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HomeMy WebLinkAbout3557; Carlsbad Blvd Bridge Retrofit; Carlsbad Blvd Bridge Retrofit; 2003-12-01 (2)INDEPENDENT CHECK CALCULATIONS CARLSBAD BOULEVARD BRIDGE RETROFIT PREPARED FOR CITY OF CARLSBAD SUBMITTED BY SIMON WONG ENGINEERING STRUCTURAL AND BRIDGE ENGINEERS 500-581 DECEMBER, 2003 INDEDPENDENT CHECK CALCULATIONS CARLSBAD BOULEVARD BRIDGE RETROFIT PROJECT NO. 3557-1 BRIDGE NO. 57C-0134 TABLE OF CONTENTS SUBJECT ^ PAGE I. DESIGN CRITERIA 1 II. "SEISAB" MODEL INPUT PREPARATION 2-10 III. RETROFIT ITEMS EVALUATION IV. a. ABUTMENT SEAT EXTENDER 11-12 b. DIAPHRAGM BOLSTER WITH RESTRAINER Pff E 13-15 C. BENT ENCASEMENT (BENTS 2 & 5 ONLY) 16-20 d. SHEAR KEY (BENTS 2 & 5 ONLY) 21 e. BENT FOOTING 22-23 APPENDICES a. "XSECTION" RESULTS b. "SEISAB" MODE 1 RESULTS C. "SEISAB" MODE 2 RESULTS d. "SEISAB" MODE 3 RESULTS e. "SEISAB" MODE 4 RESULTS I. DESIGN CRITERIA Project: c^^(,i,,,j Bl.d B.-Page: , >/ vv //Vv //^ WUNG ENGINEERING // \// \// \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: SOO-SSI Designed: >/ vv //Vv //^ WUNG ENGINEERING // \// \// \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^^/^j Checked: >/ vv //Vv //^ WUNG ENGINEERING // \// \// \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: j6iS>-"c- Xcr'-do<^ : S2>C a-i-<-^^ -^crt/UrCd 7?^*^e. t> (M - to-i-^) <! ' (I II. "SEISAB" MODEL INPUT PREPARATION Project: Cc^^l^^^J Blud OH Page: ^ // vv //vv //\v WUNG ENGINEERING // STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: ^oo-S^8 Designed: // vv //vv //\v WUNG ENGINEERING // STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: l^Jfo^ Checked: // vv //vv //\v WUNG ENGINEERING // STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ?2 15 i P ///// ?0 ///-'/ 7D il' B^'^y. 4y,<? - :^'yz =^2' /^^.c/ 2^ ' Project: Ce^yhlpud ^/"d OH Page: ^ // Vv //vv //^ WUNG ENGINEERING // \^ v^ \i, STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: ^roo-ir^S Designed: // Vv //vv //^ WUNG ENGINEERING // \^ v^ \i, STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: fi^f/o^ Checked: yc // Vv //vv //^ WUNG ENGINEERING // \^ v^ \i, STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 5 0 44-' _2 J LiiJj 1 10.? 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'0 . 1 Project: Bli^d B, Page: j- // vv //vv //^ WUNG ENGINEEHING // \v7 \^ STRUCTURAL & BRIDGE ENGINEERS Proj.#: j-az,.±si ( Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: il^^jo), Checked: yc 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: y I 2, /z Project: ^^^/^ ^/^^ Page: ^ // Vv //vv rrflVtf CfVuffVCCriffVu y/ \V/ ^ STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: r^^a-i-^/ Designed: // Vv //vv rrflVtf CfVuffVCCriffVu y/ \V/ ^ STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^Jft>i Checked: // Vv //vv rrflVtf CfVuffVCCriffVu y/ \V/ ^ STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^-(72, Oyir^t^'/'^'^^^f ^ X<U(Ji^ StksL. zj^^cX-C'^.- C>-6^Ut.^>--<'^ M^t^Y^^ ^•S / ^ ' if ' d I y e ot'i-o'i (7^}o-^2^'^])^2^= 464o^^r Project: ^^ jjj^^^ yi^^ Page: 7 // vv //Vv //%. WUNG ENGINEEHING // \vy \. STRUCTURAL & BRIDGE ENGINEERS Proj.#: j^-^^i —1 1 Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 1 / 2- \ \ 50' 7' 7' 7' 7' IT - !3'i' 1 -24, fc' '2. ,^ 4./,4x2.6H [(24.^-3,0^-^ (^^^^-^-^)^"-^ (.^,6-/?)^a^Y.-.i.^.r 4- Project: ^^J^ ^/,^ B, //•rr rrr ;—'N CfilifOAl U//^Af/? ChlfilhlKISBlhlfi Page: p // VV //Vv u\< WiJiHyji cfVuliVccnifVu y/ \v/ \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: j^-f<f / Designed: // VV //Vv u\< WiJiHyji cfVuliVccnifVu y/ \v/ \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: i2^ffol Checked: yc // VV //Vv u\< WiJiHyji cfVuliVccnifVu y/ \v/ \v STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: I// =4-0 ^5l^o-cro kst: Project: 1^1,d OH Page: ^ // Vv //Vv //^ WUNG ENGINEEHING // V^ \v STRUCTURAL & BRIDGE ENGINEERS Proj.#: ^oo-tSl Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: I'^ffo}, Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: •e^t-L^ h&t\d^ CcL^ . ij^^2.^r^^5^^ rp//4 7j3 = 4x^<5y^z=>'^,f/;K Project: C^vl-^hfid h\^d hv //vv 75K CIMOAI WntJfi ^hlfiltdKtZDIKI^ Page: // VV //vv /^%^ WUriG ENGINEEHING // vy^ \v STRUCTURAL & BRIDGE ENGINEERS Proj.#: Soo-sSi Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: / 2yf/o) Checked: y^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Cc-y i s I, t-es jAa^n u^. 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RETROFIT ITEMS EVALUATION Project: CarlsUd Bl^^^OH Page: // vv //Vv yy\v WUNG ENGINEEHING // \*7 V^ \^ STRUCTURAL & BRIDGE ENGINEERS Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^f/o) Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: PrLcc-f.diri^ tb S!?C I ^ 7,44 live. p(£>.-<l r>^'-^^-' ^!<Jru.th Lat-d" h(?-Sist/^^ -^-in-U. t-v-y-i IS r 1 ^ ^ - ^ \' y^h^drinji-,.d (> ^\d^"^^ -^o-k^ 0 0,000 hy" A - C>^00O\i K^l^ \ 2^^ 0-07 " Project: ^^^[^y^j ^/^d OH Page: ^ ^ // Vv //Vv //^ WUNG ENGINEEHING // \vy \v7 \^ STRUCTURAL & BRIDGE ENGINEERS Proj.#: j-^.,^ta>/ Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^f/^} Checked: y^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: - O^oj ^ c?,4^ f 4 ^ 4.^" <z \ z" Ok = /7'7" 1- fx 1 1 ' 1' ^ ^ • ,/ p ^ 0,44 X 2 )^ ^ X 96 =• k . yAe du^fJi-nu..>. AJrM'^'^-'( cacfi^-^-^ >^ < '^'-^ ^ ^ Ok^ (T/WW^,/-^^) CO nodded sfp'.j-t^a-M^ ('-' d dd^ A^^- ^ i^d-r^^s i^^-y^ H AW, Project: y^^J^y^ ^/,^ Page: / i_ // vv i/vv //%v WUNG ENGINEEHING // \^ STRUCTURAL & BRIDGE ENGINEERS Proj.