 7 575.7 .0 2392.8 .0 2160.8 3 373.7 .0 2392.3 .0 2363.6 9 391.7 .0 2506.2 .0 2138.4 IIDENT PCBENT ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 PAGE 48 McDANIEL EMGINEERING COMPANY, CALIFORMIA Proiect Description : RESULTS FOR COLONM DESIGN ttttt COMBINATION OF P ANO/OR HS TRUCKS ttttt NAXIHUM AXIAL FORCE iH il « MAX. ASSOCIATED ASSOCIATED MEM AXIAL LONGITUDINAL MO. TRANSVERSE NQ. " NO FORCE BOT TOP BOT TOP ™ t N t t MX t t MY t Hi 6 560.1 .0 627.7 .0 767.3 ^ 7 538.1 .0 603.0 .0 515.0 ^ S 558.1 .0 603.0 .0 631.5 * 9 564.1 .0 632.1 .0 380.9 "* 0 tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt P 0 ttttt CAUTION - THE LIVE LOAD COLUMN MOMENTS HAVE BEEN ADJUSTED BECAUSE OF THE SKEW ANGLE, ttttt 0 tttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttitttttitttttttttttttttttttttttt «• IIDENT PCBENT ANALYSIS AMD DESISN - PCLINKS, Inc., Version : 1.04 16:6:67 9/5/90 PAGE 49 HI ^ McDANIEL ENSINEERING COMPANY, CALIFORNIA **" Project Description : tttttttttttttttttttttttttttttttttttttttttttttttttttttt mm t SUMMARY OF COLUMN LOADS FOR PC YIELD PROGRAM INPUT t mm ttttttttttttttttttttttttttttttttttttttttttlttttttttttt Ml t MEMBER NO. 6 UPPER END : MM LIVE LOAD + IMP. EtJ DEAD PS MY MX N WD WL LF CF TEMP TRAM LONG LOAD MAXI MAXI MAXI MY 51. 0. 648. 867. -33. 0. 0. 0. 0. 0. 0. Ml HX 583, UOO. 351. Hi m N 1423. 0. 65. 151. 294. 0. 0. 0. 0. 0. 0. ^ PHY 2236. 2577. 767. *• PMX 1962. 2491. 628. * PN 339. 339. 560. «im t MEMBER NO. 6 LONER END : Ml MN LIVE LOAD + IMP. EQ m DEAD PS MY MX N WD WL LF CF TEMP TRAN LONG mm P LOAD MAXI MAXI MAXI mm P Ml MY 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. P 0. 0. MX 0. 0. 0. HI N 1423. 0. 85, 151. 294. 0. 0. 0. 0. 0. 0. P PHY 0. 0. 0. Ml Ml PMX 0. 0. 0. mm PN 359. 389. 560. mm mm ^^^^^^ PCBENT ANALYSIS AND DESISN ~ PCLINKS, Inc., Version : 1.04 16: 6:67 9/ 5/90 mm HcDANIEL : E M 6 I M E £ R I N G COMPANY , CALIFORNI A ^ Projecl Description : ^ tttttttttttttttttttttttttttttttttttttttttttttttttttttt - t SUMMARY OF COLUMN LOADS FOR PC YIELD PROGRAM INPUT t tttttttttttttttttttttttttttttttttttttttttttttttttttttt — t MEMBER NO. 7 UPPER END : LIVE LOAD + IMP. EQ DEAD PS HY MX N ND WL LF CF TEMP TRAN LONG LOAD MAXI MAXI MAXI MY -12. 0. 1098. 1412. 446. 0. 0. 0. 0. 0. 0. MX 949. 1472. 443. N 1510. 0. 130. 202. 394. 0. 0. 0. 0. 0. 0. tt PHY 2512. 2181, 515. PMX 2127. 2393. 605, PN 552. 374. 538. t MEMBER MO. 7 LOWER END : p LIVE LOAD + IMP. EQ M Ml Ml DEAD PS LOAD MY MAXI MX MAXI M MAX I WD WL LF CF TEMP TRAN LONG P mm MY 0. 0. 0. 0. 0. 0. 0. 0. 0, 0. 0. mm HX 0. 0. 0. N 1510, 0, 130. 202. 394. 0. 0. 0. 0, 0. 0. mm PHY 0. 0. 0. — PMX 0. 0. 0, PN 332. 374. 538. IIDENT PCBENT ANALYSIS AND DESiGN ~ PCLINKS, Inc., Version : 1,04 16: 3:67 9/ 5/90 (MB McDANIEL i ENGINEER I N S COMPANY , CALIFORNIA Project Description : tttttttttttttttttttttttttttttttttttttttttttttttttttttt t SUMMARY OF COLUMN LOADS FOR PC YIELD PROGRAM INPUT t tttttttttttttttttttttttttttttttttttttttttttttttttttttt t MEMBER ND. 5 UPPER END : LIVE LOAD + IMP. EQ DEAD PS MY MX N WD WL LF CF TEMP TRAN LONG LOAD MAXI MAXI MAXI P m MY 56. 0. 1015. 1387. 396. 0. 0. 0. 0. 0. 0. Ml MX 881. 1472. 443. Hi M 1504. 0. 121. 202. 394. 0. 0. 0. 0. 0. 0. m PMY 2385. 2369. 652. P PMX 2020. 2393. 603. •H P PN 515. 374. 538. Hi P t MEMBER MO. i 3 LOWER END : Ml P LIVE LOAD + IMP. EQ P DEAD LOAD PS MY MAXI MX MAXI N MAX I WD WL LF CF TEMP TRAM LONG tmm HY 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -MX 0. 0. 0. Mi N 1504. 0. 121. 202. 394. 0. 0. G. 0. 0. 0, -PMY PMX 0. 0. 0. 0. 0. 0. OMOl PN 315. 374. 538. -IIDENT PCBENT ANALYSIS AMD DESISN - PCLINKS, Inc., Version : 1.04 16: 8:67 9/ 5/90 M c DANIEL i i N e I NEER I M B COMPANY , CALl FORNI A PAGE 52 ^ Project Description : « tttttttttttttttttttttttttttttttttttttttttttttttttttttt ^ t SUMMARY OF COLUMN LOADS FOR PC YIELD PROGRAM INPUT t * tttttttttttttttttttttttttttttttttttttttttttttttttttttt t MEMBER NO. 9 UPPER END : LIVE LOAD + IMP, EO iH HI DEAD LOAD PS MY MAXI MX MAXI N MAXI WD WL LF CF TEMP TRAN LONG MY -74. 0, 1013. 1227. 650. 0. 0. 0. 0. 0. 0. MX 770. 1112. 335. N 1439. 0. 106. 155. 293. 0. 0. 0. 0. 0. 0. PMY 2418. 2133. 381. PMX 1766. 2508. 632. PM 276. 392. 564. p t MEMBER MO. 9 LOWER END : Ml tt m m p LIVE LOAD + IMP. EO DEAD LOAD PS MY MAXI MX MAXI M MAXI WD WL LF CF TEMP TRAN LONG MY 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. MX 0. 0. 0. M 1435. 0. 106. 153. 298. 0. 0. 0. 0. 0. 0. PMY 0. 0. 0. PMX 0. 0, 0. PN 276. 392. 564. IIDENT PCBENT ANALYSIS AND DE5I6N " PCLINKS, Inc., Version : 1.01 16:8:67 9/5/90 PAGE S3 p McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : ODATA : REINFORCED CONCRETE DESIGN INPUT M REINFORCED CONCRETE DESIGN INPUT DATA CL TO MAIN STL CLR TO DISTR REINFORCING SPEC CODE I —--—-"—————-——----"—-————-— — — N Z FY KSI FC KSI ES KSI EC KSI YTOP YBOT IN IN TOP SLAB BOT SLAB t CLR M05 t CLR NOS 60.0 4.50 29000,0 3325.0 170.0 8.3 5.1 U 2.0 7 6 2,5 10 0 ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt 0 t WARNING : RESULTS ARE UNCHECKED, USERS ARE ENCOURAGED TO VERIFY THEM, t 0 ttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt KEY TO SPEC AND CODE : 1. SPEC - W ; WORKING STRESS DESIGN, L ; LOAD FACTOR DESIGN. 2. CODE - H ; AASHTO CODE APPLIED. A ; ACI CODE APPLIED. THE DEFAULT SPEC AND CODE ARE L AND H, UNLESS SPECIFIED BY USERS OTHERWISE. IIDENT PCBENT ANALYSIS AMD DESIGN - PCLINKS, Inc., Version : 1.01 16: 6:67 9/ 5/90 PAGE 54 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : ^ Otttttttttttttttttttttttttttttttttttttttttttttttttttt Ot LOAD FACTOR DESIGN OF REINFORCED CONCRETE MEMBER t Otttttttttttttttttttttttttttttttttttttttttttttttttttt OMEMBER NO. : 1 REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES ti4 ; tu ; tio ; t9 ; #3 1 1 LOC HOHENT MAXI MINI COMP AS AS AS FS MO AS : FS NO AS ; FS NO AS \ FS NO AS \ FS NO AS KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN,; KSI BAR SQIN.; KSI BAR SQIN. .6 -2025 23,7 12.41 ,00 24,00 1 2,12 24.00 2 2.06 25.27 2 1.94 26.95 2 1.79 28,66 2 1.67 Hi TQTja. LFD AS 9.40 9.57 9.36 9.34 9.35 .7 -3688 28.7 16.16 TOTAL LFD AS .8 -5569 28.7 16.16 TOTAL LFD AS .00 24.75 5 11.06 27.51 7 9.94 28.86 8 9.57 30,75 9 3.76 52.72 11 8.20 18.24 18.17 18.14 18.11 18.03 .03 27.11 10 22.45 29.92 13 20.25 31.61 15 19.11 35.63 18 17.89 54.30 22 17.52 28.68 28.61 28.56 28.50 28.44 .9 -7066 56.5 16.16 13.64 29.01 14 31.25 52.00 18 28.14 53.81 21 26.57 34.94 26 25.65 34.94 35 25.57 TOTAL LFD AS 36.83 56.69 56.62 36.55 36.49 1.0 -7433 33.5 16.16 17.59 29.42 15 33.31 32.46 20 30.01 34.29 23 28.33 35.04 28 27.64 35.04 35 27.57 TOTAL LFD AS 33.83 36.72 33.64 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. 36.56 58.49 1.2tMCR LT END = .0 1.2tMCR CTR SP = .0 1.2IMCR RT END = 4010.4 IIDEMT PCBENT ANALYSIS AND DESISN -- PCLINKS, Inc., Version : 1.01 16: 8:67 9/ 5/90 PAGE 55 OMEMBER NO. : 2 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES t 1 tl4 1 tu ! 1 tio 1 t9 1 1 ts 1 «n LOC MOMENT MAXI MINI COMP I FS NO AS [ FS NO AS ; FS MO A3 ; FS MO AS ; FS MO AS AS AS AS i KSI BAR SQIN.! KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIM. l"W .0 -7094 36.6 16.16 13.90 29,32 15 32.32 32.36 19 29.12 54.13 22 27.49 36.00 26 26.03 36.00 53 25.96 IMM TOTAL LFD AS ; 36.97 36.32 36.76 36.69 56.65 .1 -4152 28.7 16.16 .00 25.08 6 13.73 27.68 8 12.35 29.24 9 11.65 31.15 11 10.69 33.15 13 10.20 am TOTAL LFD AS 20.95 20.87 20.85 20.79 20.75 .2 1452 50.3 8.24 .00 5.67 2 3.92 5.67 5 3.83 5.67 3 3.37 5.67 4 5.85 5.67 5 5.84 m TOTAL LFD AS • 6.25 6.25 6.22 6.20 6.19 .3 4631 30.3 13.37 .00 27.19 8 17.79 27.22 12 17.63 27.23 14 17.62 27.25 18 17.56 27.26 22 17.51 wm TOTAL LFD AS 22.19 22.08 22.02 21.96 21.91 Ml .4 6729 35.0 13.57 4.75 28.78 13 26.89 23.74 19 28.78 23.72 23 28.73 28.70 29 28.68 28.68 37 28.64 Hi TOTAL LFD AS : 33.29 33.18 33.13 35.08 53.04 tt tt .5 6621 52.6 13.57 4.00 28.15 15 23.45 23.U IS 28.55 28.09 25 28.30 28.07 29 28.25 26.05 36 23.21 Ml TOTAL LFD AS 52.85 52.75 52.70 52.65 32.61 P .6 5967 50.3 13.37 .30 27.80 12 25.82 27.75 17 25.75 27.78 21 25.66 27.80 26 25.57 27.82 35 25.49 TOTAL LFD AS 30.22 50.15 50.06 29.97 29.89 .7 4644 30.3 15.57 .00 29.51 8 17.97 29.52 12 17.75 29.53 14 17.69 29.55 IB 17.63 29.56 23 17.58 TOTAL LFD AS 22.26 22.15 22.09 22.05 21.93 .8 -1370 28.7 8.25 .00 17.93 0 .00 17.88 0 .00 17.85 0 .00 17.82 0 .00 17.80 0 .00 TOTAL LFD AS 6.23 6.21 6.20 6.19 6.19 .9 -5030 28.7 16.16 .00 26.56 9 20.02 29.32 12 18.03 30.97 14 17.02 33.00 16 15.92 34.35 20 15.27 TOTAL LFD AS 26.46 26.55 26,29 26.24 26.19 1.0 -7362 40.3 16.16 21.44 29.90 16 35.60 32.99 21 32.08 34.35 24 30.27 35.67 30 29.49 35.67 38 29.41 TOTAL LFD AS : 40.76 40.58 40.50 40.41 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. 1.2IMCR LT END = 4010.4 i.2tMCR CTR SP = 3593.5 1.2tHCR RT END = 4010,4 IIDENT PCBENT ANALYSIS AND DESIGN - PCLIMKS, Inc., Version : 1,01 16: 8:67 9/ 5/90 PASE 56 OMEMBER NO. : 3 McDANIEL ENGINEERING COMPANY, CALIFORMIA Project Description ; REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES ti4 ; tu ; tio ! #9 ; to LOC MOMENT MAXI MINI COMP AS AS AS FS NO AS ; FS NO AS ; FS NO AS ; FS NO AS ; FS NO A3 KSI BAR SQIN.; KSI BAR SQIM.; KSI BAR SQIN.; KSI BAR SQIM.; KSI BAR SQIM. .0 -7730 39.7 16,16 20.06 29.79 16 54,98 32.86 21 31.51 34.71 24 29.75 35.70 29 P TOTAL LFD AS .1 -4336 26.7 16.16 TOTAL LFD AS .2 -19U 28.7 11.66 TOTAL LFD AS .3 4515 30.3 13.37 TOTAL LFD A3 ,4 6106 50.6 15.37 TOTAL LFD AS 40.10 39.93 39.65 26.50 9 13.92 29.02 11 17.04 30.66 13 16.08 52.67 15 25.51 25.41 25.55 .00 18.64 0 .85 16.64 1 6.65 .61 18.65 1 8.82 .79 16.65 1 8.81 .00 28.61 8 16.34 29.24 10 15.90 29,25 15 15.85 29.27 16 20.41 20.50 20.25 ,43 23.59 12 26.38 28.55 17 26.30 28.53 21 26.27 28.50 27 30.78 30.70 50.67 ,5 6538 51.5 15.37 2.07 28.37 12 27.51 28.53 18 27.22 28.31 22 27.18 23.29 27 51.71 51.62 31.58 TOTAL LFD AS 6054 30.4 13.37 28.84 35.69 59.76 15.04 34.13 25.30 .77 13.65 3.79 15.80 29.28 20.20 26,23 23.43 50.63 27.14 28.27 31.54 37 23.77 39.69 18 14.34 25.26 1 .76 3.73 20 15.76 20.16 55 26.20 30.60 35 27.11 51.51 .12 28.46 12 26.17 28.42 17 26.10 28.39 21 26.06 28.37 26 26.03 28,35 33 26,00 TOTAL LFD AS 50.57 50,50 50.46 50,43 30,40 ,7 4580 50.3 15.57 .00 28.76 8 16.70 29.35 U 16.27 29.36 13 16.22 29.33 16 16.17 29.39 21 16.12 TOTAL LFD AS 20.76 20.67 20.62 20.57 20.52 -1896 28.7 11.53 .00 18.41 0 .75 18.41 1 .71 18.41 1 .69 18.42 1 .68 18.42 1 .66 TOTAL LFD AS 3.77 8.75 3.73 8.72 3.71 .9 -4923 23.7 16.16 .00 26.36 9 19.19 29.09 11 17.26 30.73 13 16.50 52.74 16 15.25 34.17 19 14.58 TOTAL LFD AS 25.75 25.65 25.60 25.54 25.50 1.0 -7649 39.3 16.16 19.24 29.69 16 34.52 32.76 20 31.10 34.61 23 29.36 55.61 29 28.45 35.61 36 28.58 TOTAL LFD AS : 39.70 59.53 59.45 39.37 39.30 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UMIT : FT-KIPS. 1.2tMCR LT END = 4010.4 1.2tMCR CTR SP = 3593.5 1.2tMCR RT END = 4010.4 IIDEN I PCBENT AMALYSIS AMD DESIGN ~ PCLINKS, Inc., Version : 1.01 16: 3:67 9/ 5/90 PASE 57 OMEMBER NO. : 4 HcDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : REINFORCING STEEL REQUIRED FOR DIFFEREHT BAR SIZES 114 ; tu ; tio ; #9 ; 18 LOC MOMENT MAXI MINI COMP AS AS AS FS NO AS ; FS MO AS [ FS NO AS ; FS NO AS ; FS NO AS KSI BAR SOIN.; KSI BAR SQIN.! KSI BAR SOIN.; KSI SAR SQIN.; KSI BAR SQIN. .0 -7695 59.5 16.16 19.71 29.71 16 34.66 32.78 20 31.23 34.63 24 29.46 35.49 29 TOTAL LFD AS 39,95 39.76 39.68 .1 -4922 28.7 16.16 .00 26.39 9 19.25 29.13 U 17.34 30.77 13 16.36 32.78 16 TOTAL LFD AS 25.75 25.64 25.59 .2 -1351 23.7 3.U ,00 17.58 0 .00 17.52 0 .00 17.50 0 .00 17.47 0 TOTAL LFD AS 6.14 6.12 6.U .3 4575 30.5 13.37 .00 29.15 8 17.62 29.45 U 17.56 29.44 14 17.50 29.46 18 TOTAL LFD AS 21.87 21.76 21.70 .4 5932 30.3 13.37 .03 27.33 12 25.88 27.79 17 25.81 27.79 21 25.75 27.81 26 TOTAL LFD AS 50.23 30.21 30.15 ,5 6546 32.5 15.37 5.49 27.96 15 28.15 27.93 13 28.05 27.91 22 23.01 27.89 28 TOTAL LFD AS 32.55 32.45 52.41 28.67 35.49 39.59 15.31 34.35 25.54 .00 17.45 6.10 17.25 29.47 21.65 25.66 27.35 30.06 27.96 27.87 32.36 37 23.60 39.52 19 14.57 25.49 0 .00 6.10 22 17.20 21.60 53 25.58 29.98 36 27.92 32.32 i6 6566 32.4 13.37 3.65 28.39 13 28.23 28.36 18 28.13 28.54 22 28.08 28.32 28 28.04 28.50 36 28.00 TOTAL LFD AS 32.63 32.53 52.48 32.44 32.40 .7 4552 30.3 13.37 .00 27.04 8 17.54 27.07 U 17.23 27.08 14 17.18 27.09 17 17.12 27.10 22 17.07 TOTAL LFD AS 21.74 21.65 21.58 21.52 TOTAL LFD AS 6.41 6.39 6.56 6.38 TOTAL LFD AS 25.09 25.00 22.95 22.91 TOTAL LFD AS 33.18 38.02 37.95 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIP3. 37.38 21.47 .8 -1408 23.7 8.47 .00 21.01 0 .00 20.95 0 .00 20.92 0 .00 20.39 0 .00 20.86 0 .00 6.57 .9 -4504 28.7 16.16 .00 25.61 7 16.11 23.27 10 14.50 29,66 U 13.68 31.82 13 12.79 33.86 15 11.99 22.87 1.0 -7341 37.6 16.16 16.22 29.59 15 35.63 32.64 20 30.31 34.48 23 26.61 36.00 28 27.32 36.00 35 27.25 37.81 1.2iMCR LT END = 4010.4 1.2tMCR CTR SP = 3593.5 1.2tMCR RT END = 4010.4 IIDENT PCBENT AMALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.01 16: 8:67 9/ 5/90 PAGE 58 OMEMBER NO. : 5 McDANIEL ENGINEERING COMPANY, CALIFORNIA Proiect Description : REINFORCING STEEL REQUIRED FOR DIFFERENT BAR SIZES ti4 ; tu ; tio ; t9 ; ts 1 1 LOC MOMENT MAXI MINI COMP AS AS AS FS NQ AS ! FS NO AS ; FS MO AS ; FS NO AS ; FS NO AS KSI BAR SQIN.; KSI BAR SQIN.! KSI BAR SQIN.; KSI BAR SQIN.; KSI BAR SQIN. .0 -7796 40.0 16.16 20.75 29.73 16 34.88 32.80 20 31.42 54.64 24 29.66 55.12 29 29.17 35.12 37 29.09 TOTAL LFD AS 40.45 40.26 40.17 40.09 TOTAL LFD AS 58.37 38.21 58.14 36.06 TOTAL LFD AS 50.16 30.06 30.05 50.01 TOTAL LFD AS 20.05 19.96 19.94 19.90 TOTAL LFD AS 10.97 10.94 10.92 10.90 40.01 .1 -7560 38.0 16.16 16.59 29.33 15 52.82 32.36 19 29.57 34.18 22 27.91 35.05 27 27.14 35.04 35 27.07 37.99 .2 -5633 30.0 16.16 2.12 27.50 11 24.13 30,35 14 21.76 52.06 16 20.55 34.16 20 19,24 34.42 24 19.06 29.98 .3 -4002 28.7 16.16 .00 25.25 6 13.33 27.36 8 11.99 29.44 9 11.30 51.56 11 10.57 33.38 13 9.90 19.37 .4 -2336 28.7 14.48 .00 24.00 2 4.79 24.70 3 4.59 26.10 4 4.32 27.81 4 4.03 29.59 5 5.77 10.89 0 tttt CRACKING MOMENT FOR BAR CUTOFF tttt UNIT : FT-KIPS. 1.2tMCR LT END = 4010.4 1.2IMCR CTR SP = .0 1.2tMCR RT END = .0 tttt IIDENT PCBENT ANALYSIS AND DESIGN - PCLINKS, Inc., Version : 1.01 16: 8:67 9/ 5/90 PAGE 59 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description : ttt MOTES TO USERS : ttt (1) THE HAX. CONCRETE STRESS DUE TO SERVICE LOAD IS LOCATED AT .0 POINT IN SPAM 2. (2) THE MIN. CONCRETE STRENGTH REQUIRED AT 28 DAYS IS = 7931. PSI. (2) BAR SPACINGS MUST BE CHECKED AGAINST THE APPLICABLE CODES. (3) TOTAL LFD AS ; TOTAL AREA OF REINFORCING STEEL BASED ON THE FACTORED MOMENT ONLY. (4) FS : ALLOWABLE BAR STRESS USED TO MEET THE REQUiREMENTS QF CRACKING CONTROL. (5) THE FINAL AREA OF STEEL, AS, DOES MOT INCLUDE THE ADDITIONAL SLAB REIMFOCEING. IIDENT PCBENT ANALYSIS AMD DESIGN -- PCLINKS, inc., Version : 1.01 16: 6:67 9/ 5/90 PAGE 60 H c DANIEL E N G I N E E R I M S COMPANY, CALIFORNIA Ma Project Description ; tmm AASHTO STIRRUP DESIGN FOR BENT CAP mm OHEMBER NO. : 1 LEFT .1 PT. .2 PT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT, .8 PT. .9 PT. RI GHT mm OAPPLIED SHEAR FORCE VU : 0. 10. 20. 30, 40. 726. 1054. 1064. 1074. 1084. 1094. OCOMC. SH RESISTANCE VC : 42. 92. 142, 593, 177. 151. 169. 197. 205. 213. 221. OWIDTH OF GIRD WEB (IN) : 172. 172. 172. 80, 24. 25, 26. 27. 23. 29. 30. mm OSTIRRUP DESIGN SHR. VS : 0. 0. 0, 0. 0. 545. 565. 367. 369. S71. 373. mm FINAL STIRRUP DESIGN : Hi 1 1 1 1 1— *„. —1-1~ 1-1-1-1-I.- DESCRIPTION SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING 1 1 1 1 1 , 1 , IH P P #5 : SPACING INCH ; RESIST. KIPS ; AREA REQ'D/CAP ! MAX SP ALLOWED 5. 3. 3. 21. 24. 3. 4. 4. 4. 4. 4. 45. 99. 153. 147. 85. 680. 1020. 1020. 1020. 1020. 1020. 1.24 1.24 1.24 1.39 .62 .62 1.24 1.24 1,24 1.24 1.24 5.48 4.56 5.65 21.00 24.00 3.75 4.72 4.71 4.70 4.68 4.67 1 ( 1 , 1 , 1 1 1 1. 3. 3. 3. 21. 24. 5. 3. 3. 5. 5. 64. 140. 217. 135. 121. 579. 966. 966. 966. 966. 1.76 1.76 1.76 1.76 .83 .38 .88 .38 .88 .38 3.48 4.56 5.65 21.00 24.00 5.52 5.35 5.34 3.33 3.32 Ml t6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED •t-•t-•t-•t-•t-•t-•t-•t--I-•t- 3. 966. .88 3.52 t7 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 3. 3. 3. 21. 24. 6. 4. 4. 4. 4. 4. 87. 191. 296. 253. 165. 658. 987. 987. 987. 987. 987. 2.40 2.40 2.40 2.40 1.20 1.20 1.20 1.20 1.20 1.20 1.20 5.48 4.56 5.65 21.00 24.00 7.25 4.57 4.55 4.54 4.55 4.52 1 J 1 J ( 1 J ( 1 1 ttt NQ GIRDER FLARE REQUIRED FOR THE LEFT END, BUT THE RT. END SDR. FLARE ENDS 10.2 FEET FROM THE RIGHT END. ttt liDENT PCBENT AMALYSIS AND DESIGN ~ PCLINKS, Inc., Version : 1.01 16: 6:67 9/ 5/90 PAGE 61 McDAMIEL ENGINEERING COMPANY, CALIFORMIA Proiect Description : AASHTO STIRRUP DESIGN FOR BEMT CAP OMEMBER NO. : 2 LEFT .1 PT. .2 PT. ,3 PT. .4 PT. .5 PT. ,6 PT. .7 PT. .8 PT. .9 PT. RIGHT OAPPLIED SHEAR FORCE VU : 2102. 1310. 1169. 1068. 275. 164. 476. 1274. 1390. 1499. 1597. OCONC. SH RESISTANCE VC : 427. 368. 309. 250. 190. 177. 195. 226. 258. 291. 324. OWIDTH OF GIRD WEB (IN) : 58. 50. 42. 34. 26. 24. 26. 31. 35. 40. 44. OSTIRRUP DESIGN SHR. VS : 1675. 942. 851. S19. 85. 0. 265. 1046. 1132. 1208. 1273. FINAL STIRRUP DESIGN -t 1 1 1 1 1 1 1 1 1- 3HEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING .| ( 1 1 1 1 J 1 1 1- NQ. ; DESCRIPTION ts : SPACING INCH ; RESIST. KIPS ; AREA REO'D/CAP ; HAX SP ALLOWED 3. 4. 4. 4. 24. 2041. 1020, 1020. 1020. 85. 1.66 1,24 1.24 1,24 .62 24. 6, 3, 5. 5. 5. 85, 540. 1561. 1361. 1561. 1361. .62 .62 1.24 1.24 1.24 1.24 5.66 4.35 4.63 4.96 24.00 24.1 7.16 3.89 3.61 5.58 5.21 •t-1 1 1 1 1 1 1-_ 5. 6. 6. 6. 24. 24. 9. 5. 5. 1931. 966. 966. 966. 121. 121. 322. 1159. 1159. 1.76 1.76 1.76 1.76 .88 .88 .88 1.76 1.76 3.46 6.15 6.58 7.07 24.00 24.00 10.16 5.53 5.12 #6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 1446. 1.76 4.79 4. 1446. 1.76 4.55 •I-•t -t--t-•t--t--t-t t-•t- #7 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 4. 6. 6. 9. 24. 24. 12. 6. 6. 1975. 1317. 1317. 876. 165. 165. 329. 1317. 1317. 2.40 2.40 2.40 2.40 1.20 1.20 1.20 2.40 2.40 4.72 8.38 8.97 9.65 24.00 24.00 13.86 7.54 6.98 1 , ( , , J , , (. 