#: ^,(~^f Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: fT^fy^j, Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: 0 ' v My, - 2, .— 12 - i-^f y^ Page: /y // vv //Vv WUNG ENGINEEHING // \// STRUCTURAL & BRIDGE ENGINEERS Proj.*: i-^o-tSl Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /y^/oj Checked: y^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: JIL^ j: - 2^1-1 /^^z^ yi,-y k ~}he, yriCKYji-Kc^-w i<ps-h^U}L(L^^ ^-cn^uL /5y2,3k 7^7 k qj^ ^ h'l 6 ded 4 ikiL. 8"d> )('>^-' S-hcniq^ ]o 'I? t. k ci s u LA' 7^ o SQcX'^f-.. 7 -1 A :^/7.7^x^/4-4,x/,^ + ) o,^7r ^ 4^x^./ 2. -7/ue $f/ f r J x34 - ^ 2 5 ;< -^>jz.^k Ok ll I, I £" ^ A'^-yt^ - J^^y-pf'-dj-d yod id^ y/i&^^.-y. ra.-c L.I,^ ds ^^,6 k (AI^C LI^FId 1/0/1, T^62-(P-//) y/o^u^. ^le /2 ?A^AA ^/^Lgj, Project: ^^.j^Ud Bl^d //rr TTT :—'N CfiljfOAl W/^Mfi CTAI/^fA/PPDfAf/^ Page: // VV //Vv /^^ rrt/lVU CnviinEErilNG // \/y \ STRUCTURAL & BRIDGE ENGINEERS Proj.#: j^,j,j>i Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^yy^y Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: / -I 1 (d^di' ^^d. ho'^<d do^^'^-A, tluLslyeo~\ ll l).6x 12.^ jc >723 k Ok n n n n inmr / 1 1 i : - 141 ^ ^ k Ok iPt^iJl-\ Ound Xd-6^^ i/i^^Oi 3 7'-6" §6 1 1^ DOWELS - DRILL ANITBOND IN 6" DEEP HOLES - TOTAL 4 PER BOLSTER J -H OUTSIDE FACE OF EXTERIOR GIRDER 1 BENT 2 OR 5 CONCRETE BOLSTER - TOTAL 2 ?. GIRDER TYP <t BAY = "' . 3 1-6" ,J6 ' '"^'"^ @ 8 DOWELS - DRILL AND BOND IN 6" DEEP HOLES - TOTAL 28 PER BOLSTER NOTE: BOLSTER AT WESTERN SIDE OF BENT 5 SHOWN, OTHER BOLSTERS SIMILAR EXCEPT AS NOTED. PLAN 3/4" = r-0" S'S XX-STRONG PIPE X 12'-0" LONG 1 /2"« A325 THREADED ROD - TOTAL 6 PER END END VIEW • ' - 1" = I'-O" ?. BAY = 1 PIPE RESTRAINER PIPE RESTRAINER - SEE DETAILS THIS SHEET NOTE; FACE OF GIRDER / #4 - TOTAL 4 (PER BOLSTER) 1 PIPE RESTRAINER 2 CLR TYP NOTE: THREADED ROD SPACING IS THE SAME AT EACH END. PLAN 1" = r-o" PIPE RESTRAINER DETAILS Project: ^^J^J^^J a/y^ OH //rr TTT =1 CfAyfOAl Wf^hlfi ^hlfilhieeBlhl/i Page: // VV //vv //^ rrflVU ENGINEEHINyjl // \v7 \y STRUCTURAL & BRIDGE ENGINEERS Proj.#: Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: / ^fyoy Checked: yc^ 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^ya/iuadjL, Xim^he->d' o^ixcase«"-f (l^^'d^s 7^i5 O'^d^j ib //^ /p^'-f Vet-/-- J-e^-f' y ' i 2. 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Aa-v..(j d"d-/-J - d^y^dco''-. at h&-nh 2 i S • J>^ y.se6"/to,, tf-^^f-/^ 'ds p-L h<-^-dr cccj?a-cid^ dd->^ l?ia\tr\i^'d /'•I i/i^g-ak^ d!y&c-tl J^UL l^/asft'c nto')ng-id Cii-l^a-idid^^ Ad^-tlifO i( Af,B^.d^ Mt ^ l6^5o'k < M^'myo'k •£f>x . di&-\ i/^fidl B^-'^d"^ dj^i-ds /^'^ kQ-^l>o'>'i-s-£_ 7o /t^m ,.4-^*0./vt-i-c djii>i£i'i^d B(^^ds . cJL^ok.dd^^^-d fsj7 U-^^<-&""^-^'-'d CiiJ.'h^^<^-'<> SPC^.H -^-Cl^Af^^lcf.-'^-S^'rilO-id C^'pA-t-U^ i 7d1 ^(SX,. ^UM.dt ^'lu/ure^ d&-tLJ^yty^ f^Pt^^^d (P' SpC ta. (f>7'>\^, l?l£..-<f.tct ^l^^'-^LQ^l dl--r.^-U^^^ ^i.o^^zSS 0' I's >^07S -^0.7" >^ odyt>2x 0^1^^ l^d" , ^se /-^=^l Project: ^^/^^^^ OH //\v TTvx 7^ CfJIyf/^AI WniUfS PAI/2fAfCCQIMO Page: // Vv //Vv /^^ rrt/IVtl CfVClflVCCnIIVu y/ \v/ V^ \y STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Proj.#: s^oo'^Jl Designed: // Vv //Vv /^^ rrt/IVtl CfVClflVCCnIIVu y/ \v/ V^ \y STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: (i-^f^ol Checked: // Vv //Vv /^^ rrt/IVtl CfVClflVCCnIIVu y/ \v/ V^ \y STRUCTURAL & BRIDGE ENGINEERS 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: = . X O-OObO'^ j - Oioo 2-/6 - o-oooof 1 ^ OlO 64 Ac - ^y = 2.^2 -r^ /74 -11.," 7zU-^-j^cns. d'h. d'SjiUuJi'f><-^>d" dji-i''•2<'"<-A ^Z^4<i ddiA-t^ ddyJL. disj) . ca4:>a-c-dt^^^ oj£_^ Pl Sl?fA.-<^/'ds A't e da-Is 1 ModM i OM" Modid ^ 0.42," step Max. Conc. Strain epscmax yield pt ideal Mp 0 0 0 1 0.0004 -0.0015 2 0.00044 -0.0017 3 0.00049 -0.0019 4 0.00054 -0.0021 5 0.0006 -0.0024 6 0.00066 -0.003 P 7 0.00073 -0.0036 8 0.00081 -0.0042 9 0.00089 -0.005 10 0.00099 -0.0058 11 0.00109 -0.007 12 0.00121 -0.0086 13 0.00133 -0.0104 14 0.00147 -0.0124 15 0.00163 -0.0145 16 0.0018 -0.0166 17 0.00199 -0.0189 18 0.0022 -0.0214 19 0.00243 -0.0241 20 0.00269 -0.0271 21 0.00297 -0.0304 22 0.00329 -0.0339 23 0.00363 -0.0377 24 0.00402 -0.0418 25 0.00444 -0.0459 26 0.00491 -0.0538 27 0.00543 -0.0632 28 0.006 -0.074 Max. Steel Strain Curvature Moment Tens. ^'^'W/in (K-ft) 0 0 0.000059 9375 0.000066 10338 0.000075 11398 0.000084 12562 0.000091 13506 0.000094 13736 0.000114 13808 0.000117 0.000135 13884 0.000159 13971 0.000185 14062 0.000214 14160 0.000253 14245 0.000309 14302 0.000369 14362 0.000436 14430 0.000509 14502 0.000581 14985 0.000657 15558 0.000742 16117 0.000836 16657 0.000938 17174 0.00105 17663 0.001172 18121 0.001303 18546 0.001443 18931 0.001586 19346 0.00185 19618 0.00216 19884 0.002519 20054 Sum Mp Plastic M (K-ft) 0 8756.637 9795.56 11131.32 12467.08 13506 13951.25 16919.6 17370.05 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 17370.03 Area 8Cur. M 0.276563 0.068996 0.097812 0.10782 0.13149 0.27544 0.290766 0.33426 0.364429 0.409219 0.553898 0.799316 0.85992 0.964532 1.056018 1.061532 1.160634 1.346188 1.540378 1.725381 1.950872 2.182824 2.401689 2.62339 2.736806 5.143248 6.12281 7.168871 43.7551 17370.03 Carlsbad Blvd Br Cur. vs. M 25000 T- c- 20000 \ ^ 15000 c 1 10000 o 2 5000 - - /• 1 A--'"^"!