6. 1317. 2.40 6.54 0. 1317. 2.40 6.20 -t ttt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 17.7 FT. FROM THE LT. END AND THE RIGHT END FLARE ENDS 13,8 FT. FROM TKE RIGHT END. tttt IIDENT PCBENT ANALYSIS AMD DESiGN ~ PCLIMKS, Inc., Version : 1.01 16: 6:67 9/ 5/90 PASE 62 McDANIEL ENGINEERING COMPANY, CALIFORNIA Proiect Description i AASHTO STIRRUP DESISN FOR BEMT CAP OMEMBER MO. : 3 LEFT .1 PT. .2 PT, .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. ,6 PT, ,9 PT. RIGHT OAPPLIED SHEAR FORCE VU : 2185. 1404. 1237. 1165. 367. 249. 382. 1180, 1302. 1418. 2200. OCONC. SH RESISTANCE VC : 442. 331. 520. 259. 198. 177. 199. 260, 320. 381, 442. OWIDTH OF GIRD WEB (IN) : 60. 52. 45. 55. 27. 24. 27. 35. 44, 52. 60. OSTIRRUP DESiGN SHR. VS : 1744. 1025. 967. 906. 169. 73. 183. 920, 962. 1057. 1753. FINAL STIRRUP DESIGN : ..-t 1 1 1 SHEAR RESISTANCE AT . , . , , , , ts ; SPACING INCH ; 5, 3, 4. 4. 12. ; RESIST, KIPS ; 2041, 1561, 1020, 1020, 170. ; AREA REQ'D/CAP ; 1,86 1.24 1.24 1.24 ,62 •t-•I--t--t--t- SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING I 1 1 1 1 1- NO. : DESCRIPTION ; 24. 9. 4, 4. 5. 5, 85. 227. 1020. 1020. 1361. 2041. .62 .62 1.24 1.24 1.24 1.36 MAX SP ALLOWED 3.51 5.99 4.22 4.50 12.06 24.00 11.16 4.44 4.16 5.95 1 1 , 1 , , , , , 1. 3.43 #6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 3. 5. 5. 6. 15. 24. 15. 6. 5. 5. 1931. U59. 1159. 966. 193. 121. 193. 966. 1159. 1159. 1.76 1.76 1.76 1.76 .38 .38 .88 1.76 1.76 1.76 5.32 5.66 5.99 6.39 17.11 24.00 15.33 6.30 5.90 5.58 5. 1951. 1.76 5.29 •t -t--t-•t-•t--t--t -t--t-•t- #7 SPACING INCH RESIST. KIPS AREA RES'D/CfiP MAX SP ALLOWED 4. 6. 6. 6. 21. 24. 21. 6. 6. 6. 1975. 1317. 1517. 1317. 188. 165. 188. 1317. 1317. 1317. 2.40 2.40 2.40 2.40 1.20 1.20 1.20 2.40 2.40 2.40 4.53 7.72 8.17 8.72 23.34 24.00 21.59 8.58 8.05 7.61 1 1 , 1 , , , J , ,. 4. 1975, 2.40 4.49 ttt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 16.2 FT. FROH THE LT. END AND THE RIGHT END FLARE ENDS 18.5 FT. FROM THE RIGHT END. tttt IIDENT PCBENT ANALYSIS AND DESIGN ~ PCLIMKS, Inc., Version : 1.01 16: 6:67 9/ 5/90 McDANIEL EMGINEERING COMPANY, CALIFORNIA Proiect Description : AASHTO STIRRUP DESIGN FOR BENT CAP MM OMEMBER NO. : 4 LEFT .1 PT. .2 FT. .3 PT. .4 PT. .5 PT. .6 PT. .7 PT. .6 PT. .9 PT. RISHT OAPPLIED SHEAR FORCE VU : 1572. 1474. 1565. 1249. 453. 332. 300. 1093. 1214. 1535. 2127, OCONC. SH RESISTANCE VC : 316. 285. 254. 222. 191. 177. 192. 251. 310. 363. 427. OUISTK OF GIRD NEB (IN) : 45. 39. 54. 50. 26. 24. 26. 34. 42. 50. 56. mm OSTIRRUP DESIGN SHR. VS : 1256. 1189. 1112. 1026. 262. 155. 106. 642. 905. 967. 1700. Ml FINAL STIRRUP DESIGN : Ml 1 1 1 NO. ; DESCRIPTION ; SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING •t--t-t-t -t--I-•t -t--t-•I- tS ; SPACING INCH ; 3. 3. 3. 3. 6. 12. IB. 4. 4. 4. 3. ; RESIST. KIPS ; 1361. 1561. 1361. 1361. 340. 170. 113. 1020. 1020. 1020. 2041. ! AREA REQ'D/CAP ! 1.24 1.24 1.24 1.24 .62 .62 .62 1.24 1.24 1.24 1.86 P PAGE 63 HAX SP ALLOWED 5.25 3.43 3.67 3.98 7.80 13.16 18.91 4.84 4.51 4.22 1 ( 1 1 1 1 1 1 1 1 5.60 t6 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 4. 4. 5. 5. 9. 18. 24. 1448. 1443. U59. 1159. 322. 161. 121. 1.76 1.76 1.76 1.76 .88 .88 .88 4.61 4.67 5.21 5.64 11.07 18.68 24.00 6. 6. 5. 966. 966. 1159. 1.76 1.76 1.76 6.40 5.99 0. 5. 1931. 1.76 3.41 -t--t--t--i--t-t--t-t •i- t7 SPACING INCH RESIST. KIPS AREA REQ'D/CAP MAX SP ALLOWED 6. 1317. 2.40 6.29 6. 6. 6. 15. 24. 24. 9. 6. 6. 1317. 1317. 1317. 263. 165. 165. 373. 1317. 1317. 2.40 2.40 2.40 1.20 1.20 1,20 2.40 2.40 2.40 6.64 7.11 7.70 15.09 24.00 24.00 9.33 3.73 3.17 1 1 1 1 1 1 1 1 1. 4. 1975. 2.40 4.65 itt BOTH ENDS GIRDER FLARED, THE LT. END FLARE ENDS 18,6 FT. FROM THE LT. END AMD THE RIGHT END FLARE ENDS 17.8 FT. FROM THE RISHT END. tttt — IIDEN I PCBENT ANALYSIS AND DESIGN ~ PCLIMKS, Inc., Version : 1.01 16: 6:67 9/ 5/90 PAGE 64 McDANIEL ENGINEERING COMPANY, CALIFORNIA Project Description ; AASHTO STIRRUP DESIGN FOR BENT CAP OMEMBER NO. : 5 LEFT .1 PT. .2 PT. .3 PT. .4 PT. ,5 PT. .6 PT. .7 PT. .3 PT. .9 PT. RIGHT OAPPLIED SHEAR FORCE VU : 1094. 1084. 1074. 1064. 1054. 726. 40. 30. 20. 10. 0. OCONC. SH RESISTANCE VC : 221. 215. 205. 197. 189. 181. 177. 393. 142. 92. 42. OWIDTH OF GIRD WEB (IN) : 50. 29. 26. 27. 26. 25. 24. 80. 172. 172. 172, OSTIRRUP DESIGN SHR. VS : 875. 871. 669. 867. 665, 545. 0. 0. 0. 0. 0. FINAL STIRRUP DESIGN •t--I--t--t--t--t-•t--t-•t--t- DESCRIPTION SHEAR RESISTANCE AT lOTH POINT FOR DIFFERENT STIRRUP SPACING IH 1 . 1 ( 1 1 1 1 1 1 1 1 ts ; SPACING INCH ; 4. 4. 4. 4. 4. 5. 24. 21. 5. 5. 5. ; RESIST. KIPS ; 1020. 1020. 1020. 1020. 1020. 680. 35. 147. 155. 99. 45. in 'm 16 AREA REQ'D/CAP MAX SP ALLOWED 1.24 1.24 1.24 1.24 1.24 .62 .62 1.59 1.24 1.24 1.24 4.67 4.63 4.70 4.71 4.72 3.75 24.00 21.00 5.65 4.56 3.48 -t--t--t--t--t-•t--t- P •• t7 3PACING INCH RESIST, KIPS AREA REQ'D/CAP MAX GP ALLOWED 3, 966. ,38 5.32 966. 3.32 3. 966. .68 3.33 0. 966. .83 3.34 3. 5. 24. 21. 3. 3. 966. 579. 121. 185. 217. 140. .88 .66 .38 1.76 1.76 1.76 3.35 5.52 24.00 21.00 5.65 4.56 3. 64. 1.76 3.48 •t--t--t-•t-•t--t--t- iR P XH P SPACING tMCH RESIST. KIPS AREA REQ-D/CAP HAX SP ALLOWED 4. 967. 1.20 4.52 987, 1.20 4.53 4. 987. 1.20 4.54 987. 1.20 4.55 4. 937. 1.20 4.57 6. 658. 1.20 7.25 -t--t t 24. 21, 3. 3, 165, 253. 296. 191. 1.20 2,40 2,40 2.40 24.00 21,00 5.65 4.56 1 1 , ,. 0. 87. 2.40 5,43 ttt NO BIRDER FLARE REQUIRED FOR THE RIGHT END, BUT THE LT. END GDR. FLARE ENDS 10.2 FEET FROM THE LEFT END. ttt P Ml APPENDIX C BENT CP>P FLEXURE COMPUTER OUTPUT P Ml iH "T I TL.E'j RCHO SNTA FE-BENT 2C;AP""PaS 9-- 5-1990 i-'AGE 1 COHC * * C(:)hl(CF;;ETE DESIGM PRG(3RAi^l * * MciDAMIEL ENGINEERJiMtS CGi1l--'ANY * 'f- iB\'\ F-c/AT VIE:R3:I:OH :L..O * ;i<>K :^i< ^-je >K :i< ^-K ;}< * * GENERAL.. DATA ^ ;{< ^ ;J< >{< >K >{; i^: * ;i< if: ;^^ ;(t )fc ::K ifr'*"* il< :^ TYF'ii:: G!" AHAL.YBIB DESIGN (;;GNs:i:i>i:;:R FAT^IGLJE? (C^GDE :i.., 5 „38) YES CONSIDER CRACK CONTROL.? (CODE :L.. i:i.39j ---^^ YES LJL.TiNAri;:; CON(;;F;;ETE CGIIPRESSIVE srRES^:> (FC) •^••^ 4.,KS:I; Y(DUN(3S MGDUL.US FOR STliilEL. I-;;EBARS (IE:) ••••••• 29000.. KSI ULTIMATE COHCRETE COMPRESSIVE STRAIN (EG) 0,003 IN/IN YII;;:L.D STRESS FOR STEEL REBARS (I-Y) 6O.0 KSI ENVIRGNNENTAI... FACTOR (Z) - J.70.,0 K./IN NODULAR RATIO (ES/EC) (N) •••••• S WIDELY SPACED GIRDERS OR SLiBSTRLJCTLJRE YES ;K iK iK ij< * >f< iK iJf iK i}< iit iK * 5{< ilt * >k iK STRLJOTORE DATA iK iK iK iK iK iK iK ?K iK iK >K iK iK iK iK iK iK iK >K iK iK iK iK >K iK iK iK iK iK iK >K iK * i^ TOTAL., DIE:!"'IH 5..00 FT' TOP FLANGE WIDTH (CONP) •^•^ :l.'Q.i38 FT TOP FLANGE WIDTH (TEN) 7„50 FT "TGI"' FI..ANGE THICKNESS 8„3S IH WIDTH GF WEB --^ 7.. 50 !"T BOTTOH FL..AHGE WIDTH (CONF') 12.,76 F-T BOTTON FLANGE WIDTH (TEN) 7.. 50 FT BOTTOH FLANGE THICKNESS 6..75 IN TITLE: !R;(:;FI0 SNTA FE-BENT 2CAF--PGS 9-" 5-1.990 PAGE ii< iK >K >K ;K iK iK iK iK iK iKiK iK •^i REBAR DATA iK ^K; iK iK iK iK iK iK iK iK )K * >K i*=: >K iK iK iK iK )K iK if; iK * iK if: iK iK iK iK iK * * * iK >K ^ REBAR RliGBAR fOrAL.. BAR LOC LAYER BARS SIZE COVER BGNDL..F: iiiKEW EFFECTIVI ('.WHCH) PA"rTF:r^H DEGRIIGFIS AI-i:EA BGT OTIIER Bor Ori-IER BOT NAIH 2.. 20 2,. 90 5«:i.4 Fi 46 ,.52 461, 52 0 „ 00 i.., 07 L «07 I. .. 56 iKiK iK iK iKiK iK; iK iK iK iK* :^ >K iKiK i^K iKiKif:--^ iK iK LOAD DATA (KIF' -F n iK :^ * ;K iK iK iK iK iK >K iK )K iK iK IK iK iK * iK >K iK i1< iK iK iK iK iK iK >K iK i^ LOAD TITLE --^^ 0,.40 POINT NENBER 2 L.OAD LEVEL - Sli-RVKGE DEAD )...OAD (Dl...) H-LOAD (LLM) P-LGAD (LL i"I) HAX HGHFiNT NIN l-'IOHENT 2597,. 14 IB 0 28421, I...OAD FAECTGRS 1 .. 30 2,. 17 :L 1.30 NOTE;: P-LGADS ARE INPUT AS CI... I5P -s- H) GR CI.. 15P) iK iK iK >K iK iK iK * iK >K iK iK iK iK >K iK iK iK iK >K iK iK iK * i1< iK iK DF:SIGN I'lGMIi-NrS CKIF' -FT) iK iK * iK * iK iK iK iK iK iK iK iK >K * iK "* >K iK )K iK iK iK iK iK iK iK i^< iK iK iK iK iK * iK iK iK * H-SERVICE < DL *-I...L + I ) •i-FACTORED (DL *-LL-t-I ) •••FACTGF';ED (DL..-+-L..L-4 I ) t::GN"rRoi...L :I:NG FACTORED LOAD I'lAX NGHEHT HIN HOHENT 4015, 2597, 6453 7071 P-FAC: p p p tt TITLE:: RCHO SNTA FE-BEHT 2CAP-P08 9- 5--1990 F'AGE 3 ^ ^ 'K'K ^ ^ ^ 'K^K'j^ '^•'^ ^-'K ^ 'K iK INTERNEDIATE RESLJLIS iK iK iK iK iK iK iK iK iK iK >K iK iK iK iK iK >K iK iK iK iK iK iK iK iK iK iK iK )K iK >K iK iK iK iK iK iK ^ KFIY TO TYPES OF LGADSIJ:; F ~SER '-••- FATIGUE LOADING (HAX &. HIN SERVICE HOHENTS) (CODE 1-5„3S) C -SER CRACK CONTROL LOADING -IHAX SERVICE HOHIiENT) (CODE 1., 5„39) H -FAC; '••••••• If-F ACTGRFJ) HCiHENT PHI •^•-•- 0..90 !--'--FAC '•••••'• P ••FAi::TOR!;-D r!t:3HEHT PHI ••••••• 0..90 miNl ^^'•'^ HINIHUH REINF0R(:;EHENT (CODE 1,. 5..7(A)) BASED OH l.,2 X THE CRACKING HOHENT NIH2 - WAIVER OF HIHIHUH REIHFORCEHENT (CODE 1..5..7(B)) BA^IJED GH s'Ti:;:i;::!... AI-;:EA (JNI::: THIRD GR!:;:A"TF:F;: THAN RFiGJUiRED BY ANAI...YSIS HAX - HAXIHUH REINFORCEHEHT (CODE 1., 5,.32(A)) BASED GH ..75 X BALANCED STEEL RATIO.. EFFECTIVE DEPTH 54..05 IH YHA DIS'I'ANE:;E F"ROII F:XI'REHE COHF-'RESSIVF: F:i:BF:R "TG NEU^'RAI.. AX:I:S., BAF^ TYPE BAR API-'i...IF;D HAIN STEEL i^lAIN SIZE L..OAD SF'ACING YHA HOHENT F^lEQUIRED BARS (IH) (IN) (K-FT) (SQ IN) REQ 11 F-SER 9.,40 28.. 57 19 11 C - SER 9.. 40 11.. 24 4015., 28 „ 57 19 11 P -FAC 10.. 58 3.18 7071 ., 27 „ 56 18 11 HIH1 28.. 21 1 .,37 3105.. 10.. 6 5 7 11 HIN2 7.,05 4..30 9483 „ 38.. 10 25 11 HAX 1 .. 46 28., 69 36272,. 181 - 87 117 iKiKiKiK^^iiKiKiK^'KiKiKiKiKiKiKiKiK CONTI-.'OL iKiKiK>K*iKiK>KiK>KiKiKii<iKif:iKiKiK>KiKiKiKiKiK>K)KiK 11 C - SER 9.. 40 11 .. 24 4015., 28.. 57 19 HOHFJMT CAF'ACITY FOI-'; DIFI-ERENT HAIN STEEL AI-^F:AS.. "(BAR CUT--{:)F-1"'S) TOTAI... rOTAI... Crri-IER HAIN (:;OHF' TEN TEH TEN HOHENT AREA AREA AREA AREA CAPACITY YHA (SQ IN) (SQ IN) (SQ :I:N) (SQ IN) (K -FT) (IN) 0,.00 31,.77 2.. 13 29„64 7550„ 3„40 0.00 25.,85 2,. 13 23-71 6178., 2„76 0.00 19.,92 2.,13 17-78 4792- 2..13 0-00 13..99 2„ 13 11-86 3392. 1 - 50 0-00 O - 00 3 - 06 2.1 13 2.. 13 5-93 0 - 00 1977- 547.. 0 - 86 0-23 m m TITLES RCHO SNTA FE-BEHT 2CAI"'--F'0S 9- 5-1990 F'AGE 4 iK iK iK iK iK iK iK IK >K iK * iK !K iK !K >K iK iK iK iK iK >K iK >K !K iK iK F'lNAL i^ESULTS DF:SIGH iK ^ :i< iK iK >K IK iK iK iK iK iK )K iK iK iK iK iK iK iK iK iK iK iK iK iK iK iK iK iK >K iK iK iK iK iK iK * * (AREA GF STEEL i-;;EQUIRED FOR DII-FF:REHT BAR SIZES!!) :- -cRAf:;K (::GH""("•- ;i FAT:I:GUE BAR I...GAD HAX Ai.j...i::)w STr^I!-Ai...i...(:)w i;::r"i--" BAR REQ •TOTAL ^:;F'ACE >:;IZF: (:;GN'T S'TRI;;:SS STr;:i:-ss RANGE RAIMOE DEF'-TI-I SPACF: STEEL.. BAr^^s CODE (KSI) (KSI) (KSI) (KSI) (IN) (IN) (SQ IH) REQ 18 C-iiJEI-^ 22 „ 5 53 „ 61 20.. 94 38,. 39 10 5 25,. 02 26 „ 30 8.. 84 18 - 06 57., 46 2:1. „ 39 1 ,.07 5 3 14 C-SER 26 - 54 53 .,92 12..05 31 ,.95 15 5 28.i79 30..74 10.,17 17,.26 57„46 21-39 1..07 5 3 11 C-S;;ER 29 „ 79 54 ,.05 9., 40 28 - 56 19 5 32.. 18 3362 11., 36 16.. 53 57.. 46 21.39 1.. 07 5 3 10 P--FAC 3137 54., 14 8 „ 48 27.. 51 22 5 33.179 35.. 56 111.93 16.il9 57-46 21-39 1-07 5 3 '7 P. I'.'i 9 P -FAC 31-26 5423 6 - 54 27.. 46 " 5 33.,60 36..00 11.. 87 16..23 57..46 21..39 1-07 B R -FAC 31 - 59 54 „ 30 5 „ 01 27-43 35 ^ 5 33 - 90 36,. 00 1197 16.. 16 57 - 46 21 - 39 1 - 07 5 3 — 7 P- FAC 31 - 61 54-36 3.. 87 27.. 39 46 5 33 - 87 36 - 00 11.. 96 16 - 17 57 - 46 21 „ 39 1 .. 07 5 3 ^ 6 P-FAC 31.. 46 54-42 2-75 27 - 36 63 5 33-66 36-00 11-89 16..21 57 ,.46 21-39 1„07 5 3 5 P -FAC 31-54 54 - 52 1 -94 27„31 89 5 331,68 3600 11., 89 16., 2;L 57,. 46 21 - 39 :l. „ 07 5 3 Ml SF'ACE CODES s • 1 BAR SPACING LESS THAH THE AASHTO HINIHUH- (CODE 1-5.,5(A)) p 2 =^== BAR SPACING LESS THAH THE PREFERRED CALTRANS HIHIHLJH,i (BR- DES- DET-) 3 BAR SPACING HOPE THAH THE AASHTO HAXIHUH (18")- (CODE 1-5-12) Ml TITLES RANCHO SANTA FE-BENT 2 CAP-POS 9-13-1990 PAGE 1 ;K ;K iK iK iK iK iK iK * IK >K iK iK JK iK iK iK iK iK IK IK >K iK iK iK iK iK iK iK iK * iK iK >K iK iK i+: iK iK CiONC * iK coHcr^i:-Ti;i: DESIC^N PRG(JI-;;AI^I IK iK H<::DAHI EL ENG I HEF;RI HG CGHP AHY iK iK IBH l-'C/A"T VERSIGH 1-0 iK :^ :=K IK iK iK iK IK iK >K iK IK * iK iK >K * IK iK >K iK iK iK iK IK iK iK iK * iK * * iK •* :4c ::K iK IK iK iK iK iK iK iK IK IK i^ >K IK iK GENEi-;;Ai.., DATA :tf >K :^: iK >K IK IK iK IK iJ^: * iK IK IK iK >K * iK iK IK iK IK IK IK iK IK iK ii< iK ii^ TY!--'F: OF" AHAL..YSIS ^•••••- DESICJN CONSIDER FATIGUE? (CODE 1 -5-38) ••••^ YES CONSIDER CRACK CONTROL? (CODE 1-5..39) YES ULTIHATE CONCRETE COHPRESSIVE STRESS (FC) 4-50 KSI YGiJNGS I^IODULUS I--OR ST iii: liil.. Rli-BARS (ii-) ••^- 29000- KSI UI...TIHATE CONCRETE COHPRESSIVE STRAIN (EG) 0..003 IN/IN YIELD STRESS FOR STEEL REBARS (FY) - 60-0 KSI ENVIROHHEHTAL FACTOR (Z) ----^^ 170-0 K/IH HGDULAR RATIO (ES/EC) (H) 8 W:I:DEL.Y SI---ACED GIRDERS OR SLJBsiRLicnuRi;- YES iKiK^KiK IK'JKIK IK iKiK ;K jJ": iKiKiK iK iKiK iK STRUCrTURE DATA * IK IK >K IK iK iK if; iK * IK iK iK iK * iK >K >K iKiK >K * iK iK iK iK iK :'K iK iK iK iK iK iK iK >^ TOT AL DEPTH 5-00 F T "TGI TGI TOI • FLAHGE WIDTH (COHP) 14-38 FT ' FLANGE WIDTH (TEN) 7-50 FT ' FLAHGE THICKNESS 8-38 IN WIDTH OF WEB 6-00 FT BOTTOH FLANGE WIDTH (COHP) 12-76 FT BOTTOH FLANGE WIDTH (TEN) - 7„50 FT BOTTOH FLANGE THICKNESS - 6-75 IH TITLES RANCHO SANTA FE-~BEH"T 2 CAP-POS 9-13-1990 PAGE 2 IK REBAR DATA iK 5K iK iK !K IK >K iK >K iK >K iK iK iK * iK iK * iK iK iK iK iK iK * iK IK iK IK iK iic :;K iK iK * i1< iK IK iK iK * ^EBAFi; REBAR "T't^TAL BA!-;; -GC LAYER BARS SIZE CCJVER BUNDL.E S KEW EFFEC TI Vlii (INCH) PA TTERH DEGREES ARI!-A BOT OTHER BQT OTI-iER BOT HAIH 2 - 20 2 „ 90 5,1 14 46.1 52 46-52 0 - 00 i ,. 07 ... 07 1. .1 56 * * iKiK iK iK iK iK iK iKiK IK >K>K:^« iK>K;=K iKiKiK IK iK LOAD DATA (KIP-FT) iK )K i* iK iK iK >K iK iK iK IK IK iK IK iK iK iK iK iK iK * >K :>K iK >K ii'IK )K iK iK iK :^ iK IK >K >K iK * LOAD TITLE •••••• 0-40 POINT HEHBER 2 i...OAD LEVEL - SERVICE DEAD L..OAD (DL) H--LOAD (LLM ) P--LOAD (LL-+-I) HAX HOHi:-N"T HIN HOHENT 2597 1418 - 0- 2842- LOAD FACrTORS 1 „ 30 1 - 30 HGTEs P-LGADS ARE INPUT AS (1-15P H) OR (1-15P) >K iKiK iK iK iK iK iK IK IK IK-i IK >K iK iK iK iK iK iK iK iK iK iK iK IK IK iK DESIGN HGI^IEHTS (KIP-FT) iK iKiK>if H-SI::RVICE (DL-* LL -J-I ) t-l •FACTGR(;;:D (DL -( LL-+-I ) •-FAC"TOI-I:F:D (DL-t |...L-+-I ) COHTROL..!.. I hICi FACTORED LOAD HAX HOHEHT HIN HOHENT 4015- 2597- 64 531, /'.j^ .1. „ P-i"" AC TITLE:: RANCHO SANTA FE-BENT 2 CAP-POS 9--;l.3-1990 PAGE 3 Ml **)K*iKiKiKiK>KiKiKiKiK'KiKiKiKiKiKiKiKiKiKiK IK INIERHEDIATE RESULTS iK ^ >KiK>KiKiK>KiK>KiKiK>K:*iK;KiKiK:+>K*iKiKiKiK>KiKiKiK)KiK>K>K*iKiKiK* * Kii-Y TO TYF'ES OF" LOAD;!);: " F-SER '••-••^ FATIGUE LOADING (HAX &. HIH SERVICE HGHEHTS) (CODE 1„5„38) m C-SER ••^••^ CRACK COHTROL LOADING (HAX SERVICE HOHENT) (CODE 1-5..39) H -FAC H -FAt;TOF;;ED HOHFiN f Pl-tl ^=^= 0-90 mm F'-FAC; === P •FACTORED HllHFTIT F'FII ••'••••- 0.,90 HIHl - HINIHUH REIHFORCEHENT (CODE 1., 5-7(A)) BASED GH l.,2 X THE CRACKIHG HOHENT ^ NIN2 ••••-•= WAIVER OF HINIHUH REINFORCEHEHT (CODE 1-5„7(B)) BASED OH STF:F:I... ARI;;:A OHE 'THIRD GREA"T"I;;T^ TTIAN RF:QLJIRI;::D BY ANAI...Y^;>IS Ml HAX ••••• HAXIHUH RE I NEC )R (:;F:HI:-NT" (CODE 1-5 - 32(A)) BASED ON ,.75 > BALANCI ED S'TFIEL j F;A I lu - Ml P EFFECTIVE DEPTH ••^^^ 54-01: ^• IN iH YHA ^^^^ DIS'TAHCE FRC5H EX7R EHE CTJI HPRESSIVE FIBER TO HELJTRAL AX BAR "TYPE BAI-;; APPLIE; D HAIN ST EEI... HA j; 1^1 Ml SIZE LOAD SPACIHG YHA HOHENT REQUI Ri:-D BHRS (IH) (IN) ( K -FT ) (SC} IH) REQ P 11 F-SER 7-40 28 -25 19 M 11 C-SER 7-40 11 ,. 22 4015 28 „26 19 IM* 11 P-FAC 8-33 3-18 7071 27 .56 18 mm 11 HINl 22-21 1., 24 2829 9 .,49 7 •MB 11 HIN2 5-55 4,. 26 9387 37 -68 25 mm MM 11 HAX 1„3i 32850 161 -20 104 IM iKiKiKiKiKiKiKiKiKiKiKiKiKiKiKiKiK: CONTROL iKiKiKiK::K>K*iKiKiKiKiKiKiKiKiKiK;KiKiKiKiK?KiK>K:+:iKiKiKiKiKiK;K Hi 11 C-SER 7-40 11-22 4015 28 -26 19 • HOHENT CAPACITY FGR DIF "F li-RE-HT 1 ^lAIH STEEi ... AREAS. (BAR CUT-GI m TOTAL TOTAL.. C )T l-IER HAIH P COHP TEN TEH TEN HOHENT" AREA AREA A REA AREA CAPACITY YHA iH (SQ IN) (SQ IN) (SC: i IH) (SQ IN) (K-FT) (IH) 0-00 31-77 •''.'I JL.. -13 29-64 7550-3 - 40 PP 0-00 25-85 „ 1 7> 23-71 6178-2., 76 0..00 19-92 '.'1 .113 17,."78 4792 -2-13 il 0-00 13-99 2 .. 13 1 1 ,. 86 3392.. 1 „ 50 p tt 0„00 O - 00 8-06 2- 13 2-13 2-13 5-93 0 - 00 1977- 547- 0 - 86 0-23 m Mi TITLES RANCi-iG SANTA FE -BENT 2 CAP -POS 9-13--1990 PAGE 4 P IK iK IK iK IK IK >K * iK iK iK iK iK ;K iK iK >K IK IK >K iK IK iK IK >K iK FINAL.. RESULTS - DESKJN IK ^KIK ii iK iK iK ;K IK iK iK iK iK iK iK iK iK IK IK IK * iK IK IK iK >K iK iK iK iK iK iK * iK iK >K iK ^ (AREA GF STEEL RII^QUIRED FOR DII-FERENT" BAR SIZES) -CRACK CONT "ATIGUE- BAR l,..GAD HAX AL..LGW ;inRF:S5;> ALL.OW EI--F BAR Rll-Ct T'GTAI... SI"ACE SIZE CONT ;;)TRESB S"T"I-:;ESS RAHGi;;: RANGE DEPTH SI-'AC^E STEEL.. BARS CGDFi: ( KS I ) ( KS I ) ( K;;; I) ( KS J! ) (IH) (IN) (SQ 1N ) REQ 53-61 16.144 37„88 10 18 C-SER 22 ..82 24 „ 99 26 1.70 8 - 83 18 - 07 1 / - HO? ^6 21-39 1 - 07 14 c-si:i:R 5 26 - 52 28 ..76 53-92 9-48 31-58 15 31 -1 5 10 -16 17 - 26 57,. 46 21 - 39 1 - 07 5 3 C-SER 29-77 32 -16 54-05 7-40 28..25 19 34-04 11-36 16-54 57-46 21-39 l.,07 5 10 P--FAC 31-35 54-14 8-48 5 33-77 35-98 11-93 16-19 57-46 21-39 1 - 07 <:. 5 9 P-FAC 31-25 5 33 - 58 54-23 6-54 27 .,46 28 36 - 00 11 - 86 16 - 23 57 - 46 21 „ 39 1 07 5 3 8 P-FAC 31-57 5 33BB 54-30 5-01 27-43 35 36-00 11-97 16-17 57-46 21-39 1-07 5 3 7 F' - F AC 31 - 59 5 33-85 54-36 3-87 27-39 36,. 00 11 -96 16 - 17 57-46 21 - 39 1 - 07 46 6 P-FAC; 31 -44 54-42 2-75 27-36 63 33 - 64 361,00 11., 88 16 - 22 57 - 46 21 - 39 1 - 07 5 5 P-FAC 31 - 52 5 54-52 1-94 27-31 33 „ 66 36 - 00 11,. 89 16 - 21 57 - 46 21 - 39 1 - 07 B9 5 SF'ACE CODES s 1 - BAI 2 - BAI 3 - BAI < SPACING LESS THAN THE AASHTO HINIHUH- (CODE 1-5-5CA)) :; SF'ACING Lti-SS "TI-iAN "TI-IE l-'REFERRED CALTRANS HINIHUH- (BR- DES- DE T - ) '< SPACING HOPE THAH THE AASHTO HAXIHUH (18")- (CODE 1,. 