*'^' 0 0.0005 0.001 0.0015 0.002 Curvature (in./in.) 0.0025 0.003 Project: C^^UUd i:>hd OM //rr TTT =1 Q/llyf/-)Al M/OAI/S f7AI/7fAmrOfA//^ Page: ^ // VV //vv /y\v rrflVCi EriijilNEEHING // \v^ STRUCTURAL & BRIDGE ENGINEERS Proj.#: Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: / ^^/^jj Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: ^>/i6(f-4 -dduudde^ yea-uAM-h^-d h^std (P^ C^dha^hc, Bos <P-/S'i2.i^ 0,. .Liil^ /ASA r^^j, 5 5f /,c (-^ - = «>.$-4 ^ 'd od ^ #6 9 + 4 xi'i4x36 t I'-'^-I^U't 16^,4 ::^ C>.fZ 1^ 11 -/ / A <'- ^ r 60 - /2 / ^ >33 Oh Project: ^^J^ j^^j ^/^^ //rr Trr =i. CIM/^IU WnMfS PAIi^fAlCCOfAfO Page: ^ // Vv //Vv //\\ rrL/fVtl CfVuflVCCri//Vu y/ V^ VV STRUCTURAL & BRIDGE ENGINEERS Proj.#: Jr&D-i^l Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: ^ ^^/^^ Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: Byc^di'icJd. dd^. J^e^v dkju^s. -o,Ssx/5'x0i6^6oxiiOyz CH'^'i-''\ Ul-x^ -4fo k . 7W|-^ct „ j[d.M. sh,c.,K-.M-^^^ d^^j.. /> 'J Project: [^ly^d BhdOH Page: ^ // Vv //Vv //^ rrt/#VL» CfVuffVCCrfffVu // \vy \v STRUCTURAL & BRIDGE ENGINEERS P'-oJ #^ /o^-i-i>/ Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: /^y^^^; Checked: yc 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: h/^P^\. S&i si^*-i,dc J.Mi>~d ^^34k ^ ^^44 -.A-td'.-CO'i/'0~L.^ Project: ^ j^^d bli^d OH //rr TTT •—.V CIMr\hl WCthlfi CtJfilhlCCBIhlf^ Page: // Vv //Vv /^^v rr vy/vCj ErUjilNEEHING // \vy \^ \y STRUCTURAL & BRIDGE ENGINEERS Designed: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Date: I ^y ol Checked: 9968 Hibert Street, Suite 202 (858) 566-3113 San Diego, CA 92131 FAX (858) 566-6844 Revised: footing pee JS-c^jre -J.f xOi/^"^ (?.jr3 kS^t f ^1^4 ^d Q,ydd<!^ ^'^^, I I IT 10 6 6'/.pH-^ i>11'Hd /(/^7^, ^ ' ^-^ ^ J'-^fc-^i a-dd^d dd^ Ve.^ts'td>L^ Se^s>-^dc -^^».ui.. ^ /l;^ C-Vifd^d se-'CdCi'Cr^s 7J X(50 ^/t.y„ = c.y / ^^^(^^/^^ ' ,yx(2-x4 IV. APPENDICES a. "XSECTION" RESULTS XSECTION VER._2.ll,_MAY-06-95 LICENSE (choices: LIMITED/UNLIMITED) LIMITED ENTITY (choices: GOVERNMENT/CONSULTANT) CONSULTANT NAME_OF_FIRM '"TMON_ENGINEERING ^^E_NAME ^^PAD_BLVD BRroGE_NUMBER 500-581 JOB_TITLE Pier wall, retrofit ***************************************************** Wall thickness is 3'. ***************************************************** -Subsection definition is supported by coordinates -bending parallel to x-axis (horiz.) -local X- and y- axes parallel to global X- and Y- -Units are Kips and inches ***************************************************** welded hoops or seismic hooks are required for confinement to be effective, type 1 concrete is confined. ***************************************************** CONC_TYPES_START NUMBER_OF_TYPES 2 TYPE_NUMBER 1 MODEL mander CONFINED_SUBSECTION_SHAPE rectangular SUBSECTION_HORIZ_DIM 804.0 SUBSECTION_VERT_DIM 28.00 CONF_TYPE ties_&_cross_ties TI E_BARS_PARALLEL_TO_X SPACING_CL_TO_CL 9.0 STEEL_TYPE 1 BAR_AREA 0.44 BAR_DIAM 0.75 TIE_BARS_PARALLEL_TO_Y SPACING_CL_TO_CL 2 8.0 STEEL_TYPE 1 BAR_AREA 0.31 BAR_DIAM 0.62 5 CONF_BAR_SPACING 9 . 0 MAIN_BAR_TOTAL 178 MAIN_BAR_AREA .79 STRAIN_eO 0.002 STRAIN_eu 0.005 ULT_STRAIN_FACT 1.0 STRESS_f0 5.0 STRESS_fu 2.5 UNIT_WEIGHT_FACT 0.96 TYPE_NUMBER 2 MODEL unconfined_mander STRAIN_eO 0.002 STRAIN_eu 0.005 ULT_STRAIN_FACT 1.0 CRESS_fO 5.0 STRESS_fu 2.5 |lT_WEIGHT_FACT 0.96 COI^TYPES_END ****************************************************** A706 Steel type 2 is for #11 and larger bars. Type 1 is for smaller bars. ***************************************************** STEEL_TYPES_START NUMBER_OF_TYPES 2 TYPE_NUMBER 1 MODEL park YIELD_STRAIN 0.0023 HARDEN_STRAIN 0.015 ULT_STRAIN 0.09 YIELD_STRESS 68.0 ULT_STRESS 95.0 MODULUS 29000.0 TYPE_NUMBER 2 MODEL park YIELD_STRAIN 0.0023 HARDEN_STRAIN 0.015 ULT_STRAIN 0.06 YIELD_STRESS 68.0 ULT_STRESS 95.0 MODULUS 29000.0 STEEL_TYPES_END ***************************************************** comment area polygon is used for rectangular section in 1st quadrant with mirror option for a full section. Cover concrete is also modeled. ******************************************************** S UB S ECT I ON_S TART NUMBER_OF_SUBSECTIONS 1 SUBSECTION_NUMBER 1 SHAPE polygon NUMBER_OF_NODES 4 NODE_NUMBER GLOBAL_X GLOBAL_Y 1 0 0 2 406 0 3 406 18. 4 0 18 . NUMBER_OF_FIBERS_X 60 NUMBER_OF_FIBERS_Y 6 CONC_TYPE 1 MIRR0R_4_WAYS yes .<^'"'SECTION_END lr************************************************* area recfahgular rebar distribution for the entire section, no mirror. REBAR_LAYOUT_START NUMBER_OF_REBAR_GROUPS 2 GROUP_NUMBER 1 LAYOUT SHAPE line • R Y 'bt:CTJ NUMBER_OF_REBARS 8 9 AREA_OF_BAR .79 STEEL_TYPE 1 GLOBAL_COORD_X_Y_START -400. 13.75 GLOBAL_COORDINATES_X_Y_END 400. 13.75 MIRR0R_4_WAYS no GROUP_NUMBER 2 LAY0Ur_SHAPE line NUMBER_OF_REBARS 89 AREA_OF_BAR .79 STEEL_TYPE 1 GLOBAL_COORD_X_Y_START -400. -13.75 GLOBAL_COORDINATES_X_Y_END 400. -13.75 MIRR0R_4_WAYS no _LAYOUT_END k************************************************** AXrKL_L0AD LOAD_VALUE 16 00. CENTER_OF_LOAD_APPLICATION_GLOBAL_X_Y 0 0 ******************************************************** Let the cover concrete fail but stop at first longitudinal rebar failure. The section may be rotated xx degrees counter clockwise. The new X-axis will be plotted horizontally, therefore, the section plot will show XX degrees clockwise! To control the initial guess of the Neutral Axis a factor is defined which varies from 0.01 to 0.99 as shown below. This is used if there is instablity in the moment-curvature curve. ******************************************************** ANALYSIS_CONTROL STOP_DUE_FIRST_CONC_FAILURE no STOP_DUE_FIRST_REBAR_FAILURE yes BENDING_AXIS_CCW_ROTATION_DEGREES 0 NEUTRAL_AXIS_PROXIMITY_TO_COMPRESSION_EDGE 0 . 99 ********************************************************* RESULTS_REQUESTED MOMENT_AT_GLOBAL_X_Y 0 0 CONC_FIBER_INFO_OUTPUT yes REBAR_FIBER_INFO_OUTPUT yes ********************************************************* 12/10/2003, 10:22 **********************************^ t***********^ k********** XSECTION DUCTILITY and STRENGTH of Circular, Semi-Circular, full and partial Rings, ^ctangular, T-, I-, Hammer head, Octagonal, Polygons or any combination of above shapes forming Concrete Sections using Fiber Models * VER._2.ll,_MAY-06-95 * * * * Copyright (C) 1994, 1995 By Mark Seyed. * * * * A proper license must be obtained to use this software. * * For GOVERNMENT work call 916-227-8404, otherwise leave a * * message at 916-756-2367. The author makes no expressed or* * implied warranty of any kind with regard to this program.* * In no event shall the author be held liable for * * incidental or consequential damages arising out of the * * use of this program. * * * .************************************************************ This output was generated by running: XSECTION VER._2.H,_MAY-06-95 LICENSE (choices: LIMITED/UNLIMITED) LIMITED ENTITY (choices: GOVERNMENT/CONSULTANT) CONSULTANT NAME_OF_FIRM SIMON_ENGINEERING BRIDGE_NAME CARLSBAD_BLVD BRIDGE_NUMBER 500-581 JOB_TITLE Pier wall, retrofit Concrete Type Information: -strams- 1 0 eO 0020 e2 . 0040 ecc . 0035 eu . 0200 fO . 00 2 0. 0020 0.0040 0 .0020 0. 0050 5.00 3.3( Steel Type Information: strains----strength- Type ey eh eu fy fu E 1 0. 0023 0.0150 0, .090C 1 68 .00 95.00 29000 2 0. 0023 0.0150 0, , 060C 1 68 .00 95.00 29000 Concrete Fiber Information Fiber xc yc area No. type in in in*2 1 1 3.38 1. 50 20 .30 2 1 3 .38 4 . 50 20.30 3 1 3 .38 7 . 50 20.30 4 1 3 .38 10 . 50 20 .30 5 1 3.38 13 . 50 20 .30 1436 1 402.62 -4 .50 20 .30 1437 1 402.62 -7 .50 20.30 1438 1 402.62 -10 .50 20.30 1439 1 402.62 -13 .50 20.30 1440 1 402.62 -16 .50 20 .30 Steel Fiber Information: Fiber xc yc area No. type in in in*2 "' -1 -400.00 13 . 75 0.79 m 1 1 -390.91 13 . 75 0 . 79 W f 1 -381.82 13 . 75 0 . 79 4 1 -372.73 13 . 75 0 . 79 5 1 -363.64 13 . 75 0 . 79 6 1 -354.55 13 . 75 0 . 79 7 1 -345.45 13 . 75 0 . 79 8 1 -336 .36 13 . 75 0 . 79 9 1 -327.27 13 . 75 0 . 79 strength- - f2 fee 72 5.75 5 . 00 fu E .82 4032 ,50 4032 W 144 144 10 1 -318 .18 13 . 75 0 . 79 11 1 -309 . 09 13 . 75 0 . 79 12 1 -300 .00 13 . 75 0 .79 13 1 -290 . 91 13 . 75 0 .79 14 1 -281 . 82 13 . 75 0 .79 15 1 -272 . 73 13 . 75 0 . 79 16 1 -263 .64 13 . 75 0 . 79 -a-.7 1 -254 .55 13 . 75 0 . 79 M i 1 -245 .45 13 . 75 0 .79 •m F 1 -236 .36 13 .75 0 . 79 20 1 -227 .27 13 . 75 0 . 79 21 1 -218 . 18 13 . 75 0 . 79 22 • 1 -209 .09 13 .75 0 .79 23 1 -200 . 00 13 . 75 0 .79 24 1 -190 . 91 13 .75 0 .79 25 1 -181 . 82 13 .75 0 .79 26 1 -172 . 73 13 .75 0 . 79 27 1 -163 .64 13 .75 0 .79 28 1 -154 .55 13 .75 0 .79 29 1 -145 .45 13 .75 0 .79 30 1 -136 .36 13 .75 0 .79 31 1 -127 .27 13 .75 0 .79 32 1 -118 .18 13 .75 0 .79 33 1 -109 . 09 13 .75 0 . 79 34 1 -100 . 00 13 . 75 0 . 79 35 1 -90 . 91 13 .75 0 . 79 36 1 -81 . 82 13 . 75 0 .79 37 1 -72 . 73 13 . 75 0 . 79 38 1 -63 .64 13 . 75 0 . 79 39 1 -54 .55 13 . 75 0 .79 40 1 -45 .45 13 .75 0 .79 41 1 -36 .36 13 . 75 0 .79 42 1 -27 .27 13 .75 0 .79 43 1 -18 .18 13 .75 0 .79 44 1 -9 .09 13 .75 0 . 79 45 1 0 .00 13 . 75 0 . 79 46 1 9 . 09 13 . 75 0 . 79 47 1 18 .18 13 .75 0 .79 48 1 27 .27 13 . 75 0 .79 49 1 36 .36 13 . 75 0 .79 50 1 45 .45 13 . 75 0 .79 51 1 54 .55 13 .75 0 .79 52 1 63 .64 13 .75 0 .79 1 72 .73 13 .75 0 . 79 i 1 81 .82 13 .75 0 .79 f 1 90 . 91 13 .75 0 . 79 56 1 100 .00 13 . 75 0 . 79 57 1 109 .09 13 .75 0 .79 58 1 118 .18 13 .75 0 .79 59 1 127 .27 13 .75 0 .79 60 1 136 .36 13 .75 0 .79 61 1 145 .45 13 . 75 0 .79 62 1 154 .55 13 . 75 0, .79 63 1 163 .64 13 .75 0 , .79 64 1 172 .73 13 .75 0 , .79 65 1 181 .82 13 .75 0 , .79 66 1 190 . 91 13 .75 0 , .79 67 1 200 . 00 13 . 75 0 . . 79 68 1 209 .09 13 . 75 0. .79 69 1 218 .18 13 , .75 0 . .79 70 1 227, .27 13 , .75 0 . 79 71 1 236 , .36 13 , , 75 0. 79 72 1 245 . .45 13 . ,75 0 . 79 73 1 254 , ,55 13 . 75 0. 79 74 1 263 . 64 13 . 75 0 . 79 75 1 272 . 73 13 . 75 0 . 79 76 1 281. 82 13 . 75 0 . 79 77 1 290 . 91 13 . 75 0 . 79 78 1 300 . 00 13 . 75 0 . 79 79 1 309. 09 13 . 75 • 0 . 79 80 1 318 . 18 13 . 75 0 . 79 81 1 327 . 27 13 . 75 0 . 79 82 1 336 . 36 13 . 75 0 . 79 83 1 345. 45 13 . 75 0 . 79 84 1 354 . 55 13 . 75 0 . 79 85 1 363 . 64 13 . 75 0 . 79 86 1 372 . 73 13 . 75 0 . 79 87 1 381. 82 13 . 75 0 . 79 88 1 390 . 91 13 . 75 0 . 79 - o 1 400. 00 13 . 75 0 . 79 -400 . 00 -13 . 75 0 . 79 ' 1 -390 . 91 -13 . 75 0 . 79 92 1 -381. 82 -13 . 75 0 . 79 93 1 -372 . 73 -13 . 75 0 . 79 94 1 -363 . 64 -13 . 75 0 . 79 95 1 -354 . 55 -13 . 75 0 . 79 96 1 -345 . 45 -13 . 75 0 . 79 97 1 -336 . 36 -13 . 75 0 . 79 98 1 -327 .27 -13 .75 0 . 79 99 1 -318 . 18 -13 .75 0 .79 100 1 -309 .09 -13 . 75 0 .79 101 1 -300 .00 -13 .75 0 .79 102 1 -290 . 91 -13 .75 0 . 79 103 1 -281 . 82 -13 . 75 0 . 79 104 1 -272 .73 -13 . 75 0 .79 1 "5 1 -263 . 64 -13 .75 0 .79 Ji i 1 -254 . 55 -13 .75 0 . 79 f 1 -245 .45 -13 .75 0 . 79 10~ -236 .36 -13 . 75 0 .79 109 1 -227 . 27 -13 .75 0 . 79 110 1 -218 . 