5-12) TITLES RANCHO SANTA FE-BENT" 2 CAP -NFIC-) 9-13-1990 l-'AOE 1 iK iK iK iK iK iK iK iK iK ii >K iK iK * IK iK iK iK iK iK iK iK iK iK iK iK iK iK >K iK iK iK iK ii iK >K >K iK IK i^ " iK CC^NC >K iK C^OHCRF:TE DESIGN l-'ROGRAH iK IK H(::DAHII:;:L EH(;5:i:Hii:i:i;ri:iHG COHPANY IK W iK IBH PC/AT VERSION 1-0 iK p >KiKiKiiiiiK>KiK:iiKiK>KiK*iKiKiKiKiKiKiKiiiKiK*:iiKiKiKiK:iiKii* ^ iK IK if: :i iK :=K iK :i IK iK ii iK iK iK iK IK E:-}EHF:I-:;AL.. DATA IK ;i >KiK :i ii:iiK ii ;K>K iK iKiKiKiKiK iK iK :iiK iKiKiK iK iK >K iK iK iK iK ii iK ii IK IK IK :i IK i^ ^i iK;K:iiKiK>KiKii :i:i iK :i if: >K>K iK if: ifc :i :i :i: :i iK M wm m TYPE OF ANALYSIS - DE^iJIGH CONSIDER FATIGUE? (CODE 1-5-38) - YES ^ CONSIDER CRACK CONTROL? (CODE 1-5-39) '•••^ YES mm ULTIHATE COHCRETE COHPRESSIVE STRESS (FC) 4-50 KSI YGUH(3S HODULUS FOl-;; STEEL- F;:EBAr;:S (E) 29000- KSI ULTIHATE COHCRETE COHPRESSIVE S"TRAIN (EO) - 0-003 IN/IN ^ YIEI...D STRESS FOR STEEL REBARS (FY) - 60-0 KSI ENVIROHHEHTAL FACTOR (Z) - 170..O K/IH Hi HGDULAR RATIO (ES/F."C) (N) 8 W:I:DEI...Y SPACED GIRDER;;; OR SLiBSiRUCTURi:;: - YES >K If: iK iK ii iK ii iK iK iK iK iK iK iK ii * iK ;i M STRUCTLIRE DATA iK if: >K iK iK IK iK iK iK"i iK iK IK iK iK iK iK iK iK iK iK iK ;i iK IK iK iK-i iK iK iK iK iK ii iK ii iK iK iK i^ "T'OTAL DEI-"'Ti-l ^-•-- 5-00 F"T JOF FLANGE WIDTH (COHP) 14-38 FT TOF' FI...ANGE WIDTFI (TEN) 7-50 I"-!" TOP FLANGE THICKNESS 8-38 IN WIDTI-I OF WEB ••••••' 6..00 FT BOTTOH FLANGE WIDTH (CGHF') 12-76 F"T" BOTTOH FLAHGE WIDTH (TEH) 7-50 FT BOTTOH FLANGE THICKNESS •-••••^ 6-75 IN P TXTLEa RANCHO SANTA FE-BENT 2 CAP-HEG 9-13-1990 PAGE 2 Hi i{^ i'lc /(t)^ ^ ^fc i'lc^ ifCi^^ ^ IK REBAR DATA iK iK iK iK iK iK iK iK iK >K iK * * >K IK iK iK iK * IK iK iK iK >K >K iK iK If: ii iK IK IK IK * * IK i^ i^^EBAR REBAR TOTAL BAi-^ covEi-;; BUND!..,E ;;>i<i;;;w EI--i--F:CT:i:VE " I...OC L.AYER BARS SIZF; (INCH) F'ATTERN DEGRFIES ARFIA MR T GF' O TI-IER 7 6 2 - 00 1 46 - 52 2 -12 TOP OTHER 7 6 5-69 1 46-52 2-12 * TOP HAIH 1 11 8-00 2H 0-00 1-56 •H P :iiK;{<::i-;K:iiiiKiKiK:iiKiKiKU':iKiKiKiKiK:i:i iK LOAD DATA (KIP-FT) iK ^ ii:iiKiKiK>KiK:i:*iiiKiKiKiKiKiKiKiKiiiKiKi{wiiKiKiK>KiKiKiKiKiiiKiKiKiiiKiKiK LOAD TITLE 0-875 POINT HEHBER 3 ^ L-GAD LEVEI... SERV:i:CE DI;;:AD I...(;)AD H--LOAD F'-LOAD (DL) (LL-M) (LL *-I) mm im HAX HOHEHT -4361„ -1210 - -1974 - ^ HIH HOHENT 170- LOAD FACTORS 1-30 2-17 1-30 MM MM NOTES P-LOADS ARE INPUT AS (1-15P H) OR (1-15P) ^ iK:i>KiKiKiKiKiK:iiKiKiKiKiKiKiKiKiK>KiKiKiKiKiKiKiK:iK ii DESIGN HOHEN"TS (KIF'--FT) iK — iiiK>KiK*iKiKiKiKiKiKiK)KiiiKiKiKiKiKiKiKiKiKiKiK:iiKiiK:KiKif::iiK^ f-l--SERVICE H-FACrORED P--FACTORED COHTROI...L.. INCJ _ (DL-* LL-4-1) (DL..-t-LL+1) (DL..-t-L,.L..+1 ) FAC; T ORED LOAD Ml HAX HOHEN T - 5 571 - -829 5 - -823 5 ., Fl -FAC; * H;I:N HOHENT -4191 - P P tt IH TITLES RANCHO SANTA FE-BENT 2 CAP-NEG 9-13-1990 PAGE 3 j|c /jc J^f ijciit >K >|t ^ 'K 'i^ ^ iK INTERHEDIATE RESULTS iK )K >KiK ;KiK>K:i IK IK IK iK iKiK IKIKIKIKIKIK IK IK iKiiiKiKiKiK iK)K iKiiiK IK iKiKiK iK ii iK IK ^ KEY TO "TYPES GF L..i:3ADS;: F-SER FATIGUE LOADING (HAX &. HIN SERVICE HOHENTS) (CODE 1-5-38) C-SER ===^ CRACK CONTROL LOADING (HAX SERVICE HOHEHT) (CODE 1 « 5 - 39) H-FAC H"FA(:;TOI-;:I;;;D HCJHEHT PHI ••••• 0..90 P-FA(;; P-I--ACrTOI-^ED HOHEHT PHI - 0.,90 HINl HINIHUH REIHFORCEHENT (CODE 1-5-7 (A)) BASED OH 1-2 X THE CRACKIHG HOHEHT HIN2 ••••••• WAIVER OF HINIHUH REINFORCEHEHT (CODE 1-5-7(B)) BASF;D OH STEEL, AREA OHE •TH;i:r;;D GRF:ATER Ti-iAN REOLIIRED BY AHALYS;!:S HAX - HAXIHUH REIHFORCEHENT (CODE l-5-32(A)) BASED ON -75 X BALANCED STEEL RATIO- EFFECTIVE DEPTH ••••• 51-19 IN YNA D;i:sTANci;:: F-RGH EXTREHE COHI-'RESSIVE I-IBER "T(;) NEUTRAL Ax;i:s- BAR TYF'i;;: BAR API-'LIED HAIH STEEL HAIH s izE LOAD SF'AC I NG YNA H(;3HI;;:HT REQL.II RED BARS (IH) (IN) (K-FT) (SQ IH) REQ 11 F-SER 5-00 42-61 28 11 C-SER 5-00 14-62 -5571- 42-61 28 !! 11 H-I--AC; 6 - 50 4 - 46 -8295 - 32 - 77 22 11 HIHl 32-50 1-42 -2764- 7-52 5 11 HIN2 3-61 7-36 -13289- 56-81 37 MM 11 HAX 1-23 31 - 40 -284 57 - :l. 67 - 6 5 108 ^ 5KiKiKiK>KiKiKiKiK>KiKiK>K>KiiiKiK COHTROL **iK>KiK>K:iiKiKiKiKiKiK>KiKiKiKiKiK>K;K>K>KiKiKiKiKiKiKiKii':iKiK ^ 11 C-SER 5-00 14-62 -5571- 42-61 28 • HOHENT CAPA(:;iTY FOR DIFFEREHT HAIN STi;-!;-!... AREAS- (BAR (;;UT-0I--FS) " "T" OT" A I... T 0 T Al... 0 T i-iEP;; HA :i: H p CGHF' TEN TEN TEl^i HOHEHT AREA AREA AREA AREA CAPACITY YHA iH (SQ IN) (SQ IH) (SQ :I:N) (SQ IH) (K-FT) (IH) 0 - 00 47 - 92 4 - 24 43 - 68 •-10594 - 5 - 78 O-OO 39-18 4-24 34-94 -8758- 4-'72 0.00 30-45 4-24 26-21 --6886 - 3 - 67 * 0-00 21-71 4-24 17-47 -4978- 2-62 TITL..ES RANCHO SANTA FE-BENT 3 CAP-F'OS 9-13-1990 PAGE 1 iK iK iK iK iK iK iK iK iK >K IK >K iK iK iK >K iK IK iK IK IK IK IK iK iK IK IK IK iK >K iK IK iK IK IK IK IK IK IK iK * iK CONC # iK CONCRETE DESIGN F^'REiJGRAH t M H cD AH I EL ENG I NEER I NG CE;1HF'AN Y * iK IBH PC/AT VERSION 1-0 * *iK iK ii * iK-i iKiK ii IK IK iKiK IK IK** IK iK iK iK IK IK iKiK iK iK iK>K>KiK IK iK iK iKiK iK >K .i IK iK :i :i iK ii iK iK^ iK * :i iK iK iK * (:5i;;:hiERAL DATA IK iK iK iK if: ii iK iK iK >K IK If: IK iK IK IK iK if: iK iK if: iK iK iK iK iK iK iK iK iK iK iK iK iK iK iK iK ^ TYF'E OF AHALYSI;;; DESIGN CONSIDER FATIGUE? (CODE 1-5-38) YES CONSIDER CRACK CONTROL? (CODE 1-5-39) -^^ YES ULTIHATE CONCRETE CGI^IPRESSIVE STRESS (FC) -•••^ 4-50 KSI YGUNGS;> T^LODUI...US FOR STEEL REBAI-;;S (E) 29000.. KSI ULTIHATE CONCRETE COHPRESSIVE STRAIN (EO) 0-003 IN/IN YIEL..D STRI;::SS FOR STEEL REBARS (EY) -^^ 60-0 KSI ENVIROHHEHTAL FACT(3R (Z) 170-0 K/IH HGDULAR RATIO (ES/EC) (H) 8 WIDELY SPA(:;ED GIRDERS GR SLJBSTRLJCrTURE YES * iK >K iK iK iK iK i-K >K >K iK IK iK iK * iK IK iK iK STF;;LJCtL.lRE DATA iK >K iK* ii IK IK IK iKiK IK IK iK*iK>KiKiK ii iKiKiK iK iK iKiKiK iK IK iKiKiK iK iK >K iK iK ^ TOTAI... DEF'"TI-i •••^ 5-00 FT TOP FLAHGE WIDTH (COHP) - 14-38 FT TOP FLANGE WIDTH (TEN) •'•^ 7-50 FT TOP FL..AHGE THICKNESS 8-38 IN WIDTH OF WEB ===^ 6-00 FT BOTTOH FLAHGE WIDTH (COHP) 12-76 F""T" BOTTOH FLAHGE WIDTH (TEN) ^^-^ 7-50 FT BOTTOH FLAHGE THICKNESS 6-75 IN 0-00 O - 00 12-97 4 - 24 4 - 24 4 - 24 8 - 74 0 - 00 3036- 1059- 1.56 0-51 TITLES RANCI-IG SANTA FE-BENT 3 CAP-F'OS 9-13-1990 PAGE 2 Ml P iK REBAR DATA :i ;KiKiKiK iKiKiK .iiK IK iK iK iKiKiK iK iK>KiK>KiK :iiK IK IK :i iKiK IK :i:i iKiKiiiK iKiKiK iK REBAR REBAi-;; "TOTAL- BAR covEF^ BUNDL..I;;: s;>KEW i;;;Fi--ECT;i:vF LOC L..AYF;R BARS SIZE (IHCI-I) F'A T TERH DEGREES AREA BOT OTHER BO'T OTI-IEI-;; BGT HAIH 1 :l. 2 - 20 2 - 90 5 - 14 46- 52 46-52 0 - 00 O .•' 07 M m t IK if: IK :i if iK iK iK iK iK iK iK :i iK :i iK iK :i LOAD DATA (KIP-FT) W- ;K iK >K iK iK iK iK >f: If: :i iK iK iK iK iK iK iK iK iK iK IK IK IK IK IK IK if: :i ;i iK iK iK >K IK IK iK iK IK iK iK iK LOAD TITLE 0-40 POIHT FiF:rlBF;R 2 1..0AD LEVEL SI;;:RVICE .Di;;:AD LOAD (DL) H-L(;:iAD (LL-M) F'-LOAD (LLt-I) HAX HOHI;:;NT HIH HOHEI^IT 2518 1325- 0.. 2659 LOAD FAC"TOi-:;S 1 - 30 1/ 1 - 30 NOTES P-LOADS ARE INPUT AS (1-15P ••>• H) GR (1 - 15P) * iK iK iK iK iK iK iK iK IK iK iK :i iK iK iK ii ii >K iK iK iK iK iK iK IK iK IK DESIGN HOHENTS (KIP-FT) IK *********iKJK>K5K>K**********)K**>K*>K*)K>K**)K H-SERVICE l-i--l"ACTC;)Ri;;:D l"=-FAC"TORED CONTROL.LINC;} (DL-*-L..L.-+-1) (DL-+-LL.-4-1) (DL •H...i..."t- ;i;) FAC"TORI:;;D L(;)AD HAX HOHENT HIN HOHENT 3843- 2518 - 6149-6730-P-FA(;; TITLES RANCFIO SANTA FE-BENT' 3 CAP-POS 9-13-1990 F'AGE 3 iK iK iK>K iK iK iK iK >K IK iK iK iK IK IK iK iKiK IK IK iK IK IK iK IK INTERHEDIATE RESLJLTS if: iK iKiK:*;KiKiKiK*>KiKiKiK iK iKiK iKiK)KiK IK :i iK iK iK iK iK iK iK iK iK iK iKiKiKiKiK iK >K* KEY TO TYF'ES OE L-OADS;; s F-SER ••••^ FATIGUE LOADING (HAX 8'. HIN SERVICE HOHENTS) (CODE 1-5-38) C-SER CRACK CONTROL LOADING (HAX SERVICE HOHEHT) (CODE 1-5..39) Fi-FAC --^ i-i-FACTORED H(;)HI;;:H'T' PFI:I: o-9o F' -FAc: i-'-FA(::'rf;iRi;;:D H(;)HEN'T I--'I-I;!: o-90 HINl HINIHUH REINFORCEHENT (CODE 1-5„7(A)) BASED GH 1-2 X THE CRACKIHG HOHENT NIN2 '-r-^ WAIVER OF HINIHUH REINFORCEHEHT (CODE l-5-7(B)) BHSED OH ^;J TF:i;;:i... AF^EA OHF: TI-IIRD GI-;:EA"TER 'THAN RE(;H.iii-;;i;;;D BY ANAI...YSIS HAX HAXIHUH REINFORCEHENT (CODE 1„5„32(A)) BASED OH -75 X BALAHCED STEEL RA TIO- EFFECTIVE DEPTH - 54-05 IH YHA ^••'••- DISTAN(:;E FROH EXTRI;;;HE COHPI^ESSIVE FIBER TO NEUTRAL., AXIS- BAR S IZE 11 :!. 1 11 11 11 11 TYPE L..GAD (:>-SER F'--FAE:: HINl HIH2 HAX BAR SPACIHG (IN) 8.. 33 8 -33 8 - 33 YNA (IH) APPL..IED HAIH STi;i;EI... HOHEHT REQUIRED 11 - 04 ^:> - K.fjL'.: iK-FT) 3843 ^^/^:^u u (SQ IH) 27-23 27-23 26 - 09 9 „ 49 HAIH BARS RECJ 18 18 17 7 22-21 1-24 2829- 6„06 4„11 9076. 36 - 31 24 1-31 28-09 32850- 161-20 104 ;KiK*iK*iKiKiKiK:iiKiKiKiKiKiKiK COHTROL ^;KiK>K;K:iiKiK:i>KiKiKiKiKiKiK*;KiKiK:iiKiK>KiKiKiKiKiKiKiKiKiK 11 (;;-SEF;; B - 33 11 - 04 3843 - 27 „ 23 18 l-iOI'^iENT CAF'AC:i:'rY FOR DII"'!-"F;REH'T HAIH STEEL AREAS- (BAR CUr-GFI-S) TOTAL COHP AREA (SQ IN) 0-00 O - 00 0-00 0.00 TOTAL TEH AREA (SQ IN) 30-21 24 - 60 18.98 13-37 GTHF:R "TI;;:N (SQ IN) .1..:) 13 13 13 HAIN TEN AREA (SQ IN) 28 -08 22-46 16-85 11 - 23 HOHI;;:N"T (::APA(:;ITY (K-FT) 7191- 5888 „ 4572- 3243- YNA (IN) 2 - 63 2-03 1-43 0 . 00 0.00 7-75 2-13 2-13 5-62 0 - 00 1902, 547 0-83 0 - 23 TITLES RANCHO SiJANTA FE-BEHT 3 CAP-F'OS 9-13-1990 PAGE 4 ^ ifc y{c ^ ^ ^ ^ ^ 1^ sit sK s^ )(c J'|^ j(t jjc ii F:I:HAI... REJ;>ULTS - DESIGN >K >K iK iK iK IK IK iK iK IK IK IK IK i iK IK IK :i IK iK * iK iK iK iK iK >K iK iK iK iK iK iK iK iK iK :i iK iK iK iK (AREA OF S"TI;;:EL. REQUIRED FOR Dii"i--Er;;i;;;NT BAR SIZES) s-[;;RACK (:;ON"T •• s — i-AT'K-iLJi;;: --s BAR LOAD HAX AL..I...GW STRE^iJS AI...I...OW Ei--F BAR REQ "TO'TAI... SF'ACi:: s;i:zE CON'T S'TRESS S'I-RESS RAHGE RAH(5I;- Di;::F''Ti"i 5;>F'A(:;I;;: S"TEI;;:L. BARS COVE (KSI) (KSI) (KSI) (KSI) (IN) (IH) (SQ IH) REQ J.S C--SI;;;I-;; 21 -84 53-61 16-44 36-54 23 - 92 26 - 70 8-25 18„23 57 - 46 21 - 39 1 - 07 10 5 14 5 53-92 11 ,.06 30-45 14 29-29 30-50 10-10 17.,07 57-46 21-39 1-07 5 11 C-SER 29-92 5 5 9 F'-FAC 5 32-30 10 P-FAC 31-29 :>9 -.:>-:.> - c.>\- •.•.>.\. - v<:> 34 - 33 8 F'-EAC: 31 -86 7 P-FAC 31-47 33-71 54- 05 33-49 11 - 14 16-42 57 .,46 54-14 35-48 11-62 16-12 57-46 54-23 36 - 00 11 - 84 15 - 98 57 - 46 54 - 30 8 - 33 39 39 08 "-•'Ci 3 34-17 36-00 11-78 16-01 57-46 21 -c;i. 54-36 4 36 - 00 11 - 62 16 - 11 57 - 46 2 J. -.J.::. 27-23 1 - 07 26- 04 1 - 07 25-99 1 - 07 25- 96 :L - 07 06 25-93 39 1 - 07 18 44 5 6 P-FAC 31-92 54-42 2-94 25-90 34 - 14 36 - 00 11 - 77 16 - 02 57 - 46 21 - 39 1 - 07 59 5 3 m 5 P-FAC 31-78 SPACE CODF:SS 54 „ 52 33-92 36-00 11-70 16-07 57-46 21-39 25.. 85 1 - 07 84 •I P tt 1 - BAR S 2 BAR 'j. 3 === BAR S: 'AC; 'AC; ••AC ING LESS THAN THE AASHTO HINIHUH- (CODE 1-5-5(A)) IHG LESS THAN THE PREFIi-R:RED CAL.'TRANS HIHIHUI^i- (BR- DES- DET"-> ING HOPE THAH THE AASHTO HAXIHUH (IB")- (CODE 1-5-12) riT'LEs R'ANCHO SANTA FE-BENT 3 CAI--'-HEG 9-13-1990 PAGE 1 ,^ ;{<;i(>KiK!KiKiKiKiKiKiKiK>KiKiKiKiKiKiKiKiKiKiKlKiiiKiKiKiKiKiKiKiKiKiKiKiKiK^ iK E:;OHC * iK Cf;3HC;RET"E DESIGH F'R;OGRAH » >K HciDANIEI... ii;;N(jINEERIH(3 COHI-'AHY * IK IBH PC/AT VERSIGH 1-0 III, ::KiKiKiKiKiKiKiKiK:i.iiKiKiKiKiKiKiKiKiKiKiiif:iKif:iKiKiKiK-^KiKiKiKiKiKiKiKi^^ m :i: IK iKiK iK iK:i iK iK iK i iK i iKiK :i Gi;;;HEF^Ai.. DATA iK •;K IK * IK IK iK ^ >K if: iK iK iK iK iK IK iK * IK iK * i iK iK iK iK >K iK iK iK if iK iK ;i i^ IM ua y-ypj::; Qj- AHAI..YSIS DESIE5H "* (;;E:)HsiDF:r^ FATIGUE? (CODE i - 5- 38) YES ^ COHSIDER CRACK C^ONTROL? (CODE 1-5-39) ---^ YES m, ULTIHATE CONCRETE COHPRESSIVE STRESS (FC) 4-50 KSI YE;)UNGS HODLiLUS FEJR STEEI... r;:EBARS (E) 29000- K;;>I ULTIHATE CONCRETE COHPRESSIVE STRAIN (EG) •••••• 0-003 IN/IN ^ YIELD STRESS FGR STEEL REBARS (FY) •-••••^ 60-0 KSI " ENVIROHHEHTAL FACTOR (Z) •••• 170-0 K/IN mm HGDULAR RATIO (ES/EC) (N) 8 UjIDEL..Y SPACED GIRDERS OR SLJBSTRU(;rTLJI-i:E YES >K :i iK :i iK iK iK :i if : IK IK iK IK >K >K iK iK * IK STRUCriURE DATA iK iK iK iK IK IK IK IK IK iK * iK iK >K iK iK iK iK >K iK iK iK >K iK iK IK iK iK iK ii iK IK iK TOTAL. DEF-'TF! 5-00 F'l" TOI"' FLANGE WIDTH (CGHF') 8-00 FT" TOP FLAHGE WID'TI-I (TEN) 7-50 FT" "TOP FL.ANGE TFIICKNESS - 12-00 :I:N WIDTH OE WEB 6-00 FT BO"T"T'(;)H FLANGE WIDIH (CGI-IP) 12-76 FT BOTTOH FLAH(3E WIDTH (TEN) - 7-50 FT BOTTOH FLANGE THICKNESS ••••••• 6-75 IN TITLES RANCI-IO SANTA FE-BENT 3 CAP-NEG 9-13-1990 PAGE 2 ^jc^^fc^ 'l^'l^ )jt ^ i^f/^c IK REBAR DATA iK sK iK iK iK * iK IK iK * iK IK iK iK iK :* >K ;i iK IK iK iK iK iK iK iK iK iK iK IK iK * IK iKiK IK IK iK iK IK IK iK ii * EFFECTIVE REBAR REBAR TOTAL-BAR E:;(JVER L..OC L-AYER BARS SIZE ( IHCI -I Ml mm 'T"GP OTI-II;;;R 7 2 - 00 "fClP O"I"HI;;:F^: 7 5.,69 m "TOP HAI N 1 1 1 8.. 3 1 mm m * :i:i :i;K :i iKiKiKiK iK iKiK iK:i iKiK if; ;i if: iK LOAD DATA (KIP-FT) IK 46 - 52 46.. 52 0 - 00 ••.-I 'f '-.1 ;K :i i iK >K * iK iK if; iK iK iK iK iK ii ;K IK •i iK iK IK iK IK IK IK iK IK IK IK iK >K iK IK If: IK IK IK ;i IK * LOAD TITLE ^--^ 0-875 POIHT HEHBER 3 L.OAD LEVEL.. ^••^ SERVI(:;E DI;;:AD LOAD (DL) H-LOAD (LL-t-I) P-LOAD (LL4-I) HAX HOHENT I'lIN HGI-IENT •41 54 135 244 -1853- I.J3AD FACTORS 1 „ 30 2- 17 1-30 NOTES P-LOADS ARE INPUT AS (1 -15P -f- H) OR (1-15P) iK iK iK iK>K iK iK * iK iK iK iK iK IK iK >K IK ;i iK iK iK iK iK ;i iK iK iK iK DESIGN H0HI;-HTS (KIF' -F'T) iK ;K iK>K iKiKiK iKiKiKiK* IK IK IK IK iK iK>K iK >KiKiK iKiK iKif:iKiKiKiK IK IK iKiK ;K*ii* H-SEi-;:vicE i-i-FACTORED p-I--"AE:;"TOI-;;ED CONTRE;)I...LINE:) (DL^t-LL-4-I ) (DL *LL-*-I ) (DL-f-LL-f-I ) FACTORED LOAD HAX HOHENT HIN HEJI^IENT -5289 -3910 •7863 -7809-H-FAC; Hi Ml P TITLES RANCHO SANTA FE-BEHT 3 CAP-HEG 9-13-1990 PAGE 3 jjt 5|t i^c ^ ^ j|t jjt jjt j|c -4^ 'K '"K 'K ^ ^ -^t ^ •'i'^ iK IHTERHI::;DIATE RESUL.."["S IK iK iK iK iKiK iK IK IK IK IK IK * >K * IK IK * iK iK iK iK iK iK iK iK IK iK iK ;i ii iK iK iK iK ^ KEY TE:) T YF'ES OF LEJADSi; s F-SER FATIGUE LCJADING (HAX HIN SERVICE HGHEHTS) (CODE 1-5-38) C-SER CRACK CONTROL LOADING (HAX SERVICE HOHEHT) (CODE 1-5-39) i-l -FAC; ---^ H -F"ACTOI-::ED HGHF;N I F'HI 0-90 F~~Fs^c -•'••-•• P--FAE:;T(;3I-<I;;;D HOHI;;:HI" F'FI:I: •••••^ 0..90 HINl ---^ HINIHUH REINFORCEHENT (CODE l-5-7(A) ) BASi;;:D ON :L.2 X •r"HE CI-<ACKIHE;5 HOHF:H"T i^lIH2 WAIVER OF HINIHUH REINFORCEHEHT (CODE 1„5-7(B)) BAi;ji;;:D E:3N ?;;T"EF:L.. AREA OHE TI-IIRD GRi;;:A'Ti;;:i-;; THAH REQUIF;;F;D BY AHAi...YSis HAX ^••'•-- HAXIHUH REINFORCEHENT (CODE 1 - 5 - 32 ( A ) ) BASED GN -75 X BALAHCED STEEL RATIO- EFFEC'Tivi;;: DI;;;F'TH ^^^= 5o„88 IH YHA ••••••'- DISTAHC^E i--"l-;;GH EX'TREf'lE E:;0HPRESSIVE FIBER TO NEUTRAL. AX:i:^;;- BAR "TYF'F: BAI-< APi--'i...ii;;;D HAIN STEEL HA:I:H SIZE L.E:)AD 3I--'A(:;ING YNA HOHEHT REQL.fIRED BAr;;s ( :I:H ) ( IH ) ( K--F"i') ( SQ IN ) REQ 11 F-SER 6.38 41-98 27 11 C-SER 6-38 14-48 -5289- 41,.98 27 11 H-FAC 9-22 4 - 24 -7863 - 30 - 95 20 :L 1 HI hi 1 41-50 1-46 - -2837 - 7-90 6 11 HIH2 4-88 7-26 -13042- 55-98 36 11 HAX 1-54 31-42 -28253- 170-76 110 iK iK iK IK iK IK iKiKiK;i>K iKiK iKiK iKiK E:;0NTRE:)1.-. iKiKiKiK>KiKiKiKiKiKiKiKiKiKiKiK;iiKiKiKiKif:iKiKiK*iKif;if;iKiKiKiK 11 C-SER 6-38 14 - 48 -5289„ 41 - 98 27 HOHEHT CAF'ACITY FE:)R DIFFEREHT I^IAIH STEEL- AR1:;:AS;;- (BAR E:;UT-GFi-JiJ) ^ TOTAL "TOTAL OTI-IER HAIH P CGHF' "TEH TEN TEN HOHENT AREA AREA AREA AREA CAPACITY YNA HI (SQ IN) (SQ IN) (SQ IH) (SQ IN) (K-FT) (IH) 0-00 46-36 4-24 42-12 -10210- 5-59 O•00 37-93 4-24 33 - 70 -844 5 - 4-57 0-00 29-51 4-24 25-27 -6648- 3-56 i* 0-00 21-09 4-24 16-85 -4817- 2-54 tt 0 -00 0.00 12-66 4 - 24 4 - 24 4 - 24 8 - 42 0.00 •2954- -1059- 1-53 0-51 m TITLES RANCl-IG SANTA FE-BEIM'T 3 CAP-HEC-J 9-13-1990 PAGE 4 iK iK iK IK iK IK :i IK ;i iK iK iK iK * iK * iK iK iK * ii iK IK iK iK ii IK FINAL.. RESUL..T8 -- DIi;:SIE^N iK :i IK :i IK iK IK ;i IK :i iK iK IK IK iK ii iK ii iK ;i IK IK IK iK i IK iK iK >K iK iK IK IK iK iK iK IK if: If :i IK >K :i (AREA E:)F STE:EL REE;HJIRED FOF;; DIFFERIIIINT BAR J:>IZES) BAR s "E;;RA(:;K (;;OHT- S -FA"T"IGLJE s L..OAD HAX AL..I.,.E:JW S"TRESS AL.I...E;)W t-1" i-BAR REQ TOTAL SPACE ^:;izi;;: E:;GNT sirTRESS S'TRII-SS RANGE RAHGE DII-F'TH spAt;E S'T"EI;::L.. BARS cohE 18 !:;"--SER 6 i, KSI i (KSI) (KSI) (KSI) (IH) (IH) (SQ IN) 50-44 11-61 25-59 27-16 6-67 17-16 57-56 14-23 56-97 2-12 I-;;EE:I 14 C-SER 25-91 30 - 88 30- 94 50-75 8-25 8-05 15-87 57-56 14-23 47 -1 5 A.. - .1. .<:. 11 C-SF:R 6 33-82 33-95 50 - 88 6 - 38 8-82 15-15 57-56 14-23 41-97 10 C-SER 6 30-23 35 - 63 35-76 9-29 14-71 50 - 9'7 5 - 56 5"7- 56 :l.4 - 23 39.24 A.. - .1. x.. 31 7 SF'AE:;E (:;ODES S 1 BAR SPAE: 2 - BAR SF'AC 3 - BAi"v SF'AE ;ING LESS THAN THE AASI-ITO HINIHUH- (CODE 1-5-5(A)) :;ING LESS THAN THE PREFERRED CALTRAHS HINIHUH- (BR- DES- DET-) :;ING HOPE THAN THE AASHTO HAXIHUH (IB")- (CODE 1-5-12) p (APPENDIX D /ABUTMENT AN/QLYSIS COMPUTER OUTPUT hi c: D a n i (•? :i. Ei! n g :i. n e w r :i. n g C:: o nt p a n ;/ ., A Titles RANCHO SANTA FE RAOD BRIDC^JE - ABUT 1 9/13/1990 13s20s 0 Pagff •'• f^lLE 'ASiQll -^QF" >KiK iiiK* iKiKiK iKiK iK iKiK iK iK iK iK iK* iK iK iK iK iK iK iK iKiKiKiKiKiKiKiKiK* IK ABLJT IK iK Shor-L Seat (SS) or Fllqn E:;antllever (HC) iK iK Al:n.rt;.fn(;-?nt Dcjslqn iK iK Veri:i;i.on s 1-05 iK iK (C) Copyright 1989-1990, PCLINKS- Inc::- iK ii All rlght«> reserved April 1990 iK ;Kii ii* :i ii iK IK iiiKii iiiK iK iK iKiK iK iK iKiKiKiKiKiK iK iK iK iK iK iK ;i iK iK iK'* % iK * ii;:i % % IK if;iKiK iK * iK ;i iK iKiK * iK iK iK iK ;i iK iK iK iK iK * ;i * % % C-Jenera.! .Da ta ;i %% % * ;K IK:i If: * iK iK iK % :i iK iK* IK;i iK * iKiK iK % % % * * :i iK "i iK Alji..ri.".fnent "Type (Short". 5:Seat) — SS Superstructure Type (E:;IF'/PS ?) - YES i"'oQt:l.ng Type =••• SF'I-^EAD Ana I y Iif :i. s Ty pe -• DF:S I OH Des:i,gii Hethcn:! (L.oa<:l F actcsi " Design) L.F E> I 'ia "Le i' :i. a '\. F Y O pe i-" •(•. :j. e•ii^;: l.f I tifna l.e C^on (:::-•• e l-.e C^ompi- esi-i:!. ve S Lres^ii ( f c:) 3., 25 k^iii Yield Stress for Steel Rebars i'fy'} 60,.0 ksi AI Iowa bie Con crete Stress (".: fc ) - 40 - 0 1-3 ksi Allowable Steel Stress (••;, f y) •••• 40-0 24-0 ksi Ycn.ir-i q s Hot:I u :i. u.f'o Con c: i''e Le (lii: c:) 3249 i'.<ii ;L Youngs Hodulus for Steel Rebars (Es) •=•• 29000 ksi Hodular Ratio (Es/Ec) (H) 8-92 :(:^a c kf i 11 So :i. I Da La s Depth of Fill On Toe ^'•'••- 2-00 ft Depth of Fill On Heel - 10-00 ft Depth of Surcharge on Heel •••• 2-00 ft iiiin Vi rofnen ta 1 1- ac tor (Z) - 1 "70 „ 00 k/i n (:.