18 -13 .75 0 .79 111 1 -209 .09 -13 .75 0 .79 112 1 -200 . 00 -13 .75 0 .79 113 1 -190 . 91 -13 .75 0 . 79 114 1 -181 . 82 -13 .75 0 . 79 115 1 -172 . 73 -13 . 75 0 . 79 116 1 -163 .64 -13 . 75 0 .79 117 1 -154 . 55 -13 . 75 0 .79 118 1 -145 .45 -13 . 75 0 .79 119 1 -136 .36 -13 . 75 0 .79 120 1 -127 .27 -13 . 75 0 .79 121 1 -118 .18 -13 .75 0 . 79 122 1 -109 . 09 -13 .75 0 . 79 123 1 -100 . 00 -13 . 75 0 . 79 124 1 -90 . 91 -13 .75 0 .79 125 1 -81 .82 -13 . 75 0 .79 126 1 -72 .73 -13 . 75 0 .79 127 1 -63 .64 -13 .75 0 .79 128 1 -54 .55 -13 .75 0 .79 129 1 -45 .45 -13 . 75 0 .79 130 1 -36 .36 -13 .75 0 .79 131 1 -27 .27 -13 .75 0 . 79 132 1 -18 .18 -13 .75 0 . 79 133 1 -9 .09 -13 . 75 0 .79 134 1 0 . 00 -13 .75 0 . 79 135 1 9 .09 -13 .75 0 . 79 136 1 18 .18 -13 . 75 0 . 79 137 1 27 .27 -13 . 75 0 .79 138 1 36 .36 -13 .75 0 .79 139 1 45 .45 -13 .75 0 . 79 140 1 54 .55 -13 .75 0 .79 1 63 .64 -13 . 75 0 . 79 i 1 72 .73 -13 .75 0 .79 f 1 81 . 82 -13 .75 0 .79 14?^ 90 .91 -13 .75 0, . 79 145 1 100 .00 -13 .75 0 , . 79 146 1 109 .09 -13 , .75 0 , .79 147 1 118 .18 -13, .75 0 , , 79 148 1 127 .27 -13 , .75 0. , 79 149 1 136, .36 -13 , ,75 0 . ,79 150 1 145 . .45 -13 . ,75 0 . ,79 151 1 154 , ,55 -13 . ,75 0 . 79 152 1 163 . ,64 -13 . ,75 0. 79 153 1 172 . ,73 -13 . 75 0 . 79 154 1 181. 82 -13 . 75 0 . 79 155 1 190. 91 -13 . 75 0 . 79 156 1 200 . 00 -13 . 75 0 . 79 157 1 209 . 09 -13 . 75 0 . 79 158 1 218 . 18 -13 . 75 0 . 79 159 1 227 . 27 -13 . 75 0 . 79 160 1 236 . 36 -13 . 75 0 . 79 161 1 245 . 45 -13 . 75 0 . 79 162 1 254 . 55 -13 . 75 0 . 79 163 1 263 . 64 -13 . 75 0 . 79 164 1 272 . 73 -13 . 75 0 . 79 165 1 281. 82 -13 . 75 0 . 79 166 1 290 . 91 -13 . 75 0 . 79 167 1 300 . 00 -13 . 75 0 . 79 168 1 309. 09 -13 . 75 0 . 79 169 1 318 . 18 -13 . 75 0 . 79 170 1 327 . 27 -13 . 75 0 . 79 171 1 336 . 36 -13 . 75 0 . 79 172 1 345 . 45 -13 . 75 0 . 79 173 1 354 . 55 -13 . 75 0 . 79 174 1 363 . 64 -13 . 75 0 . 79 175 1 372 . 73 -13 . 75 0 . 79 176 1 381. 82 -13 . 75 0 . 79 -t —-7 1 390 . 91 -13 . 75 0 . 79 M i ^ 400 . 00 -13 . 75 0 . 79 Force Equilibrium Condition of the x-section: Max. Max. Conc. Neutral Steel Steel Strain Axis Strain Conc. force P/S Net Curvature Moment step epscmax in Tens . Comp. Comp . Tens. force force 'j<<5/ in (K-ft) 0 0 .00000 0 .00 0 .0000 0 0 0 0 0. 00 0 .OOOOOO 0 1 0 .00040 11 .22 -0 .0015 4300 304 -3004 0 -0 . 01 0 .000059 9375 2 0 .00044 11 .34 -0 .0017 4670 326 -3397 0 -0 . 96 0 .000066 10338 3 0 .00049 11 .44 -0 .0019 5078 351 -3829 0 0 . 10 0 .000075 11398 4 0 .00054 11 .53 -0 .0021 5526 378 -4304 0 -0. 28 0 .000084 12562 5 0 .00060 11 . 65 -0 . 0024 5978 403 -4781 0 -0 . 47 0 .000094 13736 ". 0 .00066 12 .19 -0 .0030 6021 361 -4781 0 0 . 95 0 .000114 13808 1 .00073 12 .61 -0 , .0036 6065 315 -4781 0 -0 . 58 0 .000135 13884 •••m w> .00081 12 , . 93 -0 , .0042 6116 266 -4781 0 0 . 64 0 .000159 13971 9 0 .00089 13 , .19 -0 , ,0050 6168 212 -4781 0 -0 . 14 0 .000185 14062 10 0 .00099 13 , ,39 -0 , , 0058 6225 155 -4781 0 -0 . 90 0 .000214 14160 11 0 . 00109 13 , ,70 -0 , , 0070 6353 28 -4781 0 -0 . 61 0 .000253 14245 12 0 .00121 14 , .09 -0 , .0086 6596 0 -4996 0 0 . 47 0 .000309 14302 13 0 , .00133 14 , .39 -0 .0104 6862 0 -5263 0 -0 . 67 0 .000369 14362 14 0 , .00147 14 , .62 -0 .0124 7154 0 -5554 0 0 . 15 0 .000436 14430 15 0 , .00163 14 , .80 -0 , .0145 7472 0 -5872 0 -0 . 47 0 .000509 14502 16 0 , .00180 14 , .90 -0 , , 0166 7907 0 -6306 0 0 . 99 0 .000581 14985 17 0 , .00199 14 , , 97 -0 , , 0189 8387 0 -6787 0 -0 . 13 0 .000657 15558 18 0 , ,00220 15 , , 03 -0 , , 0214 8887 0 -7287 0 -0 . 22 0 .000742 16117 19 0 , .00243 15 , , 09 -0 , ,0241 9407 0 -7807 0 -0 . 02 0 .000836 16657 20 0 , .00269 15 , ,13 -0 , ,0271 9944 0 -8343 0 0 . 61 0 .000938 17174 21 0 , .00297 15 . , 17 -0 . ,0304 10494 0 -8893 0 0 . 21 0 .001050 17663 22 0 , .00329 15 , ,19 -0 . ,0339 11052 0 -9452 0 -0. 10 0 .001172 18121 23 0 , .00363 15 . ,21 -0 . ,0377 11611 0 -10010 0 0 1.80 1 D.001303 18546 24 0 , .00402 15 , ,22 -0 , .0418 12157 0 -10557 0 0 .07 1 3.001443 18931 25 0 , .00444 15 , ,20 -0 , .0459 12695 0 -11029 0 6 . 16 0 .001586 19346 26 0, .00491 15 , ,35 -0 , .0538 12855 0 -11256 0 -1 .00 0.001850 19618 27 0 . 00543 15 , .49 -0 , , 0632 12962 0 -11361 0 0 .89 0.002160 19884 28 0, .00600 15 , ,62 -0, , 0740 13029 0 -11429 0 -0 .45 0.002519 20054 First Yield of Rebar Information (not Idealized) Rebar Number 90 Coordinates X and Y (global in.) -400.00, -13.75 Yield strain = 0.00230 Curvature (rad/in)= 0.000091 Moment (ft-k) = 13506 Assume concrete modulus (ksi) = 4032 Cracked Moment of Inertia (ft^4) = 21.351 b. "SEISAB" MODEL 1 RESULTS sssssss EEEEEEEEE IIIIIIIII SSSSSSS AAAAAAA BBBBBBBB sssssssss EEEEEEEEE IIIIIIIII SSSSSSSSS AAAAAAAAA BBBBBBBBB ss ss EE III SS SS AA AA BB BB SSS EE III SSS AA AA BB BBB SSSSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSSSSS EEEEE III SSSSSS AAAAAAAAA BBBBBBBB SSS EE III SSS AA AA BB BBB SS SS EE III SS ss AA AA BB BB SSSSSSSSS EEEEEEEEE IIIIIIIII SSSSSSSSS AA AA BBBBBBBBB SSSSSSS EEEEEEEEE IIIIIIIII SSSSSSS AA AA BBBBBBBB ********************************************* Version: 4.3 Released: 4/99 Imbsen and Associates, Inc. 9912 Business Park Dr., Suite 130 Sacramento, California 95827 Telephone: (916) 366-0632 Written By: Roy Imbsen Jon Lea Vic Kaliakin Ken Perano James Gates Susan Perano i.vs£ lo'^ yy, lyPAi/'Lj i-l d/yn.udii.diiid dii^c dic^.. fid hf'^di. t i F ********************************************* Date: 09-DEC-03 Time: 09:33:57 SEISAB 'CARLSBAD BOULEVARD BRIDGE' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 4 COLimN JOINTS 3 OtTTPUT LEVEL 0 BLOCKING FACTOR 0 _SPANS .LENGTHS /32.0000/ /30.0000/ /26.9000/ /30.6000/ /45.0000/ 'AREAS /52.0000/ /52.0000/ /52.0000/ /52.0000/ /52.0000/ 111 /40.0000/ /40.0000/ /40.0000/ /40.0000/ /40.0000/ 122 /14630.0/ /14630.0/ /14630.0/ /14630.0/ /14630.0/ 133 /74.9000/ /74.9000/ /74.9000/ /74.9000/ /74.9000/ A22 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ A33 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ DENSITY /O.150000/ /O.150000/ /O.150000/ /O.150000/ /O.150000/ E /519000./ /519000./ /519000./ /519000./ /519000./ PRATIO /O.200000/ /O.200000/ /O.200000/ /O.200000/ /O.200000/ WEIGHT /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ NIJS 4 4 4 4 4 DESCRIBE COLUMN 'square' AREA 4.00000 111 2.25000 122 1.33000 133 1.33000 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 COLUMN 'wall' AREA 203.000 111 310.000 122 153.000 133 39000.0 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 RESTRAINER 'bolster' LENGTH 11.0000 AREA 0.122000 E 4.03200E+06 FSPECIAL CAP 'original' 133 8.00000 A22 0.00 E l.OOOOOE+07 PRATIO 0.200000 BEARING ELEMENT 'bolpin' KFIFI l.OOOOOE+07 KF2F2 l.OOOOOE+10 KF3F3 l.OOOOOE+07 KMIMI l.OOOOOE+10 KM2M2 l.OOOOOE+10 KM3M3 l.OOOOOE+10 ABUTMENT STATION 0.00 BEARING - N 45 0 0 E - N 45 0 0 E ELEV TOP 30.0000 AT ABUT 1 ELEV TOP 30.0000 AT ABUT 6 CONNECTION PIN AT ABUT 1 6 BENT ELEVATION TOP 30.0000 30.0000 30.0000 30.0000 ELEVATION BEARINGS 28.5000 28.5000 28.5000 28.5000 ELEVATION CAP 26:4000 26.4000 26.4000 26.4000 ELEVATION BOTTOM 0.00 0.00 0.00 0.00 BEARING - N 45 0 0 E - $ End of Bent Bearings COLUMN 'wall' AT BENT 2 5 COLUMN SKEWED LAYOUT 'square' 16.5000 16.5000 16.5000 - ' scjuare' AT BENT 3 4 COLUMN TOP END JOINT SIZE 1.50000 AT BENT 2 3 4 5 COLUMN BOT END JOINT SIZE 1.50000 AT BENT 2 3 4 5 SPECIAL CAP 'original' AT BENT 3 4 CONNECTION JOINT FREE PIN AT BENT 3 CONNECTION JOINT PIN FREE AT BENT 4 ^CONNECTION JOINT BEARING ELEMENT - SKEWED LAYOUT 'bolpin' 10.0000 10.0000 10.0000 10.0000 10.0000 - 'bolpin' AT BENT 2 5 RESTRAINER SKEWED LAYOUT 'bolster' 50.0000 - 'bolster' AT BENT 2 5 WEIGHT 100.000 100.000 100.000 100.000 FOUNDATION AT ABUTMENT 1 6 SPRING CONSTANTS KFIFI 4600.00 KF3F3 8000.00 LOADS RESPONSE SPECTRUM CALTRANS CURVE DEPTH TO BEDROCK 0 TO 10 A 0.5G GRAVITY 32.2000 DAMPING COEFFICIENT 0.0500000 FiS -SEISAB- CARLSBAD BOULEVARD BRIDGE Page 1 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. SEISAB DATA INPUT **************************************************** RESPONSE SPECTRUM **************************************************** THE BRIDGE MODEL GENERATED IS BASED ON: 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN Page 2 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE ALIGNMENT DATA INPUT INITIAL REFERENCE POINT AND ALIGNMENT STATION ....OFFSET.... STATION COORDINATE DIR VALUE BEARING 0.00 N 0.00 0.00 N 90 0 0 E E 0.00 Page 3 SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE SPAN DATA INPUT SEGMENT LENGTHS / SECTION AND MATERIAL PROPERTIES SEGMENT LENGTH AREA 111 122 133 SPAN 1 1 32.00 32.00 52.00 40.00 14630.00 74 . 90 SPAN 2 1 30.00 30 . 00 52.00 40.00 14630.00 74 .90 SPAN 3 1 26.90 26.90 52 . 00 40.00 14630.00 74 . 90 SPAN 4 1 30.60 30.60 52 . 00 40.00 14630.00 74 . 90 SPAN 5 1 45 . 00 45.00 52.00 40.00 14630.00 74.90 SEGMENT ELASTIC P- A22 A33 MODULUS RATIO DENSITY WT/LENGTH SPAN 1 1 0.0 0.0 519000. 0.20 0.150 0.000 SPAN 2 1 0.0 0.0 519000. 0.20 0.150 0.000 SPAN 3 1 0.0 0.0 519000. 0.20 0.150 0.000 SPAN 4 1 0 . 0 0.0 519000. 0.20 0.150 0.000 SPAN 5 1 0.0 0.0 519000. 0.20 0.150 0.000 SEISAB Page 4 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE DESCRIBE DATA INPUT COLUMN INFORMATION NG. 1 TITLE: scjuare INFORMATION: SEGMENT LENGTH AREA 111 122 133 0.00 4 . 00 2 .25 1.33 1.33 SEGMENT A22 0 . 0 A3 3 ELASTIC MODULUS RATIO DENSITY 0.0 519000. 0.20 0.15 NO. 2 TITLE: wall INFORMATION: SEGMENT LENGTH AREA 111 122 133 0.00 203.00 310.00 153.00 39000.00 SEGMENT A22 ELASTIC P- A33 MODULUS RATIO DENSITY 0.0 0.0 519000. 0.20 0.15 Page 5 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE DESCRIBE DATA INPUT (CONTINUED) RESTRAINER INFORMATION NO. 1 TITLE: bolster INFORMATION: ELASTIC LENGTH AREA MODULUS 11.00 0.1220 4032000. SPECIAL BENT CAP INFORMATION NO. 1 TITLE INFORMATION DENSITY ELASTIC MODULUS POISSONS RATIO original 10000000. 0 .20 AREA 111 122 133 A22 A33 SPECIAL CAP MEMBER 8.00 0.0 Page 6 ----SEISAB---- (Version 4.3:0) • 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE DESCRIBE DATA INPUT (CONTINUED) BEARING ELEMENT INFORMATION NO. 1 TITLE: bolpin INFORMATION: KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 l.OE+07 0 . 0 . 0 . 0 . . 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 l.OE+10 0 . 0 . 0 . KF3F3 KF3M1 KF3M2 KF3M3 l.OE+07 0 . 0 . 0. KMIMI KM1M2 KM1M3 1.OE+10 0. 0. KM2M2 KM2M3 l.OE+10 0. KM3M3 l.OE+10 Page 7 ----SEISAB---- (Version 4". 3i0) 09-DEC-03 Imbsen arid Associates, Inc. CARLSBAD BOULEVARD BRIDGE ABUTMENT DATA INPUT GEOMETRY AND GENERAL INFORMATION SUPER CG WALL BOT ABUTMENT ABT STATION BEARING ELEVATION ELEVATION CONNECTION 1 0.00 N 45 0 0 E 30.00 PIN 6 N 45 0 0 E 30.00 PIN SEISAB CARLSBAD BOULEVARD BRIDGE Page 8 (Version 4:3.0) 09-DEC-03 Imbsen and Associates, Inc. BENT DATA INPUT BENT GEOMETRY, WEIGHT AND CAP INFORMATION BEARING WEIGHT CAP TITLE NOTE BENT 2 N 45 0 0 E 100, .00 CAP NOT 3 N 45 0 0 E 100 , .00 original 4 N 45 0 0 E 100, , 00 original 5 N 45 0 0 E 100 . ,00 CAP NOT BENT ELEVATION INFORMATION BENT SUPER CG ELEVATION 30.00 30.00 30 . 