-i:)ef f of Active Ear tii l-'r essure ( ka ) ===• O - 31 I" oundation Soi 1 Data s hlax - Beaf ing Ciapaci ty - Servi ce '7 - 50 •Tons/<;> f l""r ict:l.on ang le ( phi ) - 32 - 00 Degr ees I'^l t:: D a n :). e :i. Iiii n g :i. n e e r :i. n g E:; O fn p a n y ., E:; A Titles RAHCHO SAHTA FE RAOD BRIDGE - ABUT 1 9/13/1990 13s20s 0 Page J. *>KiK*iKif;>KiKiKiKiKiKiKiKiKiKiKiKiKiKiK>K>KiKiKiKiiiKiKiKiKiKiK ' iK t ru c: tu ra I Da ta iK * * * >K )K * * >K >K iK * IK iK :i * iK iK iK * IK IK IK IK iK iK * IK IK iK if:-*-i iK A bu tmen t Da ta s Length 181-87 ft Heig ht from Top f Foo ti ng - 10-00 f t Backwall Thickness — 1-00 ft Seat Width •••^ 3-00 ft TI ;! <::;(- :.y \"i rn*;.* .ifi'r.tijii F.'.Ci£.5il', i !"• t ' ' ('/".c:.-. -t- c-. (•i/.-.i •!• !-" fc-.i :::; 'Z^ _ £\C\ xy.i '.i> 'tan ce T rom ;:>ea L i- a ce to C - i <:rf- Bea r :i. rt g ;i. • 5^ rt Backwall Height above Seat L.evel 5-00 ft IjUeig h L <;)f Ex 'Ler :i.or Shear Keys 0 - 00 ki ps Uniform Weight of Barrier "- 1-83 ft Vertical Distance from Seat to i-illet =••• 0-00 ft Stem Thickness •- 0-00 ft Wing Wa:L :L :Oata s Humber of Winq Wall -•••• 2 Walls Length •••••-•• 24-00 ft 'Thicl<ness =•• 1.00 ft End Wall Height ••-• 3-00 ft F-'ootii-'iq :E>ataa I'., eng In - 182-87 ft W:t.dth 7-00 f L .Depth ••'•• 2-00 ft Width of Footing Key ••" 0-00 ft Depth of Footing Key 0-00 f L Distan ce 'from "T'cje t':::i key 0 - 00 f t c: D a n :i. e :i. li-: n q :i. n e e f" :i. i"i g E::; O m p a n y ,, C A 'Itles RAHCHO SANTA FE RAOD BRIDGE - ABUT 1 9/13/1990 13:;20s O Page IK iKiK:i'* IK iK If: i{< iKiK iKiKiK IK iK iK iK :i iKiK ii iK ii< iK iK iK iK ;i iK;iiK ;i :i F;ei:>ar and L.oad .E>a l.a iK U'-: ** **:i * if: '* :i;i iK * iK iK iK 'i iK;i iK * * iK iK iK iK * i iK iK if ;i t Rebar" L.ocat:L(:)t*i Bar- Si /•:e Ha,. o f" Bari:> E:;ovei- (:Ln) B.:'Xc::k.wal il. 4 O 2-00 Stem 5 0 2-00 Footing Top 4 0 2-00 Footing Bottom (i-leel) 5 0 2-00 footing Bottom (Toe) 5 0 3»00 Ser vi ce L.oad T'a l.a ( ki ps) s Total s- Live Load Total Lateral (i)ther Other Dead "T<:) ta I 1 -15P^M-I Bea r i n g liiia r 111 l...a tei-a 1 Ve r t i (::a I L.oad I-l—L.oad F'-L..oad Pad Shear' l--'r(->?sst..ire Load L.oad " L..oad s 2047 389 966 402 O 0 Factors 1-30 2-17 1-30 1-30 1-69 1-30 1-30 Hi P Distan ce above Seat to (i)ther l...ateral l...oad - 0 - 00 Distance above Seat to (i}ther Vertical L.oad 0-00 «• ^ T^onsider Other Loads in Load C-Jroups (Y/l-l) 12345 12345 YYYYH YYYYI^I I'i c: D a n i e ii. Iiii n g :i. n e e r i n g Ei^ o m p a n y „ (i; A Titles RANCHO SANTA FE RAOD BRIDGE - ABUT 1 9/13/1990 13s20s 0 Page ;l. p IK ******** >K*iKiK**iKiKiKiKiK*iKiK***>K IK IK **iK*iKiKiK>K-***iK* * Homents about Toe of Footing (kipSf, ft) - Service * hMi'Mh'^ ^' "=*'" "^ "•^ ^ '^" -i i '^^ ^" 'i **'*•'!'**** * '^'^'^'^i'At^^-^'^ , L..oads l-'o r ce Al-;:l I^lomen t m mt Lateral Earth Load (Backfill to top of Backwall) Earth Pressure (Ka 0-310) 481-B Earth F'ressure (Ka 0-233) 361-3 Surcharge i-'ressure (Ka - 0-'310) 160-6 Surcharge Pressure (Ka - 0-233) 120-4 Iiii a r't hq v. a I'-.e 0 - CIP/PS Load Group III (Backfill to Seat Level) Earth Pressure (Ka - 0-'310) 163-9 i:;:ar' I. h F' resii^t.u' e ( Ka 0 - 233) 123 - 0 J:>ur (:;liar qe Presiiitu' e ( Ka '-'•"• O- 310) 93 - 7 Surcharge i-'ressure (Ka 0-233) 70-3 4 - 00 4-00 6 - 00 6 - 00 o - ';:>o 2-33 2-33 3 - 50 3 - 50 .927-1 ,445-3 963 - 5 722 - 6 0 - O 382 - 5 286 - 9 327-9 245-9 Bu pe r-s 11'-u c t u r e L.(::'ad s Dead !...(::iaq l-I-Live L.oad i-''-l...ive L.oad Be a r :l. i f q F-;ii.d S hea i'- 2047„0 389.0 966.0 402 „ 0 -3- 50 •350 7 - 00 •7164 - 5 •1361 - 5 •3381 - 0 2814..0 Eiii Lher' Lcjadii^ (iii t I'le I'- L a 1;,e i' a :i. L.oad O t he r- Ve r-1 :i. (:;a :L l...c>ad 0.. 0 0 - 0 7 „ ()•;) - -/ - OCi 0 - O 0.. 0 Dead l...oads Backwa:i. 1 Seat i:::x tra Seat F'or t :i.on (l-LLgn C^an Li lever ) Footing i'-'oo Ling Key W :i. I't q wa :i. :i. TCJ p l-;;e c tan g u :i. a r Se c; t. :i. ovt i/J :i. n g wa 1 iL Bo L tom T r" i an q t.i I a r Se c: t :i. on Wingwal 1 E:K tra Section (l-liqn E:;an ti lever) Bar- rier Jiilide Key^i> 136 - 4 545-6 0 - O 384-0 0.. 0 19-4 22-6 0 - C-J 82 - 4 0 - 0 -5 - 50 •4.. 00 0 - 00 •3 - 50 0 - 00 ,6-75 .3-17 i") „ CO .6-25 -3 - 50 -7 50 - 2 •2182-4 0 - 0 •1344- 1 0 -0 -324-1 -297-2 0 „ 0 -133B -2 0 - 0 Soil Dead l...oads Soi I on l-!eel (Backf i 11 to Top o f Backwal I) Soil on Heel (CIP/PS Baci<fill to Seat Level iiiiX tra Soi 1 E:iin Heel (l-Iigh Ei^an111 eve 1 ) So;i-1 on Toe Su. r c: I ia r <:ie on l-iee 1 215- B 107-9 0 - 0 87 - 8 43-2 -6 „ 50 —6., 50 0 -00 -1 - 00 -6 - 50 -1403-0 -701-5 0 - 0 ••••07 - 8 -280-6 H c D a n ;i. o il. h. ri g :i. it e e r :i. n g Ei^ o tii p a n y .• Titles 1 RAHCilEi) SAHTA Fiiii P;:AOD BRIDGE ABUT 9/13/1990 13:: 20 s 0 F' a g e P (•:•: P tt Ml P Servi ce L-caad for Ai:)utnien t Desigi'i ( F'^atio A1 low/Toe or A1 low/I-lee 1 ) G rou p ; - AppI i ed L.oad s Safe- Fac Stresses se La t Vert Fr - F OT i:;;H Ec c I ide OT Heel Toe Al 1 CJW Ratio I i -i 1 642 3973 1552 2891 -16534 0 -1 ' "1 A.. -4 5-7 2 - 9 - •.;) 15 - 0 4 - 6 OK IH '". 482 3973 1552, 2168 -16534 "••0 -1 J", -7 - 6 3-4 '•\ A.. - 8 15 - 0 4 „ 4 OK IH 482 3930 1535 1927 -16253 -0 -:i. ^:) '-I - X. B - 4 3-5 '•1 - "7 15 -0 4., 3 OK IH 4 361 3930 1 535 1445 -16253 -0 -3 4 -2 1 1 - 2 3 - 8 A.. -4 15 „ 0 4 - 0 GK 11 1 642 3584 1400 2B91 -15172 0 -:L '"i 5-2 2-6 -0 15 ., 0 5 - 0 OK :ii I 482 3584 1400 2168 -15172 -0-:L '", X.. -9 7-0 S m 1 jt.. ., 5 15 -0 4 - B OK iii I iii 1 258 1210 473 710 -5218 -0 -'•^ Ji.. 1 -8 7.3 1 - :i. 0 - 8 '•.1 •".> A.. A.. .. 5 20 - 0 GK iii il iii A,. 193 1210 473 533 -5218 -0 -4 n.. -4 9-8 1-2 0 - 6 -••-,•—1 A.. A.. - 5 IB -1 OK IV 1 1044 3973 1552 5705 -16534 0-8 :i. - 5* 2-9 1-0 5 '•1 - A.. 18 -8 3-6**HG: iliV '•1 -t.. 884 3973 1552 4982 -16534 0. 6 1 -8 3 - 3 1 - 5 4 1.7 18 .8 4-0 GK ly. ,., -i'L 4741 -14892 0-6 :i. -6 3-1 , ^X:^ -J1 .,8^ _4^4. OK J.V 4 /^>.;j .:j54:i. :i..;>8o 4x::59 -1.4By:*:: U-5 i-W 3-5 1-6 3-9 ..IS Ui) V 1 0 3237 1264 0 -13401 -0-6 0-0 0-0 3-9 1-1 22-5 5-7 01 **************:-KiK*****iKiK******************** ;i Summary of Corrtrol I ing L.oad E:;ases :i ***iK***iK********************:i;i:i:i***:i******;* l...cjads (A) (B) l-;;atio CiiRP Ti:A Des(::r i p L:i. on Des cri ption (B/A ) :i: V :i. Si; il :i, <:l :i. ri g F o r c e 1044 F- r :i. c t :l. o n F o r c. e ^^== 1552 1-49 IV 1 Overturn Homen t - 5705 Restore Homent -16534 2-90 OK IH 4 Hax Heel Stress ••••^^ 3-78 Allow Heel Stress ••'•••• 15-00 3-97 m. iii V 1 l^lax Toe Stress •••'• 5., 16 AI low 'T(:je Str e^-j^ii IB - 75 3 - 63 UK H c: 0 a r-i :i. e .1 Iiii r> g :i. n e e r' :i. |-i g (ii; o m p a n y Eii A Titles RANCHO SANTA FE RAOD BRIDGE - ABUT 1 9/13/1990 13s20;; 0 Page :l. |-"a<:: to red L.oad f o r' A bu tmen I. Dei-i i gn ( Ratio - (E:-apa<::i ty./"Toe or (:;a|:;'ac::j. ty./i-leel- pLii-O - 5 ) ) Ml (.-jrou p Ei^ase 1 [ Lat Ver-I App.i t E< 1. ied L.oad lii- Heel Toe Ei;a , ' .... 1 P ....... g-t- l-';ati o r e iij i-^A P P ll-i :i. 1086 5503 0. ,27 -'.> - -.'•> 5-3 •"> A.. A.. - 5 4-3 OK wm iiiH -(-. 814 5503 0, .05 4,. :i. 4- 5 .1'.. . 5 5-0 (i)K mM I l -I 814 5447 0. .00 4 - 2 4 - 3 •"t't A.. A.. -5 5-3 OK iii l -I 4 611 5447 -0, . 15 4.. Ei! 3., 7 AHA:'. ll 5 4,. 7 OK mm IP 1 1086 5915 0. .25 3 - 6 5-6 --•^-'I .<...'... -5 4 „ 0 OK ili P -.-1 814 5915 . 04 4.. 5 4 - 8 '•.•I'-i A.. A.. -5 4 „ 7 OK mm IF' -.:> SiJ14 5859 0, . 00 4,. 6 4 - 6 5 4 - 9 GK IP 4 611 5859 —0, . 14 5 - 1 4 - 0 '•i'"i A.. A: -5 4,. 4 OK ili I 1 1086 4659 0. .32 2-7 4 - 6 -••I'-I 5 4-9 (i)K wm iii iii '••, A.. 814 4659 0, .05 >;: •..> - <..' 3 - 8 A.. 1. 5 5-9 OK T T T 1 435 1574 -0, .05 1 „ 3 1 .. 2 5 17-6 OK mm t i 1 -<;. 327 1 574 -0. ,24 :l. .. 5 1.. 0 ' ''". 5 15-2 OK IV 1 1608 5503 0, .93 0., 9 7 -- "i 5 2 - 9 OK IV •—1 A.. 1337 5503 0. .71 :i. - 7 6 - 9 .t-.A.. u 5 tiiiK mm IV -.:) 1337 4603 0. . 80 :l. -1 6 -1 •••1-—, A.. -5 3 - 7 OK IV 4 1133 4603 0. . 62 1 - 7 5- 5 '•.1 •".-I A...<.. n 5 4 - :l. OK Wmt V :L 0 4209 -0. .64 5 - 1 :L - 5 ' •-. -—. A.. A., u 5 4-4 OK ************************iKiK*iK*************** * Summary of (i^on trol I ing Load Ei^ases * >K*:iiK*;i**:i************:iiKiK******************* Loads (A) (B) Ratio (i-jRP CA Descri ption Descri ption (B/A) IP 4 Hax Heel Stress - 5-12 Allow Heel Stress -y- 22-50 4-40 m IV 1 Hax Toe Stress ••••••^ 7-73 Allow Toe Stress •••••• 22-50 2-91 OK T'i c D a n :i. e :i. E n g :i. n e o r i rv g C; o ni p a ii y ,i E:; A Titles RAHCHO SAHTA FE RAOD BRIDGE - ABUT 1 9/13/1990 13s20s O Page 1 jjt jjc J^t j|C i^C /^t J^C jfC j|t jjt jJi j|t jjt j^t 5^ J^t J^t 3^ j|C j|t 5(i 5|C S|t * steel Required — l...oad l-actcjr Design (LP"D) * *********************************************** A-.<acKwa-l.-!. 5 D ••• V-/" L.oad l...oads Appl ied Heut Steel Steel Type Ei-Jrp EiJA Homent Axis Stress k-ft k*ii ;i. Area sq .in Bar S :i. 7. e Bar S p c i n Bars Reg - i::.r ro r (i^ode HiIiN3 (i^on tro I 1053-9 0 24-4 4 18-0 1 MM Si^liiiR 306 - 7 :l. 04 25-6 1 5 - 4 4 28 - 7 77 3 Ml l-"AC 518-3 0 14 1 :i. - 9 4 36 - 9 60 -Z HINl 2239 - 5 0 62 52-6 4 B., 3 264 HIN2 887-9 0 24 20 - 5 4 21 -4 103 S HIN3 1053-9 0 29 24-4 4 lB-0 1 77 Ml HAX 13077-7 4 31 366;j - 5 4 :i. - 2 1843 :i. Ml S Lem D 45-7" •i L.oad l...(:j.ads A p p il. ;l. c <i Nei.. t Steel iJteel Bar-Bar lii ars Error "T y pe Ei-Jr p E:^A H<:>men t Ax :i stress Area S :j,'.?. e S |:j c; F eg - Eii:ode mm k-f t s :i n l--.".;i* :i. sq :i.n :i. fl m .'I I" .1 j-\ ^:>i::.K a/94 1 %:> 3,. 5.1. 2^:i - / 3 5., 7 5 .1. d . 9 :l. 16 3 i--AC 5628. 5 0-27-5 a 24-7 B9 3 mm HINl 35832, 4 A.. -03 177-9 5 3 - 8 574 •1 n-lIH2 9731 -5 0 -56 47 - 6 '•'i 14-2 154 HIH3 './"738, i,j 0 -44 37- B (:; ...1 18-0 .1. /.l'. A]". Ml HAX 288518. 20 -27 1 730 - 9 a 0 - 4 584 1 ..-1. 1 [ ._ p Ml HIH2 9731 . 5 r 6 47-6 5 14-2 154 Ml F'ootinq tcjp D - 21-7" L..oad LcJads A p p il. i (•: <:! Heut Steel "i) teel Bar-Bar 'h ars E r-r or- Type Grp C^A Homen t A x :i s Stress Area B :i. '£ e S p c F ec| - Code mm k—f t !: :i fl 1' .i-i ;L scj in i i"i iiJER IV 1 -43 -6 0-42 24-0 1 - 0 4 438 - 0 6 FAC IV 1 -156-1 0 -02 1.. 6 4 312- 8 3 3 HIHl -9007. 4 1 -10 94 „ 2 4 4 - 7 471 HIH2 -208 -1 0 -02 2 -1 4 219-0 11 3 HIH3 -2390.. 9 0 -29 24 - 6 4 17.. 9 123 mm i'lAX -65659-6 9-64 iJ2B - 0 4 0-5 4 140 1 1 — uon 'tro mm HIH3 -2390 -9 0 - 3 24 - 6 4 17-9 123 Wm mm H :: D a n :i. e il. Fi n c j. n o e r :t n g Ci: o ni t: ) a fl y ,, Ei; A P i-tles RAHCHO iJAHTA V-Iiii RAOD BRIDEiJE - ABUT 1 9/:i 3/1990 1 Page ****;i*****:i*iK********************************** * Steel F^ecjuired - l...oad Factor Design (L.F'D) * iK******;i**:i************************************ l"CJoting bottom (l-leel) ,, D - 21 - "7" Hi L.oad Loads Applied Heut Steel Steel Bar Bar Bars E r ro r- •Mi Type 1 -5rp (i^A Hofnen t Axis Stress Area Si :^e Spc Rc :-?q -(i^ode •1 k""f t s :i. n k-i-i i sc| in ^ 1 n Ml SER V 1 318-5 1-12 24-0 7-5 5 91-2 25 3 P FAC V 1 403 - 3 0-05 4 -1 5 168-4 14 3 HINl 9007 - 4 1-10 94 - 5 5 7 - 2 305 HH HIN2 970 - 0 0 „ 12 10-0 5 68.4 33 HP HIN3 3683 - 3 0 - 44 38 -1 5 17-9 123 HAX 65267-2 9-61 825-5 5 0 - 3 2663 I Cor) trol 1'l.l^•^.:^ - ;i. :i. / - y .\.'A^:.:> Hi F'oo t i n g bo t tom (toe) r, D 20-7" L_oad l..oads Applled Heut Steel Steel Bar Bar Bars Pp Type Ei-3rp Eii;A l^lomen t A X :i. s-Stress Area J:> i z e S p <:: Req» HI k-ft s i n )'-.s :i. sq in U :i. n Ml SER IV 1 1547-7 2-41 24 - 0 39-0 5 17-5 126 F-AC IV 1 2255-1 0 - 2{iJ 24 - 4 5 2B -1 79 HIHl 9007-4 1 .. 1 6 99-3 5 6., 3 321 Ml r-IIH2 4770 - 5 0.. 61 52 - 0 5 13- 1 168 HiliN3 3511-7 0 - 44 38 -1 5 17 - 9 123 Hi HAX 59378 - 5 9- 17 7B7 - 4 5 0 - 9 2540 Ei^on tri::)l IIN2 4'7'70 - 5 06 -Xi . : .1 O .1..:) - ,1. 168 P ** ** * ** * ***** :i** *********** * * ** ****** ********* * ** **** * * * * * SLtmn-rary •- SLeeil. i-\'e<:n.i:i.red -• L.cjad Fac:t-.or Dei;i-ign (L.F'D) iK ********************************************************* Design l^eqi.ii remen ts Ser Sorv i c;:e L.oad i-"ac l--"actord l...oad - phi - 0-90 Hin 1 ••" i'li n :i.n(um F;ein f or cemerv I;. (Eii-cjde B -17 -1 -1) Based on 1 - 2 ii< Ci' acking Plcjmen t Hin2 "" Wa:i-ver- o f Hin imum (Eii:ode 8 -17 -1 - 2) Based on 1/3 steel area by analysis hlin3 Hin iiiium "Temperati..u-"e Re:i.n f or (::efiien t (Ei;o<Je 8-20) Based or-i 18" max imum bar" spacing Hax - Hax ifnum Re:i.n for<::emen t ( Codo B - :L6 - 3 -1) Based on "7 5".^ o'f l:sa 1 ar-i cied s Lee 1 r a t i o Hi P Rebar L.ocation 1 Backwa 1 il 2 •"• Stem 3 F"of:3ting "T"(:^p 4 l"'ooting Bcjttcjm (Fieel) 5 F'ocrl.Inq Bot Lorn ("T'oe) p Bar- Load i...c j.ads Appl 1(-^d Neu t st eel Ste ::'l Bar' Bar -iia r<i^ L-:ir-r-::i r- t.„o(:: "Type Gi-'j j EJA Homen t A X :i. i-; str-ess Ar :^a Sixe Spc ;;e :! - Coi :Ie k-ft i f-i I'.-.s i sq :i. r-l M i n 1 H:I:H3 1053. 9 0 29 9 - 72 24 - 40 4 18 - 00 t 2 • ••' 2 HIH2 9731 . 5 0 56 45-66 47-61 ''i 1.4 - 23 L 54 3 HIN3 -2390. 9 0 29 21 -72 24 „ 60 4 L7 -95 123 4 H:I:N3 3683. 3 0 44 21 -65 38 -13 5 [. 7 -95 L23 5 HIN2 4770. 5 0 61 20-66 51-97 5 L3 - :L :I. L68 Er ror- Ei^ode s 1 Ba r s pa c i ng I ess t han AASFI'T Ei) m in i mum - (Ei^ode 8 - 21) 2 -= Bar spacing less than pre f ered (i^AL. TRANS min imum - (Br - Design De tai 1) 3 Bar ii>pac:ing more t han AASFTT Ei) max imum (18" ) - (Ccjde EJ - 20) HI P 1*1 c: D a n :i. e iL E r-i g :i. n e e r- :i g C o m p a n y ^ C A Titles RANCHO SANTA FE ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Page **ii**********************-******************************************** * ABUT * * Short Seat (SS) or Hign Cantilever (HC) * ;K Abutmerrt Design * * Version;: 1 -05 * * (C) Copyright 19B9-1990, PCLINKS, Inc- * * A1 iL r :L g h -(•. i:> r e *•> e r - v e d A p r :L I :l. 9 9 O * ********************************************************************* *iKiK**iK*********ii*iK********:i:i*;i:i** * Ei-)eneral Data iK **************************:i******* Abu tmen -l;. Type (SI-ior t Seat) •"•• SS Superstructure "fype ((ii;lF'/i--'S ?) - YES Fcjo t i ng Type — F'IL.Fii An a 1 y *;> i i-i Type - DES I GH Design Heth<;>d (L.oad l-"actor Design) - I..FD Ha t e r :i. a il. F r o pe r- -t i es s L.fl timate (iion crete Compressive Stress ( f c ) - 3- 25 ksi Yield Stress fcjr Steel Rebars ( fy) - 60-0 ksi Allowable Concrete Stress (",' fc) - 40-0 1-3 ksi Allowable Steel Stress i% fy) - 40-0 Z 24-0 ksi Youngs i'lcjciulus for Ei;:oncrete (iiiic:) - 3249 ksi Youngs l''lodulus f or S (-.eel Rebars (Es) -= 29000 ksi Hodular Ratio (Es/Ec) (H) 8 - 92 Backfill Soil Datas Depth of Fill On Toe 2-00 ft Depth of Fill On Heel 10-00 ft T;ep t h of Su rc ha rg e on Hc?e 1 - 2-00 f t En viromen tal i-actcjr (Z) 1'70 -00 k/ :Ln (i^oef-f of Active Earth i--'ressure (l----.a) ••" 0-33 Foundaticjn Soi 1 Datas Hax- Bearing {ii:apacity - Service - 7-50 Tons/sf l-"r i ct i<:)i-i ang le (|:)h;L) 30 - 00 Deg rees i'-i c D a n :i. e ii. Iiii n g i n e e r- :i n q Ei; o m p a n y , C A Titles RAHCHO SANTA FE ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Page 1 ********************************* * Structural Data * ********************************* Al:)utmen t Data s Length 155-40 ft Height from "Top of l-ocjting - 10-00 ft Backwall Thickness ==== 1-00 ft Seat Width ==^' 3-00 ft Tx:X.':-d.i^.X^XJ(Z^^tX-S^JE.^^ FiF-».-. -I- E.-.W:P .. „.2^i„00 f t-- distance rrom beat i"ac:e -to U-U- or bear:i.ng ;i. - 50 -rt Ba c kwa 11 Fie 1 g h t a bo ve Sea t L.e ve 1 Weig ht of E x Leri or Shear Keys Uniform Welght of Barrier Vertical Distarice from Seat to Fi 1 let Stem "Thickncjss 5.00 ft 0- 00 kips 1- 83 ft 0-00 ft 0-00 ft W i vt q W a il. ii. D a t a s Humbc-?r of W:i.ng Wal 1 i_en g t b Jhickness End Wall Height 2 Walls 24-00 ft 1-00 ft 3-00 ft Footinct Data I...eng th Width iOepth 156-40 ft 7-00 ft 2-00 ft H c D a n :i. e ii. iiii n g i n e e r ;i. n g Ei; <:> m p a n y „ (i; A T;t.tles RANCHO SANTA Fiiii ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Paqe •*****:^{****-::K******ii*************** * Pile Data * ***:i**************-*************** Vertical F'ile Ei;apaclty - Service l..ateral F':i. Ie (i;apaci t.y - Serv;i. ce - Lateral F'i le (i;apaci ty - UI timate i"'i le Dian're Ler •=• Batter F'i le F'ac:tor - f•' .i. il e LayCJU t Da ta:: i=;;ow Distance Ncj- cjf F-'iles l^lo- of piles |-*icj- to Toe in p;;c5W Battered 1 5-50 16 0 2 1,. 50 20 IB Total IMuMvLjer of Piles -• Distance from Toe to Ei;-Eiii- of F'iles (cg) === Homent cjf Inertia of Piles Ei-Jroup (Ix) 70-00 Tons 13-00 kips 40-00 kips 12-00 in 1s 3 -00 00 3.28 ft 142-22 ft-pile**2 P * Rebar and Load Data * ********************************* Re ba r L.o ca t i cjn Backwal1 S tem F"ocj-t.ing I Cjp F-'ocjting Bottom (Heel) -foo t i nq Bo L Lom ( Tcje) Service L.oad Data (kips) Bar Si:;:e Ho« of Bars Ei;over(in) 0 0 O 0 0 2.00 2 - 00 2 - 00 2 - 00 6-00 TCJ t a I s -• L :L ve Load - s "T'o t a il L.a t e r-a iL 01 hve r G t l ie r' Dead Total 1 -15PH^^ Bearing Earth L.ateral Vertical I... oad s Factors 2004 1 .30 389 2-17 966 1 - 30 402 1 - 30 ,69 Distance above Seat to Other l._ateral l-.cjad - Distance abcjve Seat tcj Other Vertical L.cjad (i;ons:Lder (iiither L.oads in L.cjacl Ei-jrcjups (Y/H) I'l c: D a n :i. e ]. Fl" n q :i. n e e r :i. n g Ei; o m p a n y 1 - 30 0 - 00 12345 YY'f YN ti; A 0 1 - 30 0 - 00 12345 YYYYN Titles RAHCHO SAHTA FE ROAD BRIDEliE - ABUT 4 9/13/1990 13 s 22 s 49 Page ****************************************;l<**:^'-**>f:*****i«*****jf:-;<<^ ^ ii Hcjments about Toe of i--"cjcjtii-tg (kips- ft) - Service iK ^ ******************** **••*•*** ********************************** * Ml i..cJ.ad<;^ F"or<::e I" ii'^;H Hc:jmerv t (....-Ateral liiiarti-i l...oad (Back.fi 11 to 'lop of Ba.c:k.wal il-) Earth i-'ressure (Ka - 0-'330) 437 -4 4-00 1749-5 Earth i"'ressure ( Ka 0-24'7) 328 -0 4-00 P E-iiiu r c: ha rge P ressu r e ( Ka -• 0 - 330) 145-8 6 „ 00 874-7 Surcharge Pressure (Ka •••• 0-247) 109-6-00 656-1 nn Ear thcjuake 0-0 0 -00 0-0 P CIP/PS Load Group 111 (Backfill to S eat L.evel) mm Earth F'ressi.u'-e ( Ka - 0-330) 14EJ -B '"1 A.. .. l:.i3 3 4'7 - 3 Earth Pressure (Ka •••••• 0-247) :l-11 -6 •—I A., u -'J 260 - 5 Mi Surcharge F'ressure (Ka - 0-330) 85-0 .. '.> -50 297 - 7 Si.ircharge F'ressure (Ka 0-247) 63 -B ..:},. 50 •".-••-'.I"'! A.. A..-..) - /- MM Su pe ri;j t r u c tu. r e L.oad s Dead l...cjad 2004 -0 —3 -50 -'7014-0 mm H -i-„i ve L.oad 389 „ 0 —3 -50 -1361-5 mm )••'-Live L.cjad 966-0 —3» 50 -3381-0 B e a r :i. n g F' a <:I S i v e a r-402 „ 0 '/ ^ 00 2814-0 MM Ei) Lher Lcjads MM (i) t h e 1'- L. a t e r• a i). L. o a d 0-0 7-00 0-0 Other Verti cal i._cjad 0-0 •7. 00 0-0 Dead L-oads iE-iiackwal 1 116-6 -• 5 -50 -641-0 Mi Seat 466-'•1 "4 -00 -1864-8 P li-i X t r- a S e a t F orti o rv (i-l:(. g iv (i; a rv L i il e v e r) 0-0 0-00 0-0 F'cjcjtirvg 328-4 —%;> -50 -1149-5 Hi Foo ti rig Key 0-0 0 -00 0-0 IA) :i. n g w a ii. il. "T" CJ p R e c t a r v g u il. a r S e <: t i o n 19-4 -16-75 -324 -1 Ml UJ :i. n g wa 11 Bo t tcjm "i" r i an g u I a r Se <:: t i cjrv ':'<''> A.. A- - 6 -13-17 -297-2 Wingwal 1 Ex tra Secticjn (i-lign Ei;an tl levo-'r) 0-0 0., 00 0-0 m Barrler 82-4 -16-25 -1338-2 *• Side Keys 0-0 —3 -50 0-0 Hi Soi I Dead Loachj* p Soil on Heel (Backfill to Top of B ackwalI) 184-:i. -6 -50 -1196-5 Soil on Heel (CIP/PS Baci^fill to S eat i.„evel 92 -0 -6 -50 -598.3 «H Iiiix tra Scj 11 (iJn l-lee 1 (Hig!v (i;an ti 1 eve I) 0„ 0 0-00 0 -0 P Soil cjn "Tcje 75-1 -1 -00 -75-1 P Su r c ha r g e cjn Flee I 36-8 -6-50 -239 - 3 i^'i <;: D a i'v :i el Eii n g :i. iv e e r :i. rv g Ei; o in p a rv y , (i; A M Titles RANCHO SANTA FE ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Page 1 Serv:i.ce P:i..I.e Reacticjn rcjr f-ibutment Desxgn (i5roup &. Case Vertical ^• Total Ficcen.. Lateral Total — Heel - (i;ap S Lress IH 1 3724 •0-18 583 1039 mm IH 2 3724 •0 - 36 437 989 mm IH 3 3688 •0.39 43 976 IH 4 36BB -i'J 5 i 328 943 wm ili I 1 w»33 5 -0 „ :L7 583 980 m iii ir 2 3335 -0 - 3'7 437 931 ili ili I 1-1040 -0 -47 234 8 38 wm 1 1 L 2 1040 •0 - 63 175 826 IV 1 3724 0-58 985 1 367 m IV 2 3724 0 - 40 839 1317 IV 3 3299 0.. 4 5 839 1245 wm IV 4 3299 0-31 730 1213 Hi V 1 3039 •0 - 88 i'y 1009 i. :i* *:i* ************** *:i:i ***** * * ******** * * * * mm "* Sufivma ry of Ei;orv t ro 11 Irvg L.cjad C ases * ^m *** ******************** * * * * * ** * ********** Ml ( i-v'aticj -•"(i;aF5.7l-Cjad ) L.cjad s MM GRP Ei;A De-?s c: r- :i. p E' .1 on L.oad Mi IV 1 Total L ater-a .1 L.oad -985 I i -l 4 Hax I-i ee 1 l...oad 132 Mi IV 1 Hax T OC-? Lcjad -130 •> 1, ::: D a n i e H 1 ::: D a n i e 1 Fi rv g i rv e e r- .i n ' • (i; CJ 1 114 124 125 132 102 112 3'7 39 70 Ei)0 69 7 5 (i;ap ;l.40 166 —f-•• Cap 140 140 140 140 140 140 210 210 175 175 175 175 210 • "Toe Stress 95 87 85 79 85 21 130 122 110 105 51 Titles RANCHO SANTA FE ROAD BRIDGE - ABUT 4 :L ;a 'L i CJ 1 „ 39 1 - 06 I y . Ei; A 9/13/1990 Ei;ap 133 133 133 133 133 133 199 199 :I. 66 166 166 166 199 Rate OK GK GK GK OK OK GK OK E::iK OK OK OK GK OK OK OK 13s22s49 Paqe Factored F'i le Reactiorv f cjr Abutmen t Design O r o u p ; V e i" t i <:: a ;L * 1... a -L e r- a :i. * - - Heel *• "T" o e - &. Case Tcjtal Iiiic(::erv- "T"c:iE-.aI (i;ap SLress Ei;ap S•l•.rc•?s^•; (:;ap Ra-Le HH IH 1 5180 0 -02 986 1732 143 210 145 199 OK IH /. 5180 ""0 - 20 739 1670 160 210 •131 199 OK Hi IH 3 5132 -0 -24 739 i 651 162 210 127 199 OK IH 4 5132 -0-39 554 1610 174 210 118 199 0 K Mi :i:p 1 5592 -0 - 00 9B6 1778 156 210 155 199 OK P IP ^ 5592 -0.20 739 1716 173 210 141 199 OK IP 3 5544 -0-24 739 1698 175 210 137 199 OK Ml :[p 4 5544 -0 - 37 554 1656 186 210 128 199 OK P I X 1 4336 0 - 06 986 1637 1 l 6 210 124 199 OK ili iii '•1 4336 -0 -19 739 1575 134 210 110 199 OK Ml .1. .11 1 1353 -0 -29 395 1227 44 210 33 199 OK ili iii I iC. 1353 -0-49 296 1212 48 210 29 199 OK P IV 1 5180 0 -72 1 508 1938 86 210 191 199 OK IV '••> A- 5180 0 -51 1262 1875 103 210 177 199 OK Ml IV 3 42BB 0 -61 1262 1762 78 210 152 199 OK P IV 4 4288 0-43 1077 1721 90 210 142 199 OK V 1 3951 -0-88 0 1379 164 210 66 199 OK p ***************************************** * Sumnvary cjf Ei;orv trol 1 ing L.oad (i;ases * ( R a t i o "•" C; a p / L. CJ a d ) Loads GRP CA IV TP Descri pticjn "T" o t. a il. L. a t e r- a I I... <:J a d irlti-K.,. Hee l I '->/.d L.oad 1508 1 RA Ei;ap F\'atic) 1938 1-28 OK 2.:iX) .Jl,. 13 OK -i.'v .1. nax I oe i...cjaq X'-.^.i. -i.--/v ,i. - vv.i uw I C: D a n i e 1 Iiii n <:j :i- iv e e r- :L rv g Ei; cj m p a fv y ., (i; A Titles FJANCHO SANTA FE ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Page :L jfi ^(c ijt jjc .-^ J}^ j(t ?|t p|i j'lc *^ 5|t j|c * steel Rc^cjuired - L.oad Fac:tcjr Design (I..ED) iK -**-*************:i******************************* Backwall., D •-•••••- 9-7" L..cjad L.oads App 1 ied Hc-?ut S teel S> Leel Bar Bar B<Ar s Error Type Ei-)rp Ei;A Hcjment Axis S'tress Area Size Spc Req- (i;cjde k""-f t s :i. n ks :i. ^v-q i rv 'ii i n wm SER 278, .4 1 - 1 1 2'^ i.. 0 'i '-^., 0 5 38-8 49 Mi FAC 4-70. , 5 0.. :i. 5 10-9 '"1 53 - :L 36 HINl 1913, . 6 0 „ 62 45-3 5 •12-7 147 mm HIH2 858, . 0 0 - 27 20 - 0 5 29-1 65 HIH3 13B6. n: 0.. 4 5 SA:'. .1 5 5 17-9 105 Ml I'lAX 11025. • •.:> 4-29 312-8 5 1-8 1009 " - - CicjntrCJI - - 'IIH3 1386-5 0.. 4 32-5 5 17-9 105 Stem.. D 45-7" L.cjad Loads Appl led Heut Steel Steel Bar Bar Bars liiirrcjr "Type fjrp CA Homent Axis Stress Area Size Spc F\'ec| - Ei;cjde I'-.-ft s in ksi sc| In :j.rv c.i\r..V^ - S 5 17-4 108 A'. •i -—••—1 '1 (•> i:-. ••V A.. C> - .1. ..-."i X:.A:. - J. (:> a -.:) 52 ,. 0 5 3-B 491 44 .. 4 5 13-0 144 SA:'. .. 5 5 17-9 105 79 .. 0 5 0-4 4771 1 3629-9 3-65 29-6 l-' AC; 5:."i>50 - 6 0 - :':>6 HIHl 30617-3 2„08 HIN2 9072-7 0-61 HIN3 6659-6 0-45 HAX 246526-7 20-27 - — (:;ontrcjl - - - HIH2 9072-7 0-6 44-4 5 13-0 144 Footing top,, D ••••^ 21-7" L..oad Loads AppI ied i^leu t S tee 1 S teel Bar Ba r Ba r s Er ror "Type E5rp (:;A Homent Axis Stress Area Size Spc Reg - E:;cjde k-fl; n Irv ksi 1:^q Irv in SEF;; V 1 -332. .7 :i.. .23 24 • - 0 7.. & 5 74 - 9 26 l-AC V 1 -469. . :L 0, .07 4 - £i^ 5 124- 8 16 3 HIHl —7'703. .6 '1 . . ! 0 EiK) - 8 5 7-2 261 HIH2 -1014. . 5 0. . 14 10.4 5 56 - "7 34 -.:> HXH3 -3174. .0 0. ,45 32-9 5 :i. 71, 8 106 HAX -55819. .9 9. .61 706 - 0 5 0 - B 2278 1 i''lIN3 -3174 „ 0 0 - 4 32 - 9 5 17 - 8 106 ^ \''\ c: D a rv :i. e i!. Fi rv g :i. n e e r- i rv g (i; cj fii p a rv y (i; A • Titles RANCI-IO SANTA FE ROAD BRIDGE - ABUT 4 9/13/1990 13s22s49 Page :i. P P *********************************************** * Stee 1 i^'e^qu :i. red -" i..oad Fac tor Design (L.FD) * m *********************************************** P Footing bottom (Heel), D ==^= 21-7" ..LjiiiiS;! ,A,t;miI.i|^Jte'S l r^e-l P,:ye-^f--. \ T--^.-,!- yi^_ B,-irs F'rroji'- - type brp I;H Plomen-i,-. f---vx:is B-Lress i-^^rea B:i.ze Bpc K'eq. Ucjde k—-f' L s :l. rv k^ii :i. <Bq i rv -i^ i n SER 0-0 0-00 24-0 0-0 5 0-0 0 F"AC 0-0 0-00 0-0 5 0-0 0 HINl 7703.6 1-10 BO-8 5 7-2 261 HIN2 O-0 0„00 O-O 5 O- 0 0 H1N3 3174„O 0 - 4 5 32-9 5 17 - 8 106 HAX 55819-9 9-61 706-0 5 0-8 2278 11 ili H3 3 :L 74 - O 0.. 4 S2 - 9 5 :l. 7 - B 106 F oo t i n g bot tcjfiv ( Lcje) , D - 1 "7 - "7 " L„oacl l...cjads AI:Jp:i. 1 ed Heu f;. Stee:i. Steel Bar Bar Bars Iiiirrcjr S1 z e S j:j c F;ect - Cod e U i IV m "Type (iiir-};.i Ei;i-•1 l''icjinen k-ft t Axis Stress : i rv l'.*-i :i. Area sq irv mm SER IV :l . 1737. 0 2-71 24-1 52- 0 F-AC IV :l 1. 2671-4 0,. 46 34-0 m HINl i/"./03 -6 1 - 37 100 -3 HIN2 5385-0 0 - 94 69 „ 4 HiiiN3 2582-5 0-45 32-9 Mi IMAX 37102-9 7 - 84 575-6 5 11-2 168 5 17-2 110 5 5-8 324 5 B- 4 224 5 17-8 106 5 1-0 1857 ~ - - - • - •" Eiicjn t rcjl - - - - Ki IH2 5385-0 0-9 69-4 5 8-4 224 *******************************•;!<************ ** * * * ******** * Summary - Steel Required - i...oad Factor iDesign (l...i--"D) * ****************************:^**************************:;f:-;j( D e s :i. g iv F; e cj u :i. r o m e rv •(•. i-j Ser Servi<::e L.oad Fac '•••••• Fa c tcjrd L.cjacI - phi - 0 - 90 Hin 1 Hin il.mum F^eirv for cc-^merv t (Ei;ode 8 - :i."7 -1 - ;l.) Based cjrv 1 -2 X Ei;rack.irvq Hcjmervt I11n:^i! W.:Ai ver- o f H:!.n imum (E:;cjcic-J 8 - 1'7 »1 - 2) Based cjn 1/3 steel area by arvalysis Illn3 - Hin imum Temperature i'^einf cjr cemen t (Ei;cjde 320 ) Bai-jed orv 1B" max imum l:jar spac:ing Hax i'tax :i.mum i^.:ein f cjr-c::emerv t ((i;<:jcic? B -16 - 3 - 1) Based orv 75"-;: cjf ba 1 arv c:ed steel ratiCJ Re l:ja r L.o ca E. i cjt v 1 •"• Backwall 2 — Stem 3 ™ i""ocjtlrvg Top 4 - Footing Bottom (Heel) 5 ~" F cjcj t i rvq .Bcj t tcJdv ( Tcje) Bar L.oad L..cjachiJ Appl ied Neu t St eel S Leeil i(-:iar Ba r Bars. Error Loc Type Eii irp CA Homent Axi s str ess Are<: I 8 :i. z o S p c: Req - (i;cjde k-ft 3 :i. rv ksi sq :i .n n in 1 HIH3 1386-5 0. .45 9.65 32- 55 5 17-89 105 '•y JC. H1H2 9072-7 0. ,61 4 5.66 44-41 5 13-01 144 ,:.i HiliN3 -3174 - 0 0. .45 x.. 1-65 32 - 86 5 17 -83 106 4 HIH3 31'74-0 0. ,45 '•^ A.. 1-65 32 - 86 5 17-B3 106 5 HIN2 5385-0 0, .94 1 7.65 69- 36 5 B-40 224 ii Errcjr (i;cjdes :L ~= B a r- B p a c: :i. rv g 1 e s i-> t iv a rv A A S I-l 7" 0 ftv i n i m u m - (C; CJ <:i e B - 2 :l.) " 2 - Bar spacing less than prefered CAI...TRANS minimum. (Br- Desigrv Detail) ^ 3 - Ba r- s pa c :i. ng mcjre t han AASI-TT'E:3 ma x 1 mum (18" ) - (Ccjde Ei - 20) fiPPENDIX E SEISMIC f)Nfil LYSIS COMPUTER OUTPUT ^SSSSSSS EEEEEEEEE 111 IIII 11 SSSSSSS AAAAAAA BBBBBBBB SSSSSSSSS EEEEFiiiiiiiiiiiiiliii ii: I :ii I IIII I SSSSSSSSS AAAAAAAAA BBBBBBBBB SS SS EE 111 SS SS AA AA BB BB SSS EE 111 SSS AA AA BB BBB SSBSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSSSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSS EE 111 SSS AA AA BB BBB SS SS EE III SS SS AA AA BB BB SSSSSSS^JS EEEEEEEEE 111111111 SSSSSSSSS AA AA BBBBBBBBB SSSSSSS EEEEIiiiiiiiiiiiliiiE 11 ili 111111 SSSSSSS AA AA BBBBBBBB ********************************************* "• * * M * ^ * VERSIONS 1-3 RELEASEDs 9/87 * * * HI * * * * ^ * IHBSEH AND ASSOCIATES, INC- (IAI) * * * * 9{iJ33 HGF;;N ROAD SUITFi C * * * " * SACRAHENTOi, CALIFGRHIA 95827 * p * * * TELEPHONES (916) 366-0632 * tM * iK m ^ * * * * WRITTEN BYs ROY IHBSEH * * * ^ * JON LEA * * * ~ * VIC KALIAKIN * Ml ^ * * KEH PERANEij * Ml * * _ * JAHES GATES * mt * * ^ * SUSAN PEi-;;ANE:3 * * * Ml * * ********************************************* FILe "55/611" Ml mm SEISAB "RANCHO SANTA FE ROAD BRIDGE" RESPONSE SPECTRUH ANAI...YSIS C ^ ALIGHIIENT STATION 268 •*• 50-34 iii E:;OORDINATES H O-O E O-O BEARING N 31 42 47 W BC 268 -t- 50-34 ^ RADIUS R 2400-0 BEARING N 00 31 21 E SPAN " L.EHGTI-iS 124 ,. 67,, 124 - 67124 - 67 AREA 189-62 ^ 111 2479-43 P 122 208360,.0 133 727.0 iM WEIGHT 6-54 ^ E 550610-0 c; C F'C - 4 500 PSI Hi P P c; DESCRIBE E:; COH..IHH 'OCT ' AREA 25-07 111 100-03 122 50-11 133 50-11 E 467928-0 E:; E:; SPECIAL CAP 'CAP' 133 6250-0 E 550610-0 Ei; ABU7HENT STATION 269 50-66 BEARING 8 69 49 05 E,.S 69 49 05 E CONNECTION FIX FIX Ei; BENT BEARIHG S 69 49 05 E.S 69 49 05 E HEIGHT 29-0..25-0 WEIGHT 931-0 SPECIAL CAP 'CAP' AT 2„3 COLUHN SKEWED LAYOUT 'OCT' 44-0 'OCT' 44-1 'OCT' 44-0 'OCT' AT 2 COLUHH SKEWED LAYOUT 'OCT' 41-8 'OCT' 41-9 'OCT' 41-8 'OCT' AT 3 COLUHN BOTTOH PIN AT 2,,3 COLUHN TOP END JOINT SIZE 2-74 AT 2^3 C I" OUNDATION AT ABUTHENT 1,4 iiJPRXNES CONSTANTS KFIFI 24000- ti; LOADS KH2H2 O- KH3H3 0- F;;ESF'(i)NSE SPECTRUH CALTRANS CURVE DEPTI-I TO BEDROCK 0 TO 10 A 0-30G (i; FINISH F'AGE 1 IAI - SEISAB - PC/386 - (VERSION 1-3) 09/11/90 Licensed to HcDarviel Engineering (i;o- ., Inc- SEISAB DATA INF'UT :i*********************:i***************************** * * * * * * * * * i^ESF'ONSE SF'liiiC'ir;cUH * * * * * * * * * **************************************************** THE BRIDGIiii H(i)Diiiil... GENERATED IS BASED ONs 3 INTERHEDIATE JOINT(S) ON EACH SPAN 2 IHTEi-;:HEDIATE JOII^|•T•(S) ON EACH COi...UHH (iiiUTPUT LEVEL 0 IB IN Ei-FECT" HI IM PAGE 2 IAI - SEISAB - PC/386 - (VERSION 1-3) 09/11/90 l„icensecl tcj IMcDaniel Ervciineerirvq Ei;cj- ., Irvc- ALIGNI''iEHT DATA IHF'UT IHPU'T' DATA DEFIHING AH INITIAL. REFEi-;;EHCE PEiiUHT Ai-^ID I...IHF SlATiliON 01" FSET AZiiiHLrTI-i 26850 - 340 0 - 000 328 - 287 STATioH Ei;Ei)Gi-;;DiNArii;i 0-000 0-000 CURVE IHFO|:;;HATI(i)N BC TANGENT' STATION DIRECTION RADIUS AZIHUTH 26850-34 R 2400-000 0-522 F'AGE 3 IAI - SEISAB - PC/386 - - (VERSIOH 1-3) 09/11/90 L.icervsed tcj HcDaniel Finglneering (i;o- ., Irvc- SPAI-I DATA INPUT SEGHENT SPAN 1 L.ENCJTI- 124-67 124-67 AREA 189-62 2479-43 20EiJ360-00 727-00 SPAN 124-67 124-67 189 - 62 2479 - 43 208360- 00 727 - 00 SPAN 3 124-67 124-67 189 - 62 2479„43 208360 - 00 727 - 00 SEGHENT WT/i...EH(i-5Ti -I DENSiJ IT Y SPAN 1 :i. 6 - 540 ELASTIC HODLJLUS O.150 550610, SPAN 2 1 6 - 540 0-150 550610, SPAN 3 6 - 540 0-150 550610 PAGE 4 IAI - SEISAB - PC/3B6 - - (VERSION 1-3) 09/11/90 L.ict-?rvsed to I'^lcDanlel Engineerirvg (i;cj- ^ Irvc- DEBCRIBE DATA IHI--'LJT COLLJHN INFEiilRHA'T ION i-^O- 1 TITLES OCT IHF'Oi';;HA'T' lOH s 1 0-150 467928- SE(iJHIiiihlT" LEHGTFI AREA 111 122 1 10166 25 - 07 10() „ 03 5() -1 :i. 50 - liiiLASTIC SEGHIiiiHT DEHSI'TY HGDL.ILLJS BEHT CAP AND/OR SPECIAL. BENT" CAP INFORHATiiiEiiiH NO- 1 TlTL.Es CAP INFORHATIONs DENSITYs ELASTIC HODULUSs 550610- AREA 111 122 133 SPECIAL CAP HEHBER 6250-66 PAGE 5 IAI - SEISAB - PC/386 (VERSIGH 1-3) 09/11/90 l...icensed to i'^lcDarviel Enciirveering (iio- - Inc. ABLJTHEHT STATKiJN 26950 -66 ABU'T'HEHT DATA IHPLJ'T iLliiiVATIEiJN AZIHUTI-I 100-00 100 - 00 110 - 182 110-182 ABLJTHEHT TEi) BRiLDGI CGHHIiiiC'TKiJIM TYPE FIXED FIXED ABUT ABUTHENT l--"(i)UNDA"TlEi)N SF'RIHG CONSTANTS KF 1F1 KF 1F2 KF 1F3 KFlHI KF-1H2 KI-- :i.H3 24000„ KF2F2 DOi-- FIXD KF2I"'3 ;ooo - KF2H DOF FIXD O 0 KF2H2 KF2H3 KF3F'3 KF3H1 KF'3H2 KF3H3 0 KHIHI KH1H2 KH1H3 KH2H2 KH2H3 m P 0 „ DE:)F FIXD 3000 - 0- 0 KH3H3 O Kl"' ;l. 1" 1 KF 1F2 KI" :L I""3 KF' :L H1 Ki"--11*^12 KI" ;t. H3 4 24000- 0- 0- 0 Ki"2F2 KF2F3 KF2H1 KF2H2 KF2H3 KF3F3 KF3H1 KF3H2 KF3H3 0, KHlHii. KH1H2 KHir'l3 DOF FIXD KH2H2 KH2H3 0 KH3H3 0 I"'AGE 6 lAX - SEISAB - PC/386 - (VERSIEi}H 1-3) 09/11/90 Lic:e>nsed to Hc:DanieI Engineering (i;c3- „ Inc- BEHT DATA INPLJT BEHT EiiiEEiiiHE'TRY AND WEIGHT IHFEiiiRHA'TIOH BENT TEiJI"' BFiHT' BOT BEIM T' BEHT AZIHUTH ELEVATIOH ELEVATIOH WEIGHT 110„182 100 -00 71„00 931 -00 110-182 100-00 75-00 931-00 BEHT CAF' AND/(i)R SPECIAL BEhl'T' CAP PROPERTIES BliiiNT TI TLE AREA 111 122 133 2 550610, 3 550610 CAI"' SPECIAL. CAF' HEHBIiiil-^ 6250-00 CAP SPECIAL CAP HEHBER 6250-00 EL.ASriC BENT DENii) IT Y • HODLJLUS PA(i9E 7 IAI - SEISAB - P(i;/386 - (VERSION 1-3) 09/11/90 Licensed to HcDarviel Engineering Ei;cj- ,, Inc- BENT DATA INPUT (CONTIHUED) P BEHT' C(i}L.LJHH GROUF'IhlGS BENT SPACING CEi)L i"iliTl...liii FiCCENTR- EiiRGt.JP OI--'i"'SEr' SKEWED 1 OC i" -66 - 05 0 -00 2 OCT -22-05 3 OCT 22-05 4 OCT 66-05 SKEWED 1 OCT -62-75 0-00 2 OCT -20-95 3 OCT 20-95 4 OCT 62-75 BENT COhlNECTIVI"TY IHi-'ORHA'TlOH JiSUPERSTR BENT TO SLJF'ERSTR BRDGE WDTI-I BFiNT CONTINUITY CONNE(:;"TIGH TYPE I^iSRi^IHT TYF' BRDGFi WDTi-l 2 CONTINUOUS FIXIiiiD 3 CONTINUOLJS FIXED BEHT COI.a.JHN END INFORHATIOH - - - -TOP- - -BOTTEiJH- - BHT COL CEiJNH TYP JNT SIZE BRG ELHT CONN TYP JNT SIZE BRG ELHT 2 ALL F iXED 3 ALL FIXED i::. /4 2 - 74 F'lHNED 0-00 PINNED 0-00 F'AGE B IAI - SEISAB - PC/386 (VERSION 1-3) 09/11/90 Licervsed to l''lc:Darvicel Engirveering Ei;cj- ,, Irvc:- BEHT DATA INI-'UT (CONTINUED) BENl' C(i)L.UHH F'REi)F'liiil-i: T Y IHFORi''IA"T"IOH BEHT 2 LEHGTH/ AF;;EA/ SEEiiHiiiiHT DEHJiJITY EL.AS HODI...Ji) 111 122 BENT 3 L.ENGT'H/ AREA/ SEGHENT DENSITY ELAS HODLS 111 ili22 COi„LJHN 1 1 ( 26-26) 25-07 100-03 50-11 50-11 O-150 467928- (i;OLUHH 2 1 ( 26-26) 25-07 100-03 50-11 50-11 0-150 467928 Ei;Ei3LUHH 3 1 ( 26 - 26) 25-07 100- 03 50-11 50 -11 0-150 467928- COLLJHN 4 1 ( 26-26) 25-07 100-03 50-11 50-11 0-150 467928- CEiJLUHH 1 1 ( 22-26) 25-07 100-03 50-11 50-11 0-150 467928- COLUHh 1 22-26) O -150 25.. 07 467928- 100-03 50 -1 50 -11 *** PAREHTI-IESES IHDirCATE AH ADJl.JSTED SEGHENT" LENGTH PAGE 9 IAI - SEISAB - PC/386 (VERSION 1-3) 09/11/90 L.icervsed tcj HcDarviel Engirveering E:;O- ^ Irvc- BEHT DATA IHi-='UT ((:;ON'TINUED) BENT' COLUHN F'R'Oi"'EI-;;TY INI--ORHA T ION (C(i.lH"T"IHl.JED ) BENT 3 (CONTINUED) SEGHENT LENGTH/ AREA/ DENSITY ELAS \nODLS ili :L :i. 122 COL.UHIM 1 22-26) O -150 25- 07 46792B- 100 - 03 50 -11 50 - 11 (:;OL.UHN 4 22-26) 25-07 0-150 467928- 100-03 50 - 11 50 - 11 *** F'AREHTHESES INDICATE AN ADJUSl'ED SEGHENT LENGTH P PAGE 10 IAI - SEISAB - PC/386 (VERSION 1-3) 09/11/90 Licervsed to HcDarviel Enqirveerirvq (:;o- ., Irvc- LOADIHGS DATA IHPUT THE HLJHBER E:)F" NODE SHAPES FOt.JHD WILL. Bi (20 HAXIHUH) 3*HLJi^tBEr;; OF SPAHS THE ACCEL.ii;:!-;;A'TIOH SPECTRUH IS A E:;ALTRANS 'TYF (0 TO lOFT;: A:^=:0-:r>G) ACCELERATION DUE TO GRAVITY 32-20 DIGITIZED ACCELERATION SPECTRI..IH -POINT F'ERIOD VALUIiii MM :l. 0 „ 001 0 - 3120 0 - 025 0-3650 '•\ 0-050 0-4250 4 0- 075 0-4B50 5 0-100 0-5430 6 0-125 0 -6000 7 0 - :l. 50 0-6620 8 0-175 0-7120 9 0 - 200 0-7420 :i. 0 0-225 0-7620 :i. :l. 0-250 0 - 7800 -1 '"^ .1. A.. 0-275 0-7900 i s 0.300 0-7930 •H 14 0-325 0-7870 15 0-350 0-7:^70 Mi 16 0-375 0 -7600 0 - 400 0-7410 P 1B 0-425 0-7130 :l. 9 0 -450 0-6880 mm 20 0-475 0.6620 P 21 0 - 500 0-6410 A.. 0-525 0 -6200 '.<•'. s 0. . ...15';; 0-59/0 24 Ol .575 0- 5800 25 0. .600 0 - 5620 26 0. .650 0 - 5270 27 0. . '700 0 - 4960 28 0. ,750 0-4640 29 0. ,800 0.4400 30 0. . 8 50 0.4120 31 0. . 900 0-3900 F'ACiiE 11 IAI - SEISAB - PC/386 - - (VERSIOH 1-3) 09/11/90 L..i c:ervsed tcj i^icDan iel Eng irveer inci (iicj - „ In c: - LOADINGS DATA INPUT (CONTINUED) mm DIGITIZED Ai c(i;EL.i:;ir;;A"Ti!iii3N SPECTRUH -F'OIH"T" F'ERIOD VAL.LiE mm 32 0 ..950 0-3710 S> S> 1 - 000 0-3520 *"* 34 1-100 0 - 3200 35 1 -200 0 - 2920 36 1 - 300 0 - 2700 M* 37 i - 400 0-2500 3B :i. - 500 0 - 2350 r™ 39 1 -600 0-2200 40 :i. - 700 0-2090 41 1-800 0.1980 -42 1 - 900 0-1890 43 2- 000 0 -1790 44 2 - 200 0 -1620 45 2 - 400 0 -1500 46 2 „ 600 0 - 1390 mtfi 47 2 - 800 0-1300 4Ei; 3 - 000 0„1210 49 3 - 500 0„1050 50 4 - 000 0 - 0940 51 4 - 500 0- 0830 52 5 - 000 0 - 0720 53 5 - 500 0-0720 —-54 6 - 000 0- 0720 (CONTINUED PAGE 12 IAI - SEISAB - PC/386 - - (VERSION 1-3) 09/11/90 1... i <::en sed Lo H cDan 1 e 1 Erv g i rv ee r i rv q Ei;cj - ., I i v c: - LGADINEi-j DATA INF'L.H" (CGNTIi--IUED) PL..OT (i)F "TI-IE Ei;AL."TRANS ACfi;ELIi;iRATiiiOhi SF'EC T'RLJI^I 2 - 0 *• 1 1 - 9-^ I 1 - 8-^ I 1 - / -fr- I 1 - 6-*- A ! C 1 - 5 -*- Ei; ! E 1 -4-t- L.. ! E 1-3-*- 1-;; ! A 1-2-*- "T" i ili :L - :L •*• E:) ! l-^i .11. o^*- I 0 - 9-*- :I: ! 