00 30 . 00 DIAPHRAGM BEAR. ELMT ELEVATION ELEVATION 28.50 28.50 28.50 28.50 BENT CAP ELEVATION 26 .40 26.40 26 .40 26 .40 FOOTING ELEVATION 0.00 0.00 0.00 0.00 BENT CONNECTIVITY INFORMATION SUPERSTR BENT CONTINUITY BENT TO SUPERSTR CONNECTION TYPE 2 EXP. JOINT BEARING - BEARING 3 EXP. JOINT FREE - PINNED 4 EXP. JOINT PINNED - FREE 5 EXP. JOINT BEARING - BEARING SEISAB- CARLSBAD BOULEVARD BRIDGE Page 9 (Version 4.3.6) 09-DEC-03 Imbsen and Associates, Inc. BENT DATA INPUT (CONTINUED) BENT BEARING ELEMENT LAYOUT BENT LOCATION SPACING BE TITLE DISTANCE BACK SKEWED 1 bolpin 10.00 2 bolpin 10.00 3 bolpin 10.00 4 bolpin 10.00 5 bolpin 10.00 6 bolpin FORE SKEWED 1 bolpin 10.00 2 bolpin 10.00 3 bolpin 10.00 4 bolpin 10.00 5 bolpin 10.00 6 bolpin BACK SKEWED 1 bolpin 10.00 2 bolpin 10.00 3 bolpin 10.00 4 bolpin 10.00 5 bolpin 10.00 6 bolpin FORE SKEWED 1 bolpin 10.00 2 bolpin 10.00 3 bolpin 10.00 4 bolpin 10.00 5 bolpin 10.00 6 bolpin BENT COLUMN LAYOUT BENT SPACING COL TITLE i wall ....GROUP OFFSET... DISTANCE SPCNG DIR OFFSET SKEWED 1 2 3 stjuare scjuare square SINGLE 16.50 16 . 50 16.50 0.00 0 . 00 Page 10 - - - - s EISA B - -- - (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE BENT DATA INPUT (CONTINUED) BENT COLUMN LAYOUT (CONTINUED) ....GROUP OFFSET... BENT SPACING COL TITLE DISTANCE SPCNG DIR OFFSET 3 (CONT) SKEWED 4 square NaN 0.00 4 SKEWED 1 scjuare 16.50 0.00 2 square 16.50 3 square 16.50 4 scjuare 5 1 wall SINGLE 0.00 BENT COLUMN END INFORMATION . . . . TOP _ nnTTOM LT LT LT LT BNT COL ASSTMM BRG ELMT JNT SIZE ASSTMM BRG ELMT JNT SIZE ~2 IT 1.50 1.50 3 1 1.50 1.50 2 1.50 1.50 3 1.50 1.50 4 1.50 1.50 4 1 1.50 1.50 2 1.50 1.50 1.50 1.50 1.50 1.50 1. 50 1.50 SEISAB CARLSBAD BOULEVARD BRIDGE Page li (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. FOUNDATION DATA ABUTMENT FOUNDATION INFORMATION ABUTMENT ROT. WEIGHT ANGLE FOUNDATION TYPE FTNG TITLE 0.00 0.00 SPRING CONSTANTS 0.00 0.00 SPRING CONSTANTS ABUT ABUTMENT FOUNDATION SPRING CONSTANTS KFlFl KF1F2 KF1F3 KFIMI KF1M2 KF1M3 4600. 0. KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD 8000 . KF3F3 KF3M1 KF3M2 KP3M3 KMIMI KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD SEISAB CARLSBAD BOULEVARD BRIDGE Page 12 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. FOUNDATION DATA (CONTINUED) ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABUT KFIFI KF1F2 KF1F3 KFIMI KF1M2 KF1M3 4600 . KF2F2 KF2F3 KF2M1 KF2M2 KF2M3 DOF FIXD KF3F3 KF3M1 KF3M2 KF3M3 8000 . KMIMI KM1M2 KM1M3 DOF FIXD KM2M2 KM2M3 DOF FIXD KM3M3 DOF FIXD SEISAB- Page 13 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 15 ACCELERATION SPECTRUM INFORMATION SPECTRUM TYPE = CALTRANS DEPTH TO BEDROCK = 0 TO 10 FT A = 0.5 G ACCELERATION DUE TO GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0 . 001 0 .5580 2 0 . 025 0 .6420 3 0 .050 0 . 7460 4 0 .075 0 . 8420 5 0 .100 0 .9420 6 0 .125 1 .0390 7 0 .150 1 .1300 8 0 .175 1 .2040 9 0 .200 1 .2410 10 0 .225 1 .2730 11 0 .250 1, .2950 12 0 .275 1, .3100 13 0 .300 1, .3150 14 0 .325 1, .3075 15 0 .350 1, ,2920 16 0, .375 1, ,2700 17 0, .400 1. ,2430 18 0 . ,425 1. 2030 19 0 . ,450 1. 1680 20 0 . 475 1. 1240 21 0 . 500 1. 0715 22 0 . 525 1. 0290 23 0 . 550 0 . 9900 -SEISAB CARLSBAD BOULEVARD BRIDGE Page 14 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. LOADING DATA INPLTT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 24 0 . 575 0 . 9550 25 0 .600 0 .9215 26 0 . 650 0 . 8580 27 0 . 700 0 . 8030 28 0 . 750 0 . 7550 29 0 . 800 0 . 7120 30 0 . 850 0 .6710 31 0 .900 0 .6350 32 0 . 950 0 .6000 33 1 . 000 0 . 5710 34 1 . 100 0 .5220 35 1, .200 0 .4810 36 1 .300 0 .4500 37 1 .400 0 .4150 38 1 .500 0, .3900 39 1, .600 0, .3660 40 1, .700 0, .3460 41 1, . 800 0 , .3290 42 1, . 900 0, .3130 43 2 , .000 0 , .2980 44 • 2, .200 0 , . 2740 45 2 . ,400 0 . ,2500 46 2 . ,600 0 . ,2320 47 2 . ,800 0 . ,2180 48 3 . 000 0. 2020 49 3 . ,500 0 . 1800 50 4 . 000 0 . 1580 51 4 . 500 0 . 1320 52 5 . 000 0 . 1110 53 5 . 500 0 . 1110 54 6 . 000 0 . 1110 Page 15 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE LOADING DATA INPUT (CONTINUED) 2.0 + 1.9 + t 1. 8 + 1.7 + I 1.6 + A ! C 1.5 + C ! E 1.4 + L ! E 1.3+ X R ! X X A 1.2+ X X T ! X X I 1.1+ X 0 ! X X N 1.0+ X ! X X 0.9+ X 1 ! X X 0.8+ X ! X X X 0.7+ X • G !X X 0.6+ X !X X 0.5+ XX ! X 0.4+ XX I XXX 0.3+ XX ! XXX 0.2+ X X 0.1 + 0 . 0 + CALTRANS ACCELERATION SPECTRUM 0 12 3 PERIOD (SECONDS) SEISAB Page 16 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD CASE/COMB .DIRECTION FACTORS. X Y DESCRIPTION 1.000 0.000 0.000 LONGITUDINAL 0.000 0.000 1.000 TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS Page 17 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS % OF TOTAL MASS MODE PERIOD CS Long Vert Tran Long Vert Tran 1 0 . 750 0 . 76 -2 .675 0 . 000 -2 .676 7 .611 0 .000 7 .612 2 0 .342 1 .30 0 . 000 0 . 002 0 .000 7 .611 0 .000 7 .612 3 0 .329 1 .31 2 . 731 0 . 000 -2 .735 15 .540 0 .000 15 .565 4 0 .208 1 .25 4 .024 -0 .168 3 .792 32 .756 0 .030 30 . 853 5 0 , , 199 1, .24 0 , .000 0 , , 000 0 . 000 32 , .756 0 , .030 30 . 853 6 0 , , 199 1, ,24 0 , .000 0 , , 000 0 .000 32 , .756 0 , ,030 30 . 