0 - 8-:- X ! X X X 0-7-<~ X X 0 ! X X 0-6-*- X XX ! X X 0-5-f- X X ! X X 0 - 4-»- X iX XX 0-3-fr-X XX XXX 0-2-t- XXXXX F'AGE 13 IAI - SEISAB - l"'C/386 - - (VERSION 1-3) 09/11/90 L_icervsed to Hc:.Daniel Engineering (:;o- , Irvc- LOADINGS DA T A INPU T ((:;0H T IHUED) L(::tAD E:;ASE Ai^l^) L..E:3AD CASE COHBINAT:I:OH iHi""E:)RHA"T"iOH LOAD DiRiii:c'TioH F'AC"TE:)|:;;S HSE/COHB XYZ DESCRIPTIOH 1 -O - 420 O - 000 -0 - 907 L.GNG ITLJDI HAL 2 O.l 907 0-000 -0-420 TRAHSVERSE 3 1-0*LGNG -i- 0-3*TRAHS 4 0-3*L0NG 1-0*TRANS X A X X 0-1 + l 0-0-t- X •t— 1 1- X X PERIOD (SECONDS) Hi I--'AGE 13 - IAI - SEISAB - i"'C/386 - - (VERSIOH 1-3) 09/11/90 I.„icensed to Hc:Daniel Ervgineering (i;o- , Inc- L(i)ADIHGS DATA IHPUT (COH'TINUED) LOAD ti;ASE AHD L..GAD CASE (:;(i)HBINATiliOH IHFOI^'HA'TIGH I...OAD DIRF:CTIOI-I FAE:;"r'0i:;;5i; CASE/COHB XYZ DESCRIPTIOH 1 -0- 420 0 - 000 -0 - 907 LGI^IGITLJDiliHAL, 2 0-907 0-000 -0-420 TRAHSVERSE 3 1-0*LGNG -i- 0-3*TRAHS 4 0-3*L0N0 1-0*TRAHS F'AGE 14 IAI - SEISAB - PC/::>36 - - (VERSIOH 1-3) 09/11/90 l..icensed tcj HcDarviel l-iirvginec^ring (i;o- , Irvc- RESPONSE SF'ECT'RLJH RESLJL.TS mm VIBRATIEijH CHi A I-;; A (iiTEF •I STi lies -F-'ARTi LCIPATIGH FACTOR B Ml HODiiii F'liiiRIOD Fi :;;EE;IUENCY CS X Y A.. mw :l. 0-650 1 „ 538 0 - 53 20.. 780 0-015 8, , 1 1 8 •—1 0 - 546 1-831 0 -60 -7 -985 0-273 20. , 40(i? mm -.:> 0 - 429 2 - 330 0 -71 1 -405 -0„744 0, . 5SiK) 4 0-342 2 - 926 0 - 78 -1 -059 -8-420 •—1 A.. . .416 5 0 - 323 3-093 0 - 79 -0 -997 3-337 '••t A.. , , 738 mm 6 0-269 3 - 720 0 - 79 -0 „ 190 14-7'79 , . 428 7 0-125 8 - 029 0 - 60 -0 -A.. / -0 - 094 ;i.. .356 ™ B 0-118 8 -441 0 - 59 —0 -473 -0-142 ;i.. . 148 mm 9 0 .. 1 1 4 B - 786 0«57 0-017 3-697 -0. ,033 mM THE 9 1 i..(i3WEST Fl REQl.JEHi [i;iE S WE iRE \ iiiXTRACTED - Hi F'AGE :i. 5 IAI - SEISAB PC/386 - - (VERSIl'i)H 1-3) 09/11/90 Licervsed to i*lcDarvlel Ervgineerinct (i;cj- ^ Irvc- RESF'OHSE SPECTRL.IH RESLJLTS (C(i)HTi[HUED) CQEi; DISF'LACEHEH'TS iH :i: "TEH LC - - --LEFT L..HG'TUDi^lL. FAE:;E TRHS •-JRBE 1. - - - RGH T ..HGTLJDNL. I" ACE TRNSVRSE - - ..OPNNE:V/CL LNG'TLJDNL. TR SHO.- - IMSVRSE mm ABU 1 1 0.. 132 0 .. 107 0 „ 132 0-107 0 - 000 0 - 000 •-1 A... 0 „ 104 0 -132 0 - i m 0.. 132 0 . 000 0 - 000 mm s 0- 163 0 - 147 0 »163 0 -147 0 - 000 0 - 000 4 0 -143 0 -164 0 -143 0 -164 0 - 000 0 -000 Mar BNT 2 1 0 - 130 0 -105 0 - 130 0-105 0 - 000 0 „ 000 -•-1 /:. 0-102 0 -134 0 . 102 0-134 0 - 000 0 - 000 3 0- 161 0 -146 0 „ 161 0-146 l^^l u 000 0 - 000 4 0 -141 0 . 165 0 . 141 0 -165 0 - 000 0 - 000 BNT 3 1 0 -129 0 - 098 0 I 1 29 0-098 0 - 000 0-000 A.. 0 - 100 0 .125 0 . 100 0 -125 0 - 000 0 - 000 M.> 3 0 -158 0 ,135 0 .. 158 0-135 0 - 000 0.000 4 0 -138 0 . :i. 54 0 , 138 0 -154 0 -000 0 - 000 •IU~ ABU 4 1 0-126 0 , 087 0 -126 0-087 0 „ 000 0 „ 000 '•i A,. 0 „ 09B 0 .109 0 . 098 0 -109 0 - 000 0 - 000 3 0 - :l 56 0 , 120 0 . 1 56 0-120 0 - 000 0 - 000 MM 4 0.. 1 S6 0 . 135 0 0-135 0 „ 000 0 -000 *** LOAD CASE/COHB DESE:RIPTIOH L(i)NGITUDINAL TRANSVERSE 1-0*LONG •*• 0-3*TRAH8 0-3*L0HG •*• 1„0*TRAHS PAGE 16 4Ml - - IAI - SI ilBAB -"•C/S36 ••-(VERSIOH 1-3) 09/11/90 'mm mm Li cervs c?ci •[. o I'l cDarv :i. e il. Erv g :i. rv ee r- :i. rv <: Cc „ , ili I V c: - mm wm RESPONSE SPE(i;TRUH RiiiiSUL-TS ( COHTINUED) mm CQC Ei;OL[.jHN F(i51-ai;ES -L..H(.-i.l. iUDHL-„-„ 'T'RAHSVI->SE Ml CL LOC 1 -C SI-IE Al-;; HOHFiHT SI-IEAR HGHIiiihTT" AXIAL TORSION 'Ml BHT 2 1 BOT :l. 244 - 4 0.. 515-0 0 448 -:i. 97 ,1 :L Hi '•1 A.. 245-3 0-504 - 6 0-471 -4 83 - 5 ••1 3 318 - 0 0" 666 - 4 0 -589 -5 .1. A..A.. 1. A.. 4 318 -6 0 -659-1 0 -605 -B 112 - 7 •H 1 TOP J. 227-9 6222-498- 1 13324-448 -0 97 - 1 .1.. 228 „ 3 6240-4BB-0 13052-471 -^:> 83 „ 5 296-4 8094 -644 - 5 17239-589 -4 .1. .t.. A.. - A.. 4 296 „ 7 8107-637 - 4 17049-605-'"' 1 1 2,. 7 wm 2 BOT :i. 230-9 0 -O.I..A.. - A.. 0 -449-A-97 - :i. Ml •':'• 237-4 0-510-6 0 448,. 4 83 - 5 Ml St 4 302-1 306 - "7 0- 0 - 675-4 667-2 0 - 0 - 583,. 583 - / 122 - 2 1 1 2.. 7 Hi 2 TOP •J. 214-9 5874 -505-2 13511-449-0 97-1 Ml •'•1 A.. 220-9 6039 -493-9 13209-448 -s> 83 - 5 -'.> 281 -1 •.7685-653-4 17473-583 -5 •1 J. A...<.. - A.. 4 285-3 "7801-645.5 17262-583 -0 1 1 2 ., 7 3 BOT :l. 21B-9 0 -522-9 0 -:i. 7B -4 97., :l. Ml A.. 231-0 0 -509-9 0-174-0 83 - 5 s> 288-2 0-675-8 0 „ 230 -7 •1 '-.•>'-.•' .1. A..A.. ll A.. Ml 4 296 - 6 0-666 - 3 0-227 -6 Hi 3 TOP :L 203 - 3 5564-505-9 13528 -:l. 73 -3 97-1 Ml '•1 A.. 214-8 5E374 -493-2 13191„ 173-9 83-5 MM 3 267-7 7326-653-9 17486-230-4 122-2 ^m 4 275- 8 7543-645-0 17250-A.. A.. / -4 112-7 mm 4 BOT :i. 208 - 7 0-515-6 0 -446 -9 97-1 Hi A.. 226- 0 0 -504.0 0-475-7 83 - 5 S) 276-5 0-666 - B 0 -589 -6 .1 f -,f \ / - .L A.. A.. - AL A-:t'ti:i - ft o-6 5b- / O 60V - B 2- / *** LOAD CASE/COHB DESCRIF'TION 4 L.ONGITLJDINAL TRANSVERSE 1-0*L0NG + 0-3*TRANS 0-3*L0NG 1„0*TRANS Mi P F'AGE :L7 IAI - SEISAB - PC/386 (VERSION 1-3) 09/11/90 I.-i c:en sed Lo HcDan i eI Ervg i nee r i n g (i;cj - 1 n c - RESPONSE SPECTRUH RESE.JLTS (COHT"INt.JED) CEiKi; CEii!L..L.l|^IH F-'ORCES (COHTIhll.JFiD) E:;L LGC Lc; BNT 2 (:;oLLJHH 4 TOF' . - - ..LHGITUDN! - - - SI-IEAR HOHEHT (COHTINUED) •'i (COH'TINi..JED) 193 - 5 210 -2 256-6 268 - 3 5300 5748 7025 7339 -TRANSVRSE SHIiiiAR HfijHEHT M 49B-7 4Si?7 - 4 644 - 9 637 - 0 1333B- 13038 - 17249- 17039- AXIAL TORSIOH 446 - 8 475-6 589 - 5 609 - '7 97 - 1 835 BHT 3 1 BOT 294-3 290 - 9 381 -6 379-2 0 0, 0 0, 790 - 5 '."'''69 - 3 1021-3 1006-4 V 0 0 0, 632.. 4 648 -9 827 „ 1 B381.7 9B - 6 111 „ EiJ 132-2 141 -4 1 TOP 1 ^i: ^:.^ 4 2B2-2 278 „ 4 365-7 363 -1 6430 6350 8335 B279, 777-0 756-1 1003 -B 989 - 2 17461 16991 22558 63x:! - Sy 648 - 8 826 - 9 83Eii.. 5 '98 „ 6 11 X - 8 132 .,2 141 „ 4 BGT 310-4 312-9 404 - 3 406 - 0 O 0, 0 0, 803 - 0 780 „ :l. 1037-1 1021-0 o 0, 0 0, 247-6 26311 ":> I:J26 - 6 3 3'7 - 6 9 (is., 6 :l. :t. :l.B 132-2 141 -4 TOF' 1 A.. 3 4 297-8 300-0 387-8 389 - 3 6'7 83 6£.^36 8834 8871 789 - 5 766 - 9 1019-6 1003-7 17739 17232, 22908 22553, 247-5 263 - 2 326 - 4 337-4 98 - 6 ;l. 11 „ 8 1S A:'. „ A:'. 141-4 p 3 BOT 1 A.. 4 328 - 5 337 -1 429-6 435-6 802 - 4 '781 - 0 1036-7 1021-7 O, 0, O, 0, 400-1 391 -0 517-3 511 „ 0 98 - 6 1 :i. :i. - B 132-2 141-4 *** LOAD (i;ASE/COHB DESCRIPTIOH LOHGITUDINAL. TRANSVERSE 1„0*LOHG 0„3*TRANB 0-3*L0H0 1-0*TRAHS FmE 18 Ml wm m IAI - SEISAB PC/386 - - (VERSIOH 1-3) 09/11/90 Licervsed tcj l^lc:Daniel Ervciirveer :!.nq (i;cj- ., iLnc- RESF'OHSi;;: SF'EC T RUH RESUL.TS (CGI-'TT'INUED ) CQC (:;oL.LJHi^i FORE:;ES (E:;t:3N'T;i:HLJiiiiD) Ei;L LEiifC L.C 1 -LHGITUDHL-- - SI-IEAR HOHFiH BHl 3 (CONT liHUED) 3 TOF' :l. 315-4 7182 A.. ,'l -( '-.I c:. 7368 <:> '.^ o 4 '••I .t. A.. - 418 -2 / y.{:. 9523 4 BOT :l 348 - 3 0 362-8 0 I.:? 4 57-1 0 4 4 6'7 - 3 0 4 TOF' 1 334-7 7617 '•\ .<.. 348-8 7936 3 439-3 9997 4 449-2 10221 - TRAHSVRSE SFIEAR HOHIiiiH"]" AXIAL 'T"Ei)RSl(i)N 788 „ 8 "7 6'7 - 7 1019- 1 1004-4 789 - 9 770-0 1020- 9 1007.0 .-^ / Hi - a 756- B 1003 - 5 989 - 7 17724 17251 22899 22568 0 0 0 0, 1744B 17007 22550 22241, 400 - 0 390 - 9 517-2 510 -9 634 „ 1 645-4 827-7 B35-7 6:.':J4 - 0 64511:3 827 - 6 835-5 98 „ 6 :i. :l. „ B .^.>A:. .. A-.. 4 :i. - 4 98 - 6 . :l. :i. - B 1. - 1.41 .,4 93 - 6 1. :i. :l. - B L32-2 1.41 -4 Hi *** LOAD CASE/COHB DESCRIPTION LONGITLJDINAL TRANSVERSE 1-0*L0NG ••• 0-3*TRAHB 0-3*L0HG •*• 1-0*TRANS PAGE 19 - IAI - SEISAB PC/386 - - (VERSION 1-3) 09/11/90 L.icervsed tcj i''IcDaniel Firvciineering (:;o- Irvc- RESPGNSE SF'ECT"i-;;LJH RESLJL'I S (CONTIIMUIiiiD) CQEi; ABE.JTHEHT, H:i:H(iiiE AHD JOIHT FORCES W/R TG BRIDGE C-L- W/R TO ITEH C„l iliTEH L.C VER "f' Si-IIiiiAl-^ L.OHGITLJDHI... TRHV Si-IEAi-;; L.(i5NGili "f LJDHL TRHV SHEAF;; ABU 1 1 '•1 A.. 3 4 290 - 4 295- 8 379 -1 382 - 9 1488 - 8 1440-7 1921 - 0 1887-3 1622-3 1864-9 2181-8 2351-6 433-5 411-5 557- 0 541.5 2158 - 8 2320-4 2855-0 2968 - 0 ABU 4 1 '"1 A.. 3 4 409 - 6 426 „ 9 537 - 7 549 - 8 1774-1 1655-4 2270-7 2187-6 L325M 5 1461.0 1.763-B IB58-7 371-8 345-1 475-4 456-7 2183-2 2180 - 8 2837 - 4 2835-7 Ml *** LOAD CASE/COHB -—-- AIL \'.> 4 DESCRIPTION LOHGITUDINAL TRANSVERSE 1-0*L0HG •+• 0-3*TRANS 0-3*L0N0 •*• 1-0*TRANS Mi PAGFi 20 IAI - SEISAB PC/386 (VERSION 1-3) 09/11/90 L. 1 c:en li^ed tcj I'l (::Darv i e 1 Fiin c; i n ee r- i n c] Ei;o., ., I rv c: - SEISAB TIHE REPORT START;; F:ND S ;u ;: U:<:: ., o6 :i S44-66 APPENDIX F COLUMN ANftLYSIS & DESIGN COMPUTER OUTPUT TITLE RANCHO SANTA FE F;;0AD BRIDGE 13541sl8-21 09/11/90 PAGE ************************************************************************ * YIELD i"'RGGRAH - VERSIOIH 2 06/30/88 * ********************************;i(***iK**********************************:*; COLUHH TYPE 8 (OCTAGONAL..) CONCRETE L.OOPS 1 TETTAL HE:)- GF CONCRETE COORD- B STEEL REBAR F'ATTERH 4 (CEi)NEi;ENTI-;;I(i; L.OGPS) HLJHBER OF' S'TEIiiiL. REBAR l...(i]Ei)PS 1 "TOTAL NG- OF- S"l"li:iEL. REBARS -•'• 24 hlG PLOT" i-^i;ii(;U.JES'TED- DESIGH TYPE 2 (CHECK) PERCENT STEEL LIHITS (1-00 Z HIH- 6-00 Z HAX-) ************* * BENT DATA * *********:-K*****************************)«;i<)(t-;i<**************ii***********)K*** HUHBER EiJi"" CGLUHHS IH BFiITT 4 OUT TO OUT DISTANCE (DIAHETER) OF SPIRAL - 62-00 (IHCHES) DISTANCE FROH TOP COI...UHN PL.ASTIC F-ilNEi-jE TO CENTER OF- GRAVITY OF THE SUPERS"T"F;;LJE:;TLJFi:E ==^ 2-74 (F-EET ) CENTER TO CEHTEI^ SPAfi;ii'-lG OF CEiJLUHHS =^ 44-00 (l-EET) ******************>« jK********iK* * HATERIAL l-'l-^tiJPERTIIiiiS (PSI) * ***********************>f()f:>}c****************************>K************>f:*>K:^t** ULTIHATE Ei;Ei)NCRFiTE CEiJHPRESSlVE B'TT;;i;;iSS - FC - 3250- YOOHO S HEi)DUI...US FOR (i;(i)HCRETE - EC 3249500- YOUNG S HODUI...EJS FOR STEEL. BARB - ES - 29000000- LJL'TIHATE CONCRETE COi^lF-'F;:ESSlVE S'TRAiliN - EO -•-•• .003 YIEI..DIH(iJ S'TI^ESS FOR S TEEI... BARS - FY =^ 60000 „ TITLE RANCHO SANTA FE F^'GAD BRIDGE 13 s 41 s 18 - 32 09/11/90 PACrEi RFiiGUL.AR OCTAGNOHAL CROSS-SECTIOH HX 66- 00 (i;ONCRETE COORDIHATES (IN(i;i-IES) Ei;Ei3Ei)F;;D X Y Ml ;i. o*.>« 00 13. , 6 .i-13-67 SiS'i, . 00 3 -13-6.7 ^:^^;>. .00 4 —3 -.:> -00 13, ,67 5 —33 -00 -13. . 67 MM 6 -VS. 67 —33, ,00 7 13-67 --.;?3, , 00 B —V-'T o^:) -00 -13, . 67 TITLE RAHCHO SANTA FE ROAD BRIDGE 13 s 41 s 18 - 38 09/11 /90 PACE: CONCEHTRIC CIR(:;L.E PAT'TERH I... OOP RADIUS 29 - 84 ARFiA :i. - 56 BARS 24 STEEL REBAi:;; CEi)ORDIHATE;;> (IHEi;FIES) Ei;GGRD X Y ,:> 4 5 6 ./' B 9 10 11 12 13 14 15 16 17 IB 19 20 21 -—1 •'*.•• A.. A.. 23 24 29- 84 28 - 82 25-84 21-10 14.92 7. '7'2 0 - 00 -7-72 -14-92 •21-10 -25.84 -28.82 •29.84 •28 - 82 -25- 84 •21 -10 -14-92 -7 - 72 0.00 7-72 14-92 21-10 25- 84 28 - 82 O - 00 .-- .,.' .(.. 14-92 21 - 10 25- 84 28 - 82 29 - 84 28-82 25- 34 21 -10 14-92 7- 72 0 - 00 -7-72 -14-92 -21 -10 -25-84 -28 - 82 -29-84 -28 - 82 -25-B4 -21„10 -14-92 -7 - 72 TI-IE HAIN LOHGITUDINAL. STEEL IS ASSUHED "TO BE ii 11 BARS TITLE RAHCHO SANTA FE ROAD BRIDGE 13:41s18.43 09/11/90 PAGE * INITIAL REFERENCE DATA * *************************-jf***>K**************************************-****» TOTAL Ai^^EA OF "THE Sli;:E:;"TION NOHINAL AXIAL. L.OAD STRENGTH TOTAL RliiilNFOREiiEHEHT AI-^EA F:I;::F;:E:;F:HT STEEL.. A C-J F'O AST 25.06 FT**2 12111-81 KIF'S 37.44 IH**2 1-04 Z CROSS HOHiiiiNT OF IHF:F;;"T:I:A ABE:)UT Y-AXIS :i:YE:; [:iiF;:OSS HC:)HEHT OF Il^iliiiRT'IA ABOUT X-AXIS IXEi; 50-09 FT**4 50-09 FT**4 S'TiiiiEL. HE:)HliiiN-r- EiJF INIiiiF^l'IA ABOLJT Y-AXIS lYB STEEL HOHEHT OF IHERTIA ABOUT X-AXIS IXS 0-8039 FT**4 0-8039 FT**4 TITLE RAHCHO SANTA l-E ROAD BRIDEiiE 13 s 413 IB - 49 09/11/90 PAGE 5^ ^^C S|C J^C j{4 5^ S^C ^(t i(( S|C J^C ^\ * COLUHN LOAD DATA (K-FT) * *:i***-*****************************:i********************************:+:**** LEiJAD I^IAHEs BliiiNT FEiJOTlHG DATA FILEs HEi) "TYPE F-GOTIHEiJs COLUi''IHS YES •M !''iOHEHT DISTRIBLJTIEi)H F-"AC;T (:;OI...LJHN STEi; iiiL LOCATlEi :iN DLJE:;-T: FL.ITY s TOP s "BOTTOH ;; i"'El-;; Eii :iiiil--IT L..ENGTH TIE^ ^==1 TOP^^^ = 1 Fi ^CTOR DAY DAX DBY DBX IHF •ACT (FEET) SPIRAL^: ^^^0 BO'T'TOH^:^ •0 (Z) mm 0-18 0-30 0 - 99 0 - 99 3C ' - 00 29- 00 0 1 7-80 mm mm E:;E::iLi,JHi-'i GROLIF-' L(i3ADS --SERVICE ( K-l" MM DliiiAD i-'RE s - L..L..-M Ei;ASE 1 (:;AJii 1 RAH^iJ 1.. HI"'Ai ;Fii 2 .(i}HO CT "-S CASE 3 AXIAL MM L.OAD S'TRESS i'lY-HAX HX--•HAX N -HAX WIND WL. L.F" (i ;F--HY I"I: ;i:!''iF' Ml HY 65 0 1148 1 490 669 36:1. 91 0 0 ^ iii 4 6 — i-'iX 54 -170 906 1 401 422 87 •.'.>/ 1 6 0 i iit:'i>6 P 1513 0 131 203 395 0 0 0 0 0 PP F-'HY 2A18 A-: :738 832 0 F-'HX F"' 2026 2 341 ;377 391 599 563 0 0 MM Ei;GL.UHH SEI SHI C AHD A RBI'TRAi:;;Y L. GAD; ii) (K-FT) (ARS) LJNREDUCED SEISHIC 1 ARBl'TRARY LOADS ARBITRAF iY L.OADS (i; ASE 1 CASiiii 2 Sliiil RVICE Sii iiRVICE l""AEi; T ORED 1-"ACTOFilED HAX "T'RAH HAX LEiJHG ALI AL2 Al... :L AL2 HY TRAH 22899-22568 -0-0-0 -0- i'-lX LONG 9997 -1022 1„ 0 -0 -0 -0- MM F' AXIAL 109-109-0-0 -0 „ 0 - 6 TITLE RANCHO SANTA FE ROAD BRIDGE 13 s 41 s 18 - 87 09/11 /90 F'AGE ********************:^<*************-****************** * FACTORED L.(3ADS FOI-:; COLLJHN DESIGN CHEE^K (KIF'-FT) * iK************************************************************************ APF^'LIED FAE:;T0RED HGHENTSiJ ARE HAGHIFIED FEiJR SL.IiiihlDEi^HESS IH AEi;CEi)|:a>AH(i;E WITH CALTRAHS BRIDGE DESIGH SPECIFICATIOHS- (ART 8-16-5) LENGTH 29-00 FT STEEL '-'•••-• 1-04 Z FC - 3-25 KSI AST - 37-44 SQ IH FY '•••'••- 60.00 KSI GREi)LJP (iiASE "TRALI^i; I'Tv' AI"'I--'I..:I:ED FAE:;TOi:;;ED L.E:)i-^lG HX E:;OHB H — s CAPACITY AXIAL (PH1*HN) HLJ F4-I1 RAT 10 HU/H :I:H :l. 2669 -1935-3297-1759-6018-0-75 :l., ., 83 GK I i -l ''.I 3458 -3069-4623-•| ^;^'i 5-6157-0.. 7 5 :L. „ ^;^'.:) E:)K iM :I:FI s 1655-888 -1878 „ 2823 -6599-0 -75 51 OK •m» IP 1 3642-2647-4503-191B -6147-0 -75 :L, . 37 OK :i:p 3812-3 :i. 32 „ 4934 -1983-6205-0-75 •| '••-"•6 E::IK IF' -.3 1256-739 -1457-2699 -6572-0-75 4, . 5 :l. OK :i: ili 555-342 -652-1475-5797-0 - 76 8, ,. 89 OK •mm iC ili iii :L 1894-1624-2495-1645., 5925-0 -75 •"•> ,1.. 1 . 37 OK wm 1 1 i. --••^ A.. 2364 -2300 -329B -1739-6027-0-75 1 . ,. 83 OK .L .1. .L S 1298-1013-1647. 2480 -6508 „ 0 - 75 '.;.'•. .95 OK IV 1 2093 -2243-S063.. 164 5-5938 -0 -75 1, . 94 OK IV x'.. 2563-2921 -3886 -1739-6013-0 - 75 1. , 55 GK IV :'.> 1 501 „ il. 64 6., 2228 -2480 -6520 -0-75 ,93 OK V 981 -1076-1456-1418-5788 -0 - "76 3. 1 97 OK Vl 1 2269-2640 -3480-1 582 -5866 -0 -75 1. . 69 OK wm VI ••;i /. 2720 -3291 -4270 -1672-5945-0-75 :i.. , 39 OK VI S> 1705-20 75 -2686 -23B5-6460 -0 -75 A:. , .41 OK mm VII 1 300:1 -1398 „ 3310-1622-7293-1 „ 00 -•"1 . ,20 OK mw VII Al. 2958-1426-3284 -1622-7292-1 - 00 --"I A.. . f-,f", It A.. A.. OK NOTES THE AXIAL (ARS) UNREDUCED SEISHIC LOADS (P) ARE HOT DIVIDED BY "TFIE DLJCTILI'TY FAC'TE:)R Z TITLE RAHCF-IO SANTA FE ROAD BRIDGE 13 s 41 s 21 -12 09/11/90 PAf^ 5{i >{c ^'Ifi/^t j'jt jflt )jt >fc^ 5ft 5jt i^^ ffofC/fc /^c^^^ 5|c ^ ^ ^5^^ i^c^jc^^^'^^ ^ ^ ^i^^i^ ^^K^ ''K'^^ * HOHENT HAEiJNIEICATlON AND BUCKLXNEi) CALCULATIONS * *************************************************>K**********-*****:i*****lM[ REFERENCES "CALTRAHS BRIDEiJE DESIGH SPECIFIEi;ATIOHS" (ART 8- 16-5) (COLUHH ASSUHED TO BE UNBRACED AGAINST SIDESWAY-) HAGY - HEijHIiiiHr' HAOHilii-ACTIOH FACTEiJF;; ABOUT Y-AXiiiS HAGX HEi3i''IEH'T' HAGHIF'AEi;TIOH FACT"Ei.lR ABtijL.I I X-AXiliS pEi;Y ••••••^ CRITICAL BUCKLIHG LOAD ABOUT Y-AXIS iM F'CX - CF^IT I(i;AL BLJ(i;KL.IHG LOAD AB(::iLJ-T ) <-AXIS -KY EFFECTIVE ...ENGTi-l FACTOR ABEiJUT Y-AXIS 2-10 IH KX - !;i:F'F'E :;T'IVE ... iiii HG TF I FAC'T'OF;; AB(i)LJT X-AXIS •••••^ MM KY*L/R === ;;;L.ENDERHI;;:S ii RATIO ABOUT Y-AXIi 43 „ HI KX*L /R ••- SL.EHDF;:R!-ii;iiS iJ RATIO ABOU'T" X-AXI? 43- •M lYS STF.E. ... HOi'-lliiiHT' Oi- I NliiiRTIA ABii3LJ"T Y-AXIS 0-8039 -"T**4 - IXS •••••• ST Iiii E ... l^i(i.lHE ^i•T EiiF I hlERTlA ABOUT X-AXIS •••••••• 0-E8039 FT**4 -HO|-'IEHT Ei;RAEi;KED CRIT ICAL Ml s -HAGI-I liF ICATIOH-s — TRAI-^ISFOF;;HED S JECTIOH -s AXIAL (i^R E:;A 'f"F;;A!M i...Ei)NEi-) COHB E*iiiY E*IX TRAN I..ONEi-J LOAr'j — HA(i-iY HAGX HAG PCY FCX HI IH :i. \. - 046 L - 04E;J L -047 14880279-14369461 -39598-38239 -17:59.. IH A:. \. -051 L -052 t-051 14961934-146810'! 2.. .:.^9816 -39068 -191 :i^.. M IH Si L -079 L - 090 L - 082 14453B10 -12B67723--.;li{;!463 -34243 -28:::3 IP 1 1. „ 051 i - 052 1 - 051 14976219-14 594090 -39854„ 38837-19 IB •M IP L - 052 \. - 053 L - 053 14987B06-14691080 -39884„ 39095-1 9H:.J- IP ,:> I -0'77 1. - 088 1 - 080 14219590 -12478284 -37840-33206-7.<-j fy.. M 11 I - 042 !. - 078 \. - 052 1362B540-7625005-36267-20291 -1475, ili I iii X 1. -044 L - 04 5 \. - 045 14735434 -14214967-39213-37B28-16^ :^,. ili ili ili A.. L - 046 L -047 1. - 04 .7 14833923-14503316. 39475-38595-1739,. — iii il' :i: s> \. - 070 \. - 076 L - 072 14257057-13144886-37940 -34980-24S0 - IV X L -044 L-045 L - 044 14782865-144B6954-39339-38552-1615- IV 7. \. -046 1 -047 1 - 046 14865492-14656049-39559-39002-X 739,. IV -.:? 1. - 069 I - 072 L -071 14384275-13886336-3B27B-36953 -24S0- V I -039 1 - 040 1 „ 040 14291256-13746905-38031 -36582-1418. Ml VI :l. L - 042 1 - 042 1. - 042 14818716-14597946-39434 -3 8 Sii 4 7 „ :i. 5S2 - VI /:: I. - 044 i. -045 \... 044 14887810-14721562-39618-39176-1672 „ VI S i. - 06oi) L „ 068 L-067 1448460B-14152131 -38545-37661 -2385- VII 1 1. - 000 L - 000 L „ 000 14832325-13764863-39471-36630 -i6-:j2- VII •".> A.. L „ 000 L - 000 L - 000 14826500-13791905-39455-36702 -1622. Ei! TITL.E RAHCHO SANTA -E ROAD BRIDGE : L3341 s21 -i^ 3 09/11/90 PAGE COL.I.JHH S ERV I CE LE:}AD B (K-FT J AND HAX:i:HUi'' WORKING STRESSES (PSI) YOUHE:-; S MODULUS FOR CON(:;RE'T"E -" EE:; === 3249 'yoo.1 FS: HODUI...AF;; RATI 0 (ES/ i;:c) -- hi ::. 8.. 9 s S iiiRVICE .GADS ( K-F T) — J. - HAX S'TRF SS (F'SI ) TRANS LEiJNG (:;oHB AXIAL C;E:)NC ST Iiii Iiii L STEEL E^F- (:;ASii;i HY HX H I"' COHP T IiiiH Ei;OHP iFi :!. 1213. 790 1448-L644-946 -241 „ 7730- I i -i 2 1555-1285 2017-L716.. 1194-2324 -9756. :I:H 3 734 -:"ij06 795-L908 -780-0 „ 6513. 11 341 „ 23 342-12 1 0,. 428 -0 -3696. III :i. 1 1 30 -935 1467-1315-877-1393 „ 71B7. Ill 2 1403-1331 1934-1.3 7-i 1 1 0 . 3841 -9137. ill 3 747 -548 926 -L 526 -720 -0 -6001. IV 1 1247-1301 1802. 1 3 1 5 „ 1033-^:K:)23 -8531 - IV 2 1521-1697 2279-1 <.:) / ,:.i -1333 -6711-10747., :i:v 3 864 -914 1257-L526-822-0 „ 6927. V 551 -576 798 -1081-549 -0-4647.. VI 1 1256-1432 1905-L174-1 1 1 4 -5323 -8971- VI 2 1500 -1786 . 2332 -i226„ 1409-9095-11102- VI 3 914-1087 1420-1.3-63 -862 -1004-7101- DL 65-116 133-L513-436-0 . 3820 „ TITL.E RANCFIO SANTA FE ROAD BRIDGE 13 s 41s 21 -84 09/11/90 PAGE j^jjf3^C5|t ^ ^ ^^^'K^ j^c iflc v^o^c j{c ^jtsjt j|t 'f^'i^ 'i^ ^ ''K'^ 'I^^K'I^^K ^ ^ ^ * SERVI(i;E LOADS FOR FOOTING DESIGN (UNITS KIP-FT) * -'it v(fjjc ^ ^''it ^^(t '(ti^t /^t jjcjjt jjc ijc ^ ^ ^M^^K^i'' 'i^^l^^ •'^ ^ ^ ^ ^ ^ ^ ^^ 't^'i^ 'i^-'i^ -'l^^ ^ 'i'-''^^ ^K-^'i^'i^ 'i^M^ 't* ^K^it 5jt jjt -'{t.^ GROUP CASE TRANS HY LOhlG HX ;Ei)HB AX IAI F- XH ili l -I IH 11 iii iii i Hi Ili IV IV IV V VI VI VI O 0, <> 0, 0 o, 0 0, 0 o o 0. 0 0 o, o, 0, 0, 0, 0, 0 0, 0, 0, 0, 723, .778 .926, 298 .378. 423 .541 , ,378 423, 541 159, 231 ,270, 376 *********iK;K************;i********'****'******:i********* * FACTORED LOADS FOR FOOTING DFiiSIGH (LJiMITS KIP-F 'T ) * *************************iK***********-****-****iK**iK*****************iK*****^ GROLJF' CASE TF^'AHB L..GNG (:;oHB AXIAL MM HY HX 1^1 F' — IH :i. 0-0 „ 0 -2327- HM IH A.. 0-0 „ 0-2447. IH 0 -0-0-2.7 6'7 - IP :i. 0 -0-0 -2450- IP A.. 0 -0 -0 -2500. Ma XP Si 0 -0-0-'•.1 Z'70 II 0 „ 0-0 -2109- III 1 0. 0-0-2240 - tm 11 ili '•V .f.. 0-0 -0-2312- 1 .L .L 3 0 -0-0-2504- mm IV :l. 0-0-0 -2240. M IV A.. 0-0-0-23-| 2- IV 3 0 -0 -0 -2504- mm V 0. 0 -0-2028 - VI :t 0 -0-0-2153. mm VX iC 0. 0-0-2223. VI 3 0-0-0 -2407 - TITL..E RANCHO SANTA FE ROAD BRIDGE 13s41s23.16 09/11/90 PAGE 10 *****************************)K**************;i{>l<************* * PROBABLE PLASTIC HOHEHT (1-3 X NOHINAL HOHENT) (KIP-FT) * -***********************;K************************************************* M. (i;(i)DE (B-16-4 -4) AHD HIiiiHC I TO DESIGN ERS 15-10 mm F-'C •••• 3-25 KSI FY ^••^^ 60-00 F (SI EO 0 - ooso IN/ IH AST '-••^^ 37-44 Si )Q IN mm ANGLE 'TRAHS L.GHG C(i3HB AXiliAL Hi"'Y Hi"'X I^IF' 1"' mm 90 -0 10005-0 „ 10005-"7266- mm 11039-0 -11039-6055- mm 11680-0 -'! 1 680-4844- 1150 :i. -0-11501-3634 - 4MB 10560-0 -10560 -2423. 9365-0 -9365-1514- HI BB90-0-BB90-1 A?, X Al. m 6470 -0 -6470-X . 4 9'70 -0 -4970 --605. Ml 3282 -0-3282 „ -1210. (APPROX) 4540 •J. :i. TITLE RANCHO SANTA FE ROAD BRIDGE 13s41s23-27 09/11/90 PAGE DESIGN ASSUHF^'TIONSs 1- ALL COLLJHNS ARE THE SAHE I - E - PRISHATIC^ EQUAL LENGTH,. EQUAL SPACIi-'IG- 2- PLASTIC l-ilNGES FE:)F:;H AT TFIE TOP AND BOTTOI^I Ei}F THE COLUi^lNS- 3- "THE DISTANCE BETWEEN THE PLASTIC FIIHGES IS TAKEN AS THE COLLJHi-l LENGTH. 4- THE OVEI^-TURNING FEiJRCE ACTS Ti--IREi)UGH TI-IE C-Eii- Ei)F THE SLJPERSTRl.JEi;'TURE AT A DISTAhlCE 'COS' ABE:)VE TFIE TOP Oi- THE E;;0LUHN- 5- THE COi..,UHI^iS ARE NE.JHBERED FROH L..EF T TO RIGHT AHD THE 0 •mm ACTS TE:) TFIE RIGFTT - <mm DliiiTERHIHA'TXOH 01- COI...UHH L( ^.'Tiiii RAL RE iii Hi-C ii-;;(i;ii;i HiiiiN'T MI...IHBER OF C(i3L.UHHS IN BENT" 4 am OI..JT T(i) OUT DIS'TANCF: (DIAHIiii'Tiiii R) OF L.ATERAL REIHFORCEHENT" ••- 62. (iiO IN mm DISTANCE FROr-'i TOP COI...Lil'iH i "•I...A STIC HIIMGF "T'Eiii CEHTER GF GRAVITY (i)F St.JF'E RSTURCTURF 2-74 F"T CiiiiHTER TEiJ Ei;EHTER SPA(i;iH(i5 1 iii" Ei;OI.„E.JHNS ;::: 44-00 FT (i;OHF'RESSIVE STREHG'T'H GF" COHC RiiiiTE FC 3-25 KSI YIIiiiLD S"Ti:;;ENGTH OF RiiiiiliHFORE ::;EH ENT i-Y - 60-00 KSI Mi Ei;(i)IHCRETE GROSS AREA (2" COVE R) AG - 23-76 FT**2 CEiJNCRE'TE COi-;;E AREA ... AC 20 - 97 F"T**2 -an. T RANSVERSE DI REC;T I OH -BW 62-00 IN Ml TRANSVERSE DIRECTION D •••••^ 49-60 IH L..(i3NG ITUDI HAL DI RECT I (iiiH BW 62-00 IN L.ONGX TLJD INAL D IREEi;"T 1 EiJN — D - 49.60 XN AHCiiUH'T (i)F REINF-GR(i;EHEI-TT Ei;( SPECIFICATIONSs ::iiiMF-" Ei)Fi:HS "TO THE FOLLOWING i EiiRIDEiiiE mm (i;ASE A - CONFIHEHEi-IT REIHI "'OR CEi^lEHT KM, PSI -45 (AG/AC 1) FC/FY ( - 5 •*- 1-25 P/(FC * 1 F:'S2 -12 FC/FY ( - 5 -t- 1-25 P/ (FC * : PS3 •••••••• -45 (AG/AC 1) FC/FY Ei;ASE B - AF'F'L.IFiiD SHEAR RFii INF ORCEHFiHT (E.';ODE 8-16-6) VLJ •C^^^ F'Hiii * VH (8 -46) VH VC -t- VS (B -47) VC 2 * SQRT(FE i;) * BW * D (8 -51 ) VS -•••^ (AV * FY * D) / S (B -53) CASE C - HXHIHUH SHEAR REINFORCEHENT - (CODE 8-19-1-1) AV (50 * BW * S)/FY (8-63) 12 TITLE RANCI-IO SANTA FE F<OAD BRIDGE 13 s 41 s 23 - 32 09/11 /90 F'AGE '1^ ^ ff* yfik^LjfK/^JY* ^ -"n 'T^ 'r* ^'T^'!>'r*'i^ * TRANSVERSE DIRECTION * ************************************>f:jK********************************'*** LOADS RESl.JL'TIHEi-; FROH PL.AS TXEi; HIHG:i:H(:-5 Gl- COL.,UHH NO- "TOP OF" COL.UHN AXIAL. FORCE PLASTIC HOHENT BOTTOH OF- CE:)LUi''Ii^l AXIAL F-ORCE I"'I...AST:I:C HE:)Hii;:NT 1234- KIPS 8926- K-FT 1343- KIPS 0- K-FT DESIEJN SHEAF;; FOF;;cii;is vu COHCRETIiii FAC'TORIi:D SFIEAR S"TRIiiiHE3Ti-ls -85 * VEi; iiiTEEL FACTORED SFIEAR STREHGTFIs „B5 * VS 308- KIPS 29B- KIPS 10- KIPS IM HGTEs THIi AVEI-;;AEijE C(i! HI-'RES5i>IVE STR iiiSS (P/AC) XS L iiiSS THAN -10 * FC. mm "THEREFORi; , VC IS I...ES S TFIAH 2 * BQFi:T(F-C) * B * D (CODE B-16-6-11.4(A)) mm HAXIHUH C EHTEF;; TO Ei;E HTiiiiR SPACING (PITCH) OF LATERAL REINFORCEHEHT- (IN) mm BAR CASE A CASE B CASE (i; CEiJNFlNEHEIMT SIZE CEi)HFIHl;iiH^iiii^iT Al"'i-' SHEAI^;; HIN SHEAR RA'TIEi) EE;^I..JATIOI^i 4 3 - 022 103-754 7-742 0-00423 2 — 5 4-674 160-819 12-000 0„00423 2 6 6 - 6 :l. 4 228 - 260 17,032 0-00423 2 IMK / 9-001 :311.263 23-226 0-00423 2 Ei! 11 - 826 409-B30 30 - 581 0.00423 2 13 TITLE RANCi-IG SANTA FE ROAD BRIDGii-" 13:41 s'23.38 09/11/90 PAGE 'K ^ ^ ^^'it ^ 54c ijt j^t 5^ ^jt s|c )(c 5|c yfc Xt * TRANSVERSE DIRECTION * iK'ic^^^'it/ic^^t)|t/iC)iCiit 5|t ^f^t^ ^ j|t ^ )ft ^){t){tyit#it^/itiK^^'it^vit)f\){(){t)(t)|t^j4^ wm LOADS RE SEJLTIIMG FREiJH PL ^vJiSTXC l-IINGiliHG (i)F COLUHN h 10- 2 mm TOP OF- C(i)Ll.JHN AXiliAL. "(i)RCE p :::: 420 -KIPS F'LAiiJ'TI : HOHiiiiNT HF' --^^^ S '221 -K-FT mm BO"T'TEi}H 0 - COLLJHN AXIAI... •OR(i;E F' -r. : 529-KIPS F'i.„ABTI ."; HOHENT" HF' 0-K-FT IM DESIGH S -lEAR FOR(i;Es VL.i 318-KIPS COHCRETIiii FACTORED SHEAR j;rT'|:;;!iiiNE3TH; -85 * VC 29Ei! -KIPS MH STEEL FAEi;TORED SFIEAR STRENGTH: .85 * VS -20 -KIPS Ml NOTES TFI iii AViiiiRAGE COHF'R •iiSBIVE STF ;ESS (P/AC) XS L .liiiSS TFIAN ., 1 O * i" C MM THEREF'OF;; iii,, VC IS LESS THAN 2 * BE )RT(FC) * B * D (CEiiiDE 8-16-6-11- Ml HAXXHE.JH iiENTER TO CENTE ;; SPACIHG (PITCH) OF LATi: iRAL REINFOR(i;iiiiHli;iN'T mm BAR CASE A £i;ASE B (:;ASE C COHFINEHEH'T Ml SIZE Ei;Ei)HFIHEHENT API"' SFIiiiiAi: HIN SHIiiiAF;; ^ATXO EQUATX 4 2 - 928 50-727 7 - 742 0 -00437 2 mm 5 4 - 529 "78 -627 12.000 0 -00437 2 6 6-408 111„599 17-032 0 - 00437 2 •M 7 8 -'721 152 -181 23-2?6 0 -00437 2 ••••I B 11-458 200 - 372 30-581 0 .00437 2 TITLE RANCHO SANTA FE ROAD BRXDE3E 13s41s23-43 09/11/90 PAGE 14 jjc jift/{t/ft «it )|t j|t ^ic j^csit ijc^lt sjc^it/jcs^f ^ Jit sit ^^i^ iic^ic * TRANSVERSE DIRECTION * *******************************************************-**************** *^ I..OADS RESEJL'TXHEiJ l-'I^EiJH Pi...ASTXC F-IIHGING OF Ei;Ei!LLJHH NEiJ- 3 TCiiP (i)F COLUHN AXIAL. F"OR(:;E P 1606- KIPS PL AST IE:; HE:)HF:IMT HF-:r.: 9501 - K-FT Hi BEilT'TEiiiH OF CEiitLUHN AXIAL. FORCE F' :::: 1715- KIPS PI-..AS 1 .LE:; I^IOHF:HT fil"' 0- K-FT DESIGH SHEAR FGRE:;E3 VLJ 328- KIPS Ei;Ei)HEi;RET E FACTORED SHEA R STREHCTTF-is 85 * VC ;:u 298. KIPS MM S T E iiii L FACTORED SHIiiiA R STRENGTHS 85 * VS 30. KIPS Ml NOTES T HE AVERAGE Ei;OHI"' i-;;F:ssivE STRESS ( F'/AE:; ) IS L..EJi>S TFIAH -1 0 * FC. _ THERIiiiFC IRE^ VC IS LESS TFIAN 2 * SE;}R""f"( FC) * B * I > (CODE 8-16 . „ 6 - :i. :l. -4(A)) Mi HAXIHUH 1 CENTER TO Ei;EN"T ER SPACING (Pl ICH) OF LATIiiiRAL. F;;EiiiHI"OF< CEHEHT- (IN) mm BAR CASE A E:;ASE B CASE C (i;(i!HF-"IHFiiHEH"T" SIZE CONFINEHENT Al"'i"' SHEAR HIH SHE iAR RATIO F:QUA'T:I:ON 4 2-839 34-184 7-7-^^ 12 0-00450 -'••l -<,. 5 4-392 52-985 12-000 0 - 00450 '-•l A.. 6 6-214 75-204 17-07 >2 0-00450 '•I .<-. 7 8 -457 102-551 •••.1'-.v--: - A.. A. 0-00450 -•••. A'- B :i. .1 „ X 1 2 135-026 30., 5e; n 0 - 00450 ••••. A:. 15 TITLE RANCHO SANTA FE ROAD BRIDGE 13 s 41 s 23 .49 09/ :l. 1 /90 PAE3E /|t ^ic jijt ^it ^ic^it'it/ft ^{t'ic^ttjK'it ^|t ^it jjt iK^it jjc^it ^it 5|t * TRANSVERSE DIRECTION * /|t ('(c jjt Jit iit ^ jjc *ic ^ic ijc jjt ?}t ^ic ^ic Jit iic jit 'it Mt Jit /it Jit Jf* Jit ^it Jic jit ^ ^ jjt JIC Jlt 5|t Ji^ ^it 'it Jjc Jit ^ jjt Jit Jic ^ic /ic jjc j(c jj^ jjt 5|c Jit Jlt /ic jjt Jic Jic Jic Ji^ Jic Jic Jit Jic Jic Jic Jic Jit LEiJADS RESULTING FROH l"'I...ASTIEi; HIHGIHEii OF COLUHH H(iJ- 4 MM "TOP OF' Ei;OL.UI^IN AXIAL FEi)RCE 792 - KIPS PLABTI i; HEiJHENT HP 9767 - K-FT Ml BOTTCJH EiJF CEiJLLJHH AXIAL.. ••EiJRCE F' ••••- :l 901 - KIF'S PL AST iii i; HEiJHEHT HF' 0 „ K-F"r' Ml DESIGI-I SHEAR FORCE s VLJ 33*7 - KIF'S CONCRETE FACTORED SHEAR STF^EHGTF-l s -Ei!5 * VC 29Ei! - KIPS STEEL FACTEi)RFiD SHEAR STREHGTFi s -85 * VS 39 - KIF'S Ml NOriiiis TFIE AVERAGIiii CEiJHi-'R iiissxvE ;i>'TF;; iiiSS (P/AC) IS L EJiJS THAN -10 * FC- 'MB THEREFORE, VC IS LESS T "lAH 2 * SQ RT(FC) * B * D (CODE 8-16-6-11-4(A)) mm HAXIHUI^I CENTER TO CENTE -< SPACINEij (PITCH) OF LATE RAL. REXNF"OF<CIiiil^liiiiHT- ( IN) mm BAR CASE A CASE B Ei;ASE C COHFlHEi^lEHT wm SIZE (i;GNI~IHEHEHT AF--F- SHEAI-;; HIH SHEAI-;; RATIO EQUATIOH 4 2-756 26 -1 :L ;l. 7-742 0- 00464 2 5 4 - 263 40-472 12-000 0-00464 2 6 6 - 032 57-444 17-032 0-00464 2 MM 7 Ei! 1.209 78 - 333 23-226 0-00464 2 8 10-786 103,, 138 30-5B1 0-00464 2 TITLE RANCHO SANTA FE ROAD BRIDGE 13 = 41:23 - 54 09/11 /90 I-'AG«i THE HAXIHLJH SF'ACING OF LATERAL REINFORCEHENT SHALL. NOT EXCEED EiJhIE-FIFTH OF THE L.EAST DXHENSIOH OF TI-IE CEiJLUHN., 6 TIHES THE HEiJHXNAL Dii:Al^iETF:R OF ThE LOHGlTL.tDINAL REINFORCEHEIMT, OR 8 INCFIES- (8-21 - 1 -1 ) TI-)E HINXi'lLJH SPACING SHAL.I.. HOT BE LESS THAN 1-5 BAR DXAHE'TliiiF;S, 1-5 TIHES THE HAXIHUH SIZE CEiJARSE AGGREGATE.. OR 1-5 IHEi;HES- (8-21-1) FACTOF';ED S\ -lEAR STREHGTH ,.81 :S * (VS VE:; ) BASED ON 1 (i; ENTER T(iii ( i;EHl"ER i iiPACING (Pi ET'CF-I) OF-LATEF ^AL RF:INFOI 1 -0" AGG M BAR HAX SHFiiAR HIH SFItiiiAR HM SI ZE F-'i 1 L;H STREHGTFI I"' 1 1 CF-i S"TF;;EHG"T"H (IN) (KXPB) ( IN) (KIPS) ««. 4 8 „ 000 425-•"•. J.. - 000 804 - 5 8 - 000 494 -A.. -125 1036- 8 - 000 576-'••i A., -250 1287. *P-7 8 „ 000 677 -'••> A.. -375 1490- B 8 - 000 798 -'-•> A.. „ 5''K) 1490- HOTEs "THE ABOVE FACTORED SHEAR STREHGTH VALUEJi! ARE BASED OFI A FACTORED COHCRETE SHEAR STRENGTH (.85 * VC) OF 298- KIPS- IF THE APPLIED AXIAL LOAD IS L.ESS THAH 981- KIPS,, THIiiiH Tl-liiii l"'AC"T'(i)RED COHCI-;:ETIi:i SFIEAR STRENGTH DEE:;REASES FROH 298- KIPS TO 0- KIF'S AND "THE VAL.UEB :I:H THIiii ABOVE 'T'ABL.E HUS T BE AI"'PROPRIA'l"EI...Y ADJLJSiJ TED „ iliF TFIE DESIGHFiiF;; SEt.E(i;'TS A L.ATERAL BAR SIZE DIFFFiiREHT THAH TI-IE ONE ASSLJHED, FIE SF-IOLJLD CONSIDER ADJUSTING Tl-lliii RADILJS 01- T'HE HAIN STEEL. BAR LOEiJP AHD RE-RUN TFIE F-'F;;OBi...EH- HAXIHLJH Si-IEAR Ei;APACITY (i)F "THE SiiiiE:;TIOHs VHAX -85 * 10 * SQRT(FC) * B * D 1490- KIPS TITI..E RANCHO SANTA FE ROAD BRIDGE 13s41s23-65 09/11/90 PAGE 17 JK 'it Jjt J|c J^ Jit JitJitJ^JftJ^Jft^JitJic^JioK'it^/itJit.^JitJiCJft * LONGITUDINAL DIRECTION * *******************************************.i*************** ************4* L.OADS RESULTING FROH PLASTIC l-IXNGXNEij E:)F E:;0LLJHN NO- 1 "TOP OF E:;I )LOm AXIAL FORCE p 1513- KIPS F'L.AS 1 IC HEiJHENT i'\F '---^ 9363- K-FT NB BCl'TTOH 01 " COL.LJHN AXIAL FORCE P :::: 1622- KIPS F'L.ASr IC i'lGHENT |vi|::- ;::: 0- K-FT DESIGN SI •lEAR F-ORCEs VU :=^= 323- KIPS CONCRETE F"A(i;TORED SF-iFif^ R B"TRFiHEi?'T'Fls -85 * VC 298- KIPS STEEL FACTOF;;ED SHEI^ R Sl'REi-iGTFis -85 * VS -25- KIPS Ml HOTEs THI ii AVERAGE COHF RESSIVE SIR ESS (P/AC) I i> LESS THAN -10 * FC- "T"HEREI-"ORI ii, VC IS LESS THAH 2 * SEii RT(FC) * B * D (CODE B-16-^ '> - :L :I. - 4 ( A ) ) Mi HAXIHUH E ;EHTER TO Ei;EH"T ER SPACIHG (PITCH) OF L "V'Tiiiii-;;AL REINFEi)REi;i iHENT- ( IN) MM BAR (i;ASFii A CASE B CASE C CONFINEI^IENT' SIZE CONFINEHIiiiHT APP SFIEAR i'^IXN SHEA RATIEi) EQLJA i ION 4 2 - 883 40-737 7 - 742 0-00444 '", A.. 5 4-459 63-143 12-000 0-00444 A.. 6 6-309 89-622 1 "7. 0 S 2 0- 00444 ''•i A,. 7 8-587 .1. A.. A.. - A.. .1- .(.. 2i;> - A:'.A~C> 0 -00444 A.. S 11 - 282 160-913 30 - 581 0 -00444 .<',. 18 TITLE RAHCHO SANTA FE ROAD BRIDGE 13:41 n'23.71 09/11/90 PAE^ THE HAXIi'lUH SPACING OF L.ATERAL. REINFORCEHENT' SHAL.L NOT EXCEED ONE-FIFTH OF THE L.EAST DXHENSIEiJN OF" TI-IE COLUHN, 6 TIHES THE NEJHXNAL DXAI^IET'ER OF- "TI-^E LONGITUDINAL REIHFORCEHENT, OR 8 INCHES- (8-21-1-1) THE HINIHUH SPACXNE:-} Si-IALI... NE:JT BE I...EBS THAH :L - 5 BAR DXAHETF:RS, 1-5 TIHES THE HAXIHUH SIZE COARSE AGGREGATE. OR 1-5 IHCHES- (8-21-1) F'AErrORiiiiD SI-IEAR STRENGTH -85 * (VS VC) BASi ED OH (i;EN"T'ER TCJ CENTER SPAEi;:! NG (PITCH) OF LATE •;;AL REIHFO Ml 1-0" AGG BAR HAX 5i>i-IEAR Hli-I SFIEAR wm S IZE PlICH STR ENGTH F'lTCFI S'T RFiiHGTFI (IN) ( KIPS) (IH) (KIPS) m. 4 8-000 425 - 2 - 000 804 - 5 8 - 000 494- 2-125 1036- wm 8 - 000 576- 2-250 i 737 - .7 8 - 000 677- 2-375 1490- fi! 8 - 000 798- 2-500 1490 - mm NOTES "THE ABOVF FACTORED SHE AR STF;;EHG"TH VALUES ARE BASED Mn FACTORED CEiJNCI-;;ETE SFIEA R STREHGTH (-85 * VC) EiJl" 298 MB IF THE AF F'LIED AXIAL.. L EiJAD IS t FSB THAN 981 -KIPS, THEN TFIE i-ACTORED CEiJHC RETE SHEAR STREI^IEiiT -i DE CREASE •mm 298- KIF S TO 0- KIF='S AND TFlEi VALLJES IN THE ABOVE wm HLJS'T' BE AF'F'REiJF'RIATEL.Y ADJUSTED- IF THEi DESIGi^lER SEL.E(i;TS A L.ATERAL. BAR SIZE DIFFEREi-TT THAH THE ONFii ASSUHED., HE Si-IEi)LJI...D CEiJNSIDER ADJUSTING THE F;ADX(JS OF' "THE HAIH STEEL BAR LEi)(i}F' AND RE-F;;LJN TFIE F^'REiJBL.EH- HAXIHUH iiJIIEAi^ CAF'A(i;iTY EiJi- THE SEC TI OI-l s VHAX ==== -85 * 10 * SQRT(FC) * B * D 1490- KIPS 19 TITLE RANCHO SAHTA FE REiJAD BRID(i)E 13s41s23-76 09/11/90 Fi^fM JitJ>|t)icjftJi£)(c)KJiC/icj(cj}t^Jicjit * KEY DESXGN * ************Mc**********************************************************)Kis- HOTEs THE KEY DESiliGN XS BASED ON PLASTXEi; HINEiJXNEii- 'icJiC5i£J|tJitJ|t5itJicJic)ic){t/jtJitJitJitJic.-icJicjicJit/^^ * SI-IEAR FRXCTXOH (CODE 8-15-5-4) * *************;(( )i()f:)t;>i<)t;*********************************************-***)K***jeK HAXIi'iUI'i SHEAR (VLJ) - 337- Kli-'S AREA OF KEY REQUIRED (ACE) •^•^ 609-56 SQ IN AREA OF STEEL REQUIRED (AVE) 6-60 SQ XH •*****************;K******************"************* * HXHXHUH AREA (i)F STEEL REQUIRED (CODE 4-4-9-4) * **********-*>i(******.^>f:;f;;t;^;K*************;i*******'***********ii**************?(i^ HIHXHUI^I ?i>'t'EEI.. Ai-^EA F^iiiiQUIRED - 3-05 SQ IN *:i****************************************;f*^*^-*^-:*)f:>f( * HAXIHUH COHPRESSIVE AXIAL I..OAD (CODE 8-16.4-5-2) * *********************************-*)fc*************::K****"******************l*oii AF;;EA E:JI- STEEL. 6..60 SQ ihi HAXIHUH AXIAL LOAD (FACTORED) - 2767- KIPS AREA OF KEY REQUIRED - 1294-05 SQ XN HAXIHUH AXIAL LOAD (SEISHIC) '•^- 1901- KIPS AF^EA OF KEY REQUIRED 611-93 SQ IH *********** * SUHHARY * **********-*******************************^*>i<**;ii*^>f:>j<jjc>jcjf-;f:iK***************ii^ AREA OF KEY REQUIRED - 1294-05 SQ XH TOTAI.. AREA OF STEEL REQLJIRED ••••^ 6-60 SEil IN TITLE RANCI-IO SAHTA l-'E ROAD BRIDGE 13:41 s23-Ei!2 09/11/90 F'AGE 20 "T ime of Day s 13 s 41 s 23 - 82 Dates 09/11/90 filPPENDIX G BENT FOOTING DESIGN COMPUTER OUTPUT TITLE RANCHO SANTA FE ROAD BRIDEJE 11 S52S 18-62 09/13/90 'AGE 1 *******:i************iK******-*****************-iK*******'********************t * PXL.Fii AhID SF'READ FOE:J"T:rNG DEB:I:GN I"*R0GRAH * '* i''! c: Da rv :l. e :i. Fii rv g i rv e e r i n g * * VERSIOH 1-0 10/17/88 * **********:i-*****************************:i*******************************.it ***-*;i***iK****:i* * COL..L.IHhl DATA * ***iK*iK:i*iK*****iK*****:i*;i**iK*'**;i********:i**;i************:i**********:iiK****** COLUHH WIDTH X-DIR (TRANS) 5-50 FT COLUHN DEPTH Y-DIR (LONG) - 5-50 FT COLUHH AREA ••^•••- 25-06 F T**2 EQUIVALEHT WIDTH X-DIR (TRAHS) 5-01 FT EQUIVALENT DEPTH Y-DIR (LONG) 5-01 FT L..IVE LOAD PERCENT IHPACT 30-00 PERCEHT EHD CONDITION ABOUT X-AXIS PIN END (i;Ei)l-0>:iiTIOH ABOLJT Y""AXIB ^^-^ FIH NUHBF:R GF COLUHNS XN BliiiNT" ^^^^ 4 CEiJL.LJHHS ******************** * FEiJOTXNG KEY DATA * *-********************************;-K*********iK****************************:iK KEY LENGTH X-DXR (TRANS) 2-83 FT KEY WIDTH Y-DIR (LONG) 2-83 FT KEY AREA 8-03 FT**2 EQUIVALENT LENGTH X-DIR (TRANS) - 2-83 FT EQUIVALENT WIDTH Y-DXR (LONG) --•^ 2-83 FT **************** * FGO'T:l:l^lG DATA * ***************************************:^:*;{<****>K*************************i|( TYF-E Ol"' FOOTING ANALYSIS ••^^- DESIGN FOOTING LEN(inH X-DIR (TRAH) 12-00 FT FOOTIHG WIDTH Y-DXR (LONG) =^== 12-00 FT HIN FOOTING DEPTH CONSIDERED ^=== 2-00 FT HAX FOOTIHG DEPTH CGNSIDERFiD •••^ 5-00 FT TYF'E OF F-OOTING - SPREAD ******************************* * FOOTIHG HATEFaAL F'F;;Eiii|"'EiRTIES * *************************************;f:**;i()i(>i(H<***************************** ULTIHATE CONCRETE COHPRESSIVE STRESS (FC) ^'== 3250.0 PSI YIEL.D STRESS OF" STEEL F;;EIHI"'EiitF;:CEHEH"T (FY) - 60000-0 F'SI UNIT WEIGHT Oi- E:(i)HEi;RE"T'E •••••• 150-0 PCF HODULAR RATIO (ES/EC) (H) - B-9 TITLE RAHCI-IO SAHTA FE ROAD BRIDGE lls525l8-73 09/13/90 PAGE 2 ********************************** * TOP FLEXURE REIHFORCIiiiHENT DATA * **************************************************************;{<*^K*)f<^>|c^;i<^:^c BAR SIZE IN X-DIR (TRAN) 4 BAR SIZE IH Y-DIR (LOHO) - 4 TOF^' BAF;; EiiL.EARANCE •••-^ 3-00 iliHCHES DIRECT iliEiJH OF TOP BARS X DIREC'TIOH **iKiK****iKiK*ii******************iK*:i**"** * BOT'TOI'I FLEXLJRE REIHEGRCEI'lEhi T' DATA * ********************************:^c:i********:=K****************************** BAR SIZE IH X-DIR (TRAN) ••••-• 9 BAR SIZE IN Y-DIR (LONG) ==== 9 BOT'TEiJI'l BHR (iiLEARAHCE 3-00 :i:H(:;HFiiB DIF;;ECTiiiE:)i-'l GF BOTTOH BARS - X DlRECiTION * * ** * * ********************** * SHIiiiAR Rli;iINFEi)REi;EHEHT DATA * *************************-;Kif;:i********************************************* S"TIRi:;:E.iF:' BAR SIZE ••-•^ 5 STIRRUP SPACING X-DIR (TRAH) 12-00 IHCHES STIRRUP SPACIHG Y-DIR (L(i)HG) ••^ 12-00 IHCHES ************* * ;i)Ei)II... DATA * ***************:i*******************;f^;{;ji()fi;{c^;ij<***********************iK****** DEF^'Ti-l EiJF EARTF) COVER --^^ 10-00 F-'T' UHIl" WiiiiiiiGFTT" OF COVER ••••••• 120-00 PCF ENVIROHHEHTAL FACTOR (Z) =-== 170-00 K/IH NET BEARING CAPACITY (SERVICE) •••••••• 7-50 T0NS/FT**2 HAX BEARING CAPACITY (SERVICE) =^== 8-22 T0NS/FT**2 (INCLUDES WEIGHT OF OVERBURDEN) *************************** * SPRFiiAD FOOTING Ei;OBT DATA * *****************>K*******************:i*********************************** CONTRAEi;T ili TEH I"'|:;;ICE LJHiliT STRUCTURE EXCAVATION (BRIDGE) 40-00 $/CY STRUCTURE BACKFILL (BRIDGE) 45-00 ^li/CY STRLJ(i;TLJRAL CONCRETE BRIDGE FOOTING ==^= 325-00 iti/Ei;Y BAR REINFOREi;EHEHT (BRIDGE) ^=== 0-52 %/LB TITLE RANCHO SAHTA FE ROAD BRIDGE 11:52:18-84 09/13/90 PAGE 3 Ji£JicJiCd4*'^t'KJicJKJiCrf^^JicJicJicJicJicJic^jic>ic.*^ * FOOTING LOAD DATA (K-FT) * *********;K************:i*'iK*****iK******************************************ili* BENT 2 (i;OL.Ui^lNSi; - i .L-t-1 HP ACT •• s (i;ASFi :L CASE 2 CA: ;i>E 3 MM DEAD F'l-;:E 'T'F^AHS L.Oi-^IEiJ A X ili Al... I...Ei)AD SiiTRFiiBB l-I Y ""PI AX HX-HAX N -HAX WIND Wl... L.F Ei;i"'" "l'''iY "Tliii HF' MM HY 0 0 0 0 0 0 0 0 Ci () HX 0 0 0 0 \'i 0 0 0 0 F' 1622 0 i :"-vi 203 395 0 0 0 0 0 <••• PHY 0 0 0 0 F^T-^IX 0 () 0 0 •M F' 341 391 563 l"ll (ARS) UNREDLJCED SEISHIC; ARBITF;:ARY LOADS ARBITRARY LOADS CASE :i. (i;ABE 2 SERVICE SEF;:V:I:CE FAE:;TORED I-ACT'TJRED i-^lAX TF:;AH HAX LOHG ALI AL2 ALI AL2 HY TRAH 0- 0- 0- 0- 0- 0- HX LONG 0- 0- 0- 0- 0- 0- P AX:LAL. 109 - 109 - 0 „ 0 - 0- 0 - CASE I - HAXIi''H.JH AXIAL LOADJ PROBABLE PLASTIC (PB) LOADS (1-3 X HOHIHAL HOHENT) (K-FT) F'Bl PB2 PB3 PB4 F'B5 PB6 PB7 HAX TRAH 75""^>EGI•:;i;;:E 60-DEGRE:E 45-DEGREE 30""DEEJREE :l.5-DEGRIi;iE HAX L.EiJNG HY 0- 0- O- O. 0- 0- O- HX 0- 0- O- O- 0- 0- O. P 1901- 1855- IBOB- 1762- 1715- 1669- 1622- CASE II - HINIHUH AXIAL. LOAD PF^OBABLE PLASTIC (PB) LOADS (1-3 X HOHIHAL HOHEHT) (K-FT) PBl F:'B2 I"'B3 PB4 PB5 PB6 PB7 HAX "TRAN 75-DEGRFiE 60-DEGREE 45-DEGREE 30-DEGF;;EE 15-DEGRFiiE HAX LONG I'^IY 0 - O - 0 - O - O - 0 „ O. 'IX 0- 1343- O, 1389, 0- 1436 - 0- 1482- 0- 1529 - 0 - 1575. 0- 162; TITLE RAN(i;HO SANTA FFii ROAD BRiliDGE PAGE 4 11s 52 s21 -15 09/13/90 jfc^K JKJit jjt Jic Jit ^t jjt jjt Jit Jit j|t Jit j{t Jit ^ic Jft Jit Jic^ic Jic j|c Jlt ^ .'It Jit jjt ^t Jit Ji^M^. jjt Jic jic )4c^ Jlt jjc j^ jjt il^sic Jit i|c Jic Jic * SERVICE LOADS (SER) FOR FE:)0TIHG DESIGN (K-FT) * •***********:i********iK****************iK************************iK'****'****** HGTEs RATIO •^^ HAX BEARIHG CAPACITY / HAX PRESS LOADING GRP E:;A APF'L "TRAH HY iD L.OADS L0H(:-5 HX CE:)HB 1^1 AXIAL HAX BEAR:I:HE:-J CAPACITY (KSF) HII l-KJ".;:?;;:. (KSF) 16- HAX F4-^EJi)S ( KSF") RAT IG III liH iiX 11 ii 11 IV y IV V VI VI VI 0 -0 -0 -1941 -i. S - 4fi! 13-4B 1 -23 CJK 0 -0-0 -1996-L:.": J -B6 13- 86 1 - 20 OK 0-0-0 -2144-L4 - 89 14-89 '1 I. 1 2 OK 0 „ 0-0 -1516. 1.0 , 53 10-53 :i. - 58 OK 0 -0 -0 --j 597,. 1 1 - 09 11 -09 1 - !^H'> OK 0 -0 -0 -1641 „ 1 i , 39 11 -39 :L - 46 OK 0-0-0-1759-I. .<:-f-,f-, u A: A:. '1 '•.'•'•.'' J. A.. II A.. A.. X - 36 OK 0-0-0 -1597 -I 1 . 09 X 1-09 :i. - 50 OK 0 -0 -0 -1641 -1 '1 .39 X X . 39 1 - 46 OK 0 1. 0-0 - 0 - :l 759-1 ' 12 - 22 :L - 36 0 K 0 -0 - 0 - 0 -1377-9 - 56 9 - 56 :l. - 74 OK 0 -0-0 -1449-1,0 , 06 10 -06 1 -65 OK 0-0. 0 -1488 -LO -34 10 -34 1 -61 OK 0 -0 -0 -1594-\. X , 07 1 1 -07 :i- - 50 E:JK THE F0L..L.OWING ARE IHE:;LUDED IH TFIFii APF'LIED I...OADS ABOVEs WEIEiiHT GF" COVER •••^^ 143- KXPS WEIGHT OF FOOTING •••• 76- KIPS TOTAL ••^•^ 2X3.. KIPS F-OR GROLJP IH Ei;ASE 3 THE FOOT'IiMG STRESSES AT EACH CORNER ARI 14-89 14-89 14-89 14-89 "TITLE RAHCHO SANTA FE F;;0AD BRIDGE F'AGE 5 lis 52:21-20 09/:L 3/90 ***********************-**iK************************ * FACTORED LEiJADS (FAC) FEiJR FOOTIHG DESXGN (K-FT) * ********************'***-***-***************iK*************-***:i****:i*******jK* NOTES RATIO HAX BEARING CAPACITY / HAX PRESS PHI - -50 L.OAD IHG (i^RP CA HAX BEARIHG CAPACITY (KSF) 24-12 TRAN HY iiiED LEiJADS L.OHCii HX COI^IB H AX:I:AL 1^11H PRFiiSS ( KSF) HAX PRESS F;;ATIO (KSF) WliiiXGHT EiJF FOOTIHG ••^^ 98- KXPS TOTAL 284- KIPS ili i -l 1 0 -0-0 -26 1 i -X 3 - 13 18, 13 L - !:>-.:.'' Ei)K IH •—I 0. 0 -0 „ 2731 -18 -96 18. 96 1. - 2 "7 OK ili F-l 0-0 -0 -3051 -21 , 19 2 1 , 1 9 L - 14 OK Mi IF^' :i-0-0 -0 -2733-1 Ei! , 9B 18, 93 1. ,1 27 OK ilip '-, A.. 0 „ 0 -0 „ 2783 „ 19 , 33 19. Si -.S I. -25 OK mm XP s 0.. 0 -0 „ 2955-20 . 52 20. 52 I. - IB OK Mi ili :i: 0 „ 0 „ 0 -2392-16 -61 16. 61 \. -45 GK 11 r :L 0-0 -0-2523--52 17. 52 1. - SB OK MM 1 11 A:. 0 » 0 „ 0 -2595-:l, Ei! , 02 18-02 \. - 34 OK :L :I: :I: '.:> 0-0 „ 0-'27Eir7-19 - 36 19, 36 L-25 OK Ml IV :l. 0-0 „ 0 -2523-:L 7 . 52 :i. 7. 52 L - 38 OK IV •-•I A.. 0-0-0 -2595-18 .02 IB. 02 1. -34 (i)K IV :'.') 0 -0 -0-27B7 -19 , 36 19, 36 1. -25 E:.IK mm V 0 -0 -0 -2311 -:i. 6 ,05 16-05 1. - 50 OK VI :i. 0 -(ii „ 0,. 2437-;l. 6 ,93 16, 93 L -43 OK mm VI 2 0-0-0 -2507-1 '7 ,41 17. 41 L 1.39 OK wm V :i: ^:J 0 -0 -0 -2691 -18 .69 18. 69 \... 29 OK mm "TF-iE FOI...L.GWING ARE II ^ICL..LJDED IN "TF-IE Ai •F^'LIED I..OADS ABOVIiii s WE IE •iiHT' (i)F COVER 186- KlPi 1 F-Oi-;; GF;;OLJP IH CASE 3 TI-IE F'E:JE:)TXNG STRESJiJESij A'T EACFI CORNER ARE 21-19 21-19 21-19 21-19 TITLE RANCHO SAHTA FE •AGE 6 ROAD BRIDGE 11352:21-31 09/XS/WJ **********************-***********iK***************** * EARTHQUAKE LOADS (EQ) FOR FOOTING DESIGH (K-FT) * ********:i:i*:i************************************************************l^^ NOTES RATIO i^lAX BEARiliNG CAI--'ACITY / HAX F'REBB ARS UNREDUCED SEISHIC (VII) PROBABLE PLASTIC (PB) PHI '•••^- 1-00 HAX BEARIHG CAPACITY (KSF) 46-62 mm s — APF •'LIEIE) LOADS • HXN HAX LOADING 'TF;:AN L..OHG CiCJHB AXIAL PRI iiiSS PRESS RA I 1 u wm GRP CA HY HX H F' (K; :i>F) ( KSF- ) Ml VII 1 0 -0 -0 -1949-13 - 54 13- 54 3 „ 44 OK mm VII -"1 .(.. 0-0-11 1949-13 - 54 13- 54 -.:> 1, 44 OK PBl 1 0 -0 -0 -2-1 '19-0 - 00 0 - 00 0,. 00 HA PB2 1 0-0-0 -2073-0 - 00 0 - 00 0 -00 NA mm F'B3 1 0 -0-0-2026-0 - 00 0- 00 0 -00 HA PB4 X 0 -0-0 -1980 -0 - 00 0 - 00 0 -00 HA mm PB5 :i. 0-0 -0-1933-0 - 00 0 - 00 0 -00 HA PB6 ;i. 0 „ 0 -0 -1887-0 „ 00 0- 00 0 -00 NA Wm PB7 X 0 -0-0-1840-0 - 00 0 „ 00 0 „ 00 NA PBl 0. 0 -0 -1561-0 - 00 0 - 00 0 -00 HA F'B2 A., 0 „ 0 -0 -1607-0 - 00 0 - 00 0 -00 NA PB3 --•^ A-0,. 0 -0 „ 1654-0 - 00 0 -00 0.. 00 HA PB4 -—, A.. 0 -0 -0-1700-0 - 00 0 „ 00 0 -00 HA mm PB5 '-i A.. 0-0 -0 -1747-0 - 00 0 - 00 0 -00 i-l A mm !"'B6 ••••i Sl. 0 -0 -0,. 1793-0 - 00 0 - 00 0 -00 HA •mm PB7 '•1 A.. 0 -0 -0 -1840-0 - 00 0 - 00 0 „ 00 NA mm "THE FOLl .OWING AF;:E INCL.UDED li-'l "TFIFii Al"' PL.IED LOADS ABOVEs WEXGF-IT OF Ei;OVER ==== 143- KII-'S WEIGFI'T EiJF FOOTING •••• 76- KIPS TOTAL 218- KIPS F-OR GREiJUP VII CASE 2 THE FOEiJ'TING STRFiiSSES AT EACH (i;ORHER ARE 13-54 13-54 13-54 13-54 TITLE RANCHO SANTA Fiiii ROAD BRIDGE PAGE 7 11:52:21-42 09/13/90 •iLr vl/ -Af "J/ >i/ ^ ^ ^ >t ^ itLr "J/ vb %L' vLr -.L- -,1/ -.L- *J/ \.JL- ^J^ \U iiLf ^ --Lr %J/ -.X* -JL" "J/ vi/ vL- xLr ^Lr iX* %^ ^ /Tv /T^ ^ 'T* '1^ '^^ / p 'V' 'l^ '1^ 'r- -T^ 'p '^ 'T* '^ ^ ^ -TN ^ /^ ^ 'V' 'T^ ^ ^ '1^ * DESXEi-JH OF BOTTEiJH FL.EXURAL i-;;EiiiHFORCEHEH'T * ************************************************************************:» KEY TO TYPES OF i..EiJADS s SEF;; '••••••• SERVICE LEiJADS FAC FACTEiJRED L(i)ADB F'HI 0-90 FiiQ EARTHQUAKE LOADS PFII '•••^ 1-00 HXNl ••••••• HXHIHUH REINFORCEHEHT (ART 8-17-1-1) BASED ON 1-2 X TF-IE (i;RACKING HEiJHENT HIN2 '•••^^ WAIVER OF HINIHUH REINFORCEHEHT (ART 8-17-1-2) BASED ON S'lEEL. AF^IiiiA ONE "TFIIRD GREA'TE:R THAH REQU1F;;ED BY AMALYSIS HAX HAXIHUH REIHFORCEHEHT (ART 8-16-3-1) BASED OH -75 X BALAHCED STEEL RATIO FOOTING DEPTH 3-50 FT BAI-;; BAR LOAD COH"T"F;;OI... DEPTH SIZE DIR TYPE GRF E:;A EF"i""EC"TIVE (IHCHES) APF'LIED REE;U.JIF;'ED HO KIOHENT STEEL. Ai-;;FiA BARS (K-FT) (SQ IN) SER SER IH IH 38 - 38 37-13 1659, 1659 19- IB 21-36 A:'.K} 9 9 FAC FAC I F -I IH 38 - 38 37- 13 2387 2387 .1. '-t - A:, A:. 14-73 15 15 EQ EQ VII VII 38 -38 3'7-13 1489 1489 7 - Ei!8 Ei! - :I. 5 Ei! 9 9 HIHl HINl 38 - 38 37,. 13 IB 10, 1810 10 -71 11 „ 08 :i. 1 9 9 HIN2 HIN2 38 - 3B 37-13 2212 25-57 2Ei! - 48 29 HAX HAX 38.38 37-13 13450 12588 95-99 92-87 96 93 **************** COHTROL ************************************************. SER SER IH XH 38 - 38 37-13 1659- 1659- 19-18 21 -36 20 TITLE RANCHO SANTA FE ROAD BRIDGE Ils52s21.48 09/13^90 PAGE 8 jfc^t Jft J^ Jic Jft ^c /it j|t Jic jjc jjc ^fc j^^|c^}t Jit Jit Jit jfc /it Jic Jic Jit Jic Jit j^ Jit Jic Jit Jic jft /^t jft jft j|c Jtt j|t Jic * DESIGN OF TOP FLEXURAL. REXNFOI=;;(i;EHEIMT * ************************************************************************* KEY T(iJ TYF'ES OF" L.EiJADSs SER - SEFi:VICE L.EiJADS FAC FAEi;TORED L.EiJADS F'HI •--•• 0-90 EQ EARTHQLJAKE LOADS PHiF 1-00 HINl - HINIHUH REINFORCEHENT (ART 8-17-1-1) BASED OH 1-2 X THE CRACKIHG HEiJHEHT HXN2 - WAIVER GF HXHXHUH REINFORCEHEHT. (ART 8-17-1-2) BASEiD OH STEEL. AREA OHE "T'HXRD GREATER THAH RECH-JIRED BY AHAL..YJiJiliS HAX HAX I KiUH RE X HF EiJRCEiHEH T (AR T B -16 - 3 - 1 ) BASED OH -75 X BALANCED STEEL. RATIEiii HIN3 ^--^ HINXUHUH REINFORCEHENT (TEHPERATURE) (ART 8-20) BASED OH IB" HAXIHUH BAR SPACIHG FOG'TIHEJ DEF'TH 3-50 FT BAR BAR L..OAD Ei;EiJN"T F^EiJL. DEI"' T'F! AF-'PLIED F;;EQLJIRED HEiJ SIZE DIR "TYPE GRF' EiiA FiiFFEC TXVFii HEiJHiiiil-IT B i liiiiiiiL AREA BARS (li-^ICHES) (K-FT) (BQ IN) 4 X SER IH 1 38-72 0- 0-00 0 4 Y SER IH 1 3B - 16 O „ 0 - 00 0 4 X FAC iiiH X 38 - 72 0 - O - 00 0 4 Y FAC IH 1 38 „ 16 0 - O - 00 O 4 X EiQ V il I :L 3Eij - 72 0 - 0 - 00 0 4 Y FiiQ V ili ili :l. 3EiJ,. :i. 6 O - 0 - 00 0 4 X HINl 38-72 1810- 10.61 54 4 Y HIH1 38 -16 1810 - 10 - 77 54 4 X HIH2 38-72 0- 0-00 0 4 Y HIN2 3Ei! - :i. 6 O - 0 „ 00 0 4 X HAX 38-72 13693- 96-86 485 4 Y HAX 38 -16 13299 - 9 5- 46 478 4 X HIN3 38 - 72 313 - 1-80 9 4 Y HXN3 38-16 308- 1-80 9 **************** E.';(iJN"TREiJL. ************************************************* 4 X HIH3 38-72 313- 1-80 9 4 Y HIN3 38-16 30S- 1-BO 9 TITLE RANCHO SAHTA FE ROAD BRIDGE F'AGE 9 lis 52:21 - 59 09/13/90 Jit Jic Jit jft >ic Jic Jic Jic j|k /ic Jit ^^c Jic JIC Jic Jic j|t Mc^ jjc^lt/it /it j^^jc Jic /ic Jic Jic Jic JiC/ic Jic Jic * FINAL RESLJLTS FOR FOO'TIHE^ DES:I:GH * •*************************************•**********************************,»* FOOT :I:NO L.ENG'TH 12- 00 FT F"00]' ING WIDTH 12-00 FT INPUT Dl ;:P"TH 2- 00 FT F-OE:JTIHG DEF'TFI REE n.JIREi: FE:JF;: SHEAF;; 3. 50 FT' I"'GE:J"T :FHO DEF'TH REE-iUIRED FOR HOHiiiiHT ^^^^ 3.. 50 FT ****:i***************************:i:i * SF'I-;;EAD F-OOTXNG STRE5i!S RESLJE'T^iJ * iKii*****:i:i*:i***:i**'*:i:i***iK:i**********:i;i*;i******;iiiiKiK*'*********:i******iK;i***:i;i LOAD EiiEiJN'i REiiii... 'T'YF'Ei EiiiRF' CA FO(iJ•T:FI^IG SI-RE:SS L KSF) COHTROL HAX FOOTING HAX BEARING G R F^' C A S TRE S 8 CAP A C; 1T Y (K^i!l" ) (KSF) SEF;; FA(i; liiiQ V V VII 9. 56 16- 05 13- 54 IFI XF-i V ii: :i: 14- 89 21 „ 19 13- 54 16-62 OK 24-12 O'^: 46-62 OK **iK**iK***;i*iK***** * SHEAR RESULTS * **********************************************************>;< >i(>i<:*>K*********jK mm DEi"-"r"F-3-50 FT PI •iiRIHETER (BO) ^-•• 23-92 FT RATXO ••=: CAF'ACITY / Al"- •mm L.OAD CfiJNTROL. DEF'TF-I SFIEAR SI-IEAR mm "TYF'E GRF' Ei;A EFF •ECTIVE AF^'F-L-IIiiiD Ei;AF'ACI TY 1 ;A" "10 ( iNCHES) (KIPS) (KIPS) mm I" AC I i-l 3 DX •• - 38-38 vx =•• 315-VEJX -1041-%;) 31 F-AC IH 3 DY •• - 37-13 VY •-•-339 -VLJY 1007-.<:. 97 .P-. FAE:; ili F-l 3 DP = ^••- 37-75 VI"' •••• 2051-vup •••••••• 2100 -:I. 02 FiiQ VII 1 DX = '••• 38-38 VX '••• 196-vux 1041-5 30 mw EQ VII 1 DY •-37-13 VY •••• 2i i -VUY 1007-4 77 EQ VII X DP = 37-75 VP •••• 1279-VUP ••••••• 2100 -:l. 64 ************^-*-*;}<*>i<>f:^;K**********iK***ii * TOF^' AHD BOTTOI^I FLEXURE RESLJI...'TB * ********************************************>}{ *:-;K************************** FOOTING DEPTH 3-50 F T BAR BAR LOAD CONTROL EF-F SIZE DIR TYF'E GRP CA DEF'TI-I CIN) TOI"' 4 X 4 Y HXN3 HIN3 38 - 72 38 -16 APPLIED HOHEihiT (K-FT) 313- 308 - BAR SPACE (IN) 17-18 17-18 ARFiiA BARS ERF;;0R i:;;EQ RFiiQ CODE (SI) 1 - 80 1 - 80 9 9 BOTTOH 9 X SER IH 38 - 38 1659-7-20 19-18 20 9 Y SER XH 3 37 -13 1659.. 6-51 21 - 36 TITLE RAHCHO SANTA FE ROAD BRIDGE 11:52:23-78 09/13/90 PAGE 10 JK JK-'ic Jic Jic Jic j|t Jtc^^^ic JiC/icJic JicJicJicJic^JicJit^)|cJiC)|cJicJitJicj|tJKJit^Jic * BOTTEiJH F-LEXURAL l^'Eiiii-IFEiJRCEHEiNT * **************:i********-:i*****************-******************************S* (AF;;EA tiJF BTEEI... RliiiE;U.JiiiRED FOR DiiiFF-ERiiiii-IT BAR SIZES) BAR BAF;; LOAD APF'L ili ED ALLOWABF..E FiFF' BAR REQ NG F-"E:)0"T' ERROR SIZE DIR TYPE STRESiJSi; S"TI-<ESB Diiiii-'TF-I SPACE SiJTEEL BARS DFiiF-'TH Ei;ODfc (I---B1 ) (F^'B I) (I i-i) (IN ) ( SQ I i-l) (F- T ) X SER 35913- 36000- 38-56 4-03 15-37 35 3.50 6 Y Sliiii-^ 33966- 35312- 37-6fiJ 3-71 16-31 7 X SE.R 33066 - 34062 - 38 - 50 5 - 07 16 - 48 28 3 - 50 7 Y SER 30795 - 32275 - 37 - 50 4„57 18„01 31 8 X SER 30706 - 31437 - 38 - 44 6 - 22 17-87 23 3-50 8 Y SER 29220 - 29339 - 37 - 31 5 - 70 19 - 74 25 9 X SER 2Ei!034 - 29615 - 38 „ 38 7 „ 20 19 -18 20 3 - 50 9 Y SER 26467 - 27539 - 37 - 13 6-51 21- 36 22 10 X SER 261OB - 27501 - 38 - 28 8 - 53 20-70 17 3„50 10 Y SER 24409 - 25419 - 36 - 84 7-59 23 - 38 19 11 X SER 24223 - 25877 - 38 -19 9 - 74 22-16 X5 3 - 50 4 11 Y SER 23820 - 24000- 36 - 56 9- 09 24 - 76 16 4 14 X SER 22417- 24000- 39-06 13-61 23-05 11 3-58 4 14 Y SER 23595- 24000. 37-18 13-61 24-31 11 4 18 X SiiiiR 23282- 24000- 38-75 27-10 23-25 6 3-58 34 IB Y SER 21519- 24000- 36-25 22-58 24-98 7 34 NOTES TF-IE DESXGNFiiR HUST" CHECK TFIE FiiRROR CODE FOR ADEQUATE DEVELOF'HENT LEHGTH AND BAR SPAC;ii-IG- *** liiiRROR Ei;EiJDESs 1 === BAR SF-ACIHG LESS TFIAN THFii AASHTO HINIHUH- (CODE 8-21-1) 2 - BAR SPACING LESS THAN THE PREFER|-;;ED CALTRANS HINIKILJH- (BR- DES- DET.) 3 --^ BAR SPACIHG HORE TI-IAN THE AASHTO HAXIHUH (IB"). (CODE 8-20) 4 IHADEQLJATE DEVEI..OPHEHT LEHETTI-I- (CODE 8-25) TITLE RANCHO SANTA 'AGE 11 E ROAD BRIDGE 11s 52 s 33„89 09/13/90 '*****************************JK * TOP FLEXURAL. REINi"E:jRCEHEH'T * *****************************************-******************************** (AREA GF STIi;:i!iil.„ REQUiiii^^ED F'EiJR DIFFEREHT BAR SIZES) BAR BAR L.(iJAD APPL.IED AL.L.OWABLE EF"F BAF;; SIZE iE)iIiR TYPE STRIiiiSJi) STRESS DEPTI-I Ji>F'AEi;iiii (F'SI) (PSI) (IH) REQ HO F-(i3(iJT ERROR JiJTEEL. BARB DEI-'TFI CEiJDE (IH) (SQ IH) (FT) X HIH3 Y HI 1-13 24000 - 38 - 72 17 - IB :l. - 80 9 24000 - 38 -16 17 -18 1 - 80 9 ..:j - 50 HTJ TEs TI-IE DESIEijNIiiiR HUST CFiliiiCK TI-IE ERi-;;OI';; CEiJDIiii i-'EiJi-;; ADEQUA T liii DEVELOF'HENT LENGTF-I AND BAF;; SPACING- *** EF;;i-;;(iJR CEijDES :i. === BAR SF'ACING LESS THAN "THF 2 BAF:; SPAEi;XNG LESS 'TFIAH "THE PREFERRED CALTRAHii! HIHIHE.JH- (BR- DESi!.. DET.) 3 •-•^ BAR SF'A(i;il-IG HOREi "THAN THF 4 - IHADEQLJATE DEVELOF'HEH'T ii AASHTO HINIHUH- (CODE B-21-1) ii AASHTO HAXIHUH (18")- (CODE 8-20) liNGTH- (CODE 8-25) TITLE RANCHO SANTA FE ROAD BRIDGE 'AGE 12 1Is 52 s33-94 09/13/9fO ************************************:****************** * HIi-IXHUH, PREFERRED BAR SPACIHG DEVEiLOPHENT i...ENGTF-i * :************************************************************ii************ UNITS INCHES TFIE (i;L.EAR DISTANCE BFiiTWEEN PARAL.L.EL BARS BHAI...L HOT BE L.ESS "TFIAH 1-5 BAR DXAHETERS (NOHINAL), 1-5 TIHES THE HAXIHUH SIZE COURSE AGGREGATE. NEiJR X ,. 5 INCHES - ( E:;0DE B - 21 - 1 ) ) mm I"-F;;EF EF;;F;;FiiD E:;EH"TEF;; TO E ;FiiHT iiiF;; SF ACIHG BASE! ) CJN BRIDG iii DESiliGN Dli TAILS F 13-2 mw mm BAI-;; BAF:; HCJi'iiHAL. H: iH Ei; ...EAR DFiiF-EiJRHIiiiD HIHIHUH •••RliiiF"Eii-^RED DEVIi;il...Ei) !"'Hli-iil-iT mm SIZE AI-^liiiA DIAHETER I )1 ST -'^^H(i;Fii DiLAi'lETER C- TO C- Ei>F'AEi;iliNG C- TO C- SPACXNG 5i LEiNG PC-<6" S "TF-I l"'(i;i;^^^^^6 4 - 20 - 500 '-\ A.. -250 „ 563 2- 813 3-250 :i.2 12 IM 5 -31 -625 '-•, A: -250 -68B 2 - 938 3 - 500 15 i;: 6 ., 44 -750 •",1 -250 - 875 3-125 3-750 ;i. 9 15 MM ... - 6C' - 875 -—. -250 1-000 3-250 4 - 000 26 20 M S - 79 1 -000 A.. -250 1 -125 3-375 4-250 34 27 9 X .. 00 1 -128 -250 1 -250 3 „ 500 4 - 500 42 34 mmt 10 1 - 27 1 -270 -250 :L - 43E:5 3- 688 4 - .7 50 54 43 :l. :I. '1 - 56 1 -410 •—1 A: -250 1-625 3- 875 5 „ 000 66 53 mm 14 2., 25 1 -693 A:'. - 539 1-875 4-414 5 - 500 90 •••/'-^ / A- .mm :l. Ei! 4 - (i>C> 2-257 ^:J - 386 2 - 500 5 „ BB6 6 - 000 '! 1 6 93 - *** Ei^F;:E:JF^ CODES: BAR SPACIHG LESS THAH THE AASHTO HINIHUH- (CODE 8-21-1) BAR SI"'ACIHG THAN THE PREFERRED CALTRANS HIHIHUH- (BR- DES- DET-) 3 •=-• BAR SPACIHG HORE THAH THE AASHTO HAXIHUH (18")- (CODE B-20) 4 -•••• IHADEQUATE DEVELOPHENT LEHGTH- (CODE 8-25) TITLE RAHCHO SAHTA FE ROAD BRIDGE Ils52s34„00 09/13/9O •AGE 13 *********:**************** * BAR REIHFGRCXNE3 STEEL * ***************************************************** *********iKiK***iK*iKiKiK*-* BAR "TYF'E BAI-^; l-ITJ L..ENGTH WEXEiJHT WEIEiiFIT SIZE BAR (FT) (LB/FT) (LBS) TEiJP X -BAR 4 9 X X5 0 - 668 69 - Y-BAR 4 9 11-5 0„668 69- BOTTOH X-BAR 9 20 11-5 3-400 7EiJ2- Y-BAR 9 22 11-5 3-400 860- BTIRRLJi--' 5 108 4-3 1 - 043 4Sfi! - HEiiTEs ?i;"TIRi-;;LJF'S ARE REQLJXRED iiiN A BAND EiXrEHDINE^ 6 iiiHEi;i"IES I'lAXiFHUH FROi'l TFIE CCJLUHI-I REINFORCEI-^IEi-IT' TEiJ 3Ei! IH(i;i-iES FRCJH TI-IE F"AE:;E E:JF TI-IE E:GLLJHi-l li-l TFIE "X" Dli^EEi; TiliOH AHD 36 :H-IE:;FIE:S FRCJH TF-iFii F-ACE OF T'F-IE cciiLLJHi-i :Fi->i THE "Y" DXF;;EC;TIOH„ ********************::K**"*******iKiK*iK****iK**iK*:i****;iiK * EDUAHTITIES AND ES'T'IHATED E:;OS'T" -" BF-'F;;E:AD F-CJOTII-IG * *:i:i;K**:i'****if;*iKiK**iKii*iK'*ii******'**********iK*;i*'*iK***************iK**iK:i****ii**S CCJHTRACT ITEH UNIT QUANTITY F'RXCE AHOUHT STRLJCTURE EXCAVATXOH (BR) CY 98. 40-00 3920- BTRUCTURE BACKFILL (BR) CY 70- 45-00 3152- BTRUCTURE CONCRETE,, BR FTG CY 19- 325-00 6067- BAR REIHFORCEHEH'T (BR) LB 2269- 0-52 1180- TO'TAL COST 14319. TITLE RANCHO SANTA FE ROAD BRIDGE lis 52:34-05 09/13/9<i^ PAEiJE :F4 Time of Days lis 52:34-05 u -{-x •(-. e :: 0 9./ il 3 / 9 0