853 7 0 , , 194 1, .23 -3 , .610 0 , .031 -3 .569 46 , .611 0 , .031 44 , .394 8 0 , ,158 1, .15 -0 , .011 0 , .000 -1 .306 46 , .611 0 .031 46 , .209 9 0 , ,142 1, , 10 1, .145 -0 , .011 1 .310 48 , .006 0 , .031 48 , . 034 10 0 , .067 0 , , 81 -0 , .683 -2 , .615 -0 .746 48 , .502 7 , .303 48 .627 11 0. ,051 0. , 75 0. 025 3 . ,178 0 , , 027 48. .503 18 , .040 48 , .628 12 0 . ,048 0 . ,74 -0 . ,032 -3 . 124 -0 . ,033 48 . ,504 28 . ,416 48 . ,629 13 0 . ,047 0 . ,73 0 . ,648 0 . 003 0. ,640 48 . ,951 28 . ,416 49. ,065 14 0 . ,041 0 . ,71 1. 023 -0 . ,744 1. ,214 50 . ,064 29. ,004 50 . ,633 15 0 . ,037 0 . 69 0 . 505 -1. 228 0 . ,556 50 . ,335 30 . ,608 50 . ,961 Page 18 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 , 0.3*Long + 1.0*Trans ABU 1 1 0 .020 0 , .010 0 . 020 0 . 010 0 , .000 0 . 000 2 0 . 020 0 , . Oil 0 . 020 0 .011 0 . 000 0 . 000 3 0 . 026 0 . 013 0 . 026 0 . 013 0 .000 0 . 000 4 0 . 026 0, . 014 0 . 026 0 . 014 0 .000 0 . 000 ABU 6 1 0 , .026 0 , , 010 0 , .026 0 , .010 0 , ,000 0 , .000 2 0 , .024 0 , , 018 0 , .024 0 , , 018 0 , ,000 0 , , 000 3 0 , .033 0 , ,016 0 , .033 0 , .016 0 , , 000 0 , ,000 4 0 , .032 0 , ,021 0 , .032 0 , .021 0 , .000 0 , .000 ----SEISAB--- CARLSBAD BOULEVARD BRIDGE Page 19 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ITEM LC B 2 Jl 1 0 . 019 0 . 019 0 . 019 0 . 019 0 . 000 0 . 000 2 0 . 019 0 .019 0 . 019 0 . 019 0 . 000 0 . 000 3 0 .024 0 .025 0 . 024 0 . 025 0 . 000 0 . 000 4 0 .024 0 . 024 0 . 024 0 . 024 0 . 000 0 . 000 B 2 J2 1 0 . 019 0 .019 0 . 019 0 . 019 0 . 000 0 . 000 2 0 .019 0 .019 0 .019 0 .019 0 . 000 0 . 000 3 0 .024 0 .025 0 .024 0 . 025 0 .000 0 .000 4 0 .024 0 .024 0 .024 0 .024 0 .000 0 . 000 B 3 Jl 1 0 . 021 0 . 040 0 .199 0 .197 0 .199 0 .201 2 0 . 020 0 .040 0 .197 0 .199 0 .198 0 .202 3 0 . 027 0 .052 0 .258 0 .257 0 .259 0 .262 4 0 . 027 0 .051 0 .257 0 .258 0 .258 0 .263 B 3 J2 1 0 . 199 0 .197 0 .199 0 .197 0 .000 0 . 000 2 0 .197 0 .199 0 .197 0 .199 0 .000 0 . 000 3 0 .258 0, .257 0 , .258 0 , .257 0 , .000 0 , . 000 4 0 .257 0, .258 0 , .257 0 , .258 0 , .000 0 , .000 B 4 Jl 1 0 . 199 0 .197 0 , .199 0 , ,197 0 , ,000 0 , .000 2 0 .197 0, .199 0 , .197 0 , ,199 0. ,000 0 , .000 3 0 .258 0 , .257 0 , .258 0 , ,257 0. ,000 0 , .000 4 0 , ,257 0. ,258 0. 257 0. 258 0. 000 0. .000 B 4 J2 1 • 0. ,199 0 . ,197 0 . 026 0. 037 0 . 200 0 . ,201 2 0 . ,197 0 . ,199 0 . 025 0. 035 0 . 199 0 . 201 3 0 : ;258 0 . ,257 0 . 034 0. 047 0 . 260 0 . ,261 4 0 . ,257 0 . ,258 0 . 033 0. 046 0. 259 0 . 262 B 5 Jl 1 0 . 024 0 . 024 0 . 024 0 . 024 0 . 000 0 . 000 2 0 . 023 0 . 023 0 . 023 0 . 023 0 . 000 0 . 000 3 0 . 031 0 . 031 0 . 031 0 . 031 0 . 000 0 . 000 4 0 . 030 0 . 030 0 . 030 0 . 030 0 . 000 0 . 000 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 2 0 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS (CONTINUED) . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 .024 0 . 024 0 . 024 0 .024 0 .000 0 . 000 2 0, , 023 0, , 023 0 .023 0 .023 0 .000 0 . 000 3 0 , ,031 0 , , 031 0 , .031 0 , ,031 0 , .000 0 , ,000 4 0 , , 030 0 , ,030 0 , .030 0 , ,030 0 , .000 0 , , 000 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans Page 21 SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC . . LNGITUDNL TRANSVRSE .... SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 1 BOT 1 668 .3 11585. 115 .2 7085 . 15 .6 1930 .5 2 661 . 8 11467. . 116 .2 7020 . 16 .5 1952 . 8 3 866 . 9 15025. 150 .1 9191. 20 .6 2516 .4 4 862 .3 14942. 150 . 8 9145 . 21 .2 2532 .0 1 TOP 1 522 . 8 2783 . 114 .7 4521. 15 .3 1930 .5 2 517 .3 2756 . 115 .8 4470. 16 .0 1952 . 8 3 678 . 0 3610. 149 .5 5862 . 20 .1 2516 .4 4 674 .2 3591. 150 .2 5826. 20 .6 2532 . 0 BNT 3 1 BOT 1 30 . 8 782 . 55 .3 638. 58 . 8 0 .0 2 30 . 8 782 . 55 .3 639. 59 .1 0 . 0 3 40, .1 1017. 71 .9 830. 76 .5 0 . 0 4 40, .1 1017. 71 .9 831. 76 . 7 0 .0 1 TOP 1 29 .1 76. 50 .3 610. 58 . 8 0, . 0 2 29 .1 76. 50 .3 611. 59 . 0 0, .0 3 37 . 9 99. 65 .4 793 . 76 .5 0, .0 4 37, , 9 99. 65, .4 794 . 76 , . 7 0, .0 2 BOT 1 30 , , 8 782 . 55 , .6 641. 56, ,3 0 , ,0 2 30 , .8 782 . 55 , .7 642 . 55, , 7 0. ,0 3 40 , ,1 1017. 72 , .4 834 . 73 , ,1 0. , 0 4 40 , ,1 1017. 72 , .4 834 . 72 , ,6 0. ,0 2 TOP 1 29. 1 76. 50 . ,6 615. 56 . 1 0 . 0 2 29. 1 76 . 50 . ,7 616 . 55 . 5 0. 0 3 37. 9 99. 65 . 8 800. 72 . 8 0 . 0 4 37. 9 99. 65. ,9 800 . 72 . 3 0 . 0 3 BOT 1 30 . 8 782 . 55 . 6 641. 73. 2 0. 0 2 30 . 8 782 . 55 . 7 642 . 73 . 8 0 . 0 3 40 . 1 1017. 72 . 3 834 . 95 . 4 0 . 0 4 40 . 1 1017. 72 . 4 835 . 95 . 8 0 . 0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB Page 22 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC . . LNGITUDNL TRANSVRSE .... SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 3 COLUMN (CONTINUED) 3 (CONTINUED) 3 TOP 1 29 .1 76 . 50 .6 615 . 73 . 0 0 . 0 2 29 .1 76 . 50 .7 616 . 73 .5 0 . 0 3 37 .9 99 . 65 . 8 800 . 95 . 0 0 . 0 4 37 .9 99 . 65 .9 801. 95 .4 0 . 0 4 BOT 1 30 . 8 782 . 55 .3 638 . 59 . 5 0 .0 2 30 .8 782 . 55 .4 639. 60 .3 0 .0 3 40 .1 1017 . 71 .9 830 . 77 .6 0 .0 4 40 .1 1017 . 71 .9 831. 78 .1 0 . 0 4 TOP 1 29 .1 76 . 50 .3 610 . 59 .4 0 .0 2 29 .1 76 . 50 .3 611. 60 .2 0 .0 3 37 .9 99 . 65 .4 793 . 77 .5 0 .0 4 37 .9 99 . 65 .4 794 . 78 .1 0 .0 BNT 4 1 BOT 1 30 .8 782 . 55 .2 638 . 59, . 9 0 .0 2 30 .8 782 . 55 .4 639 . 61, .0 0 . 0 3 40 .1 1017. 71, .9 830 . 78 , .1 0 . 0 4 40 .1 1017. 71, . 9 831. 78 , .9 0, . 0 1 TOP 1 29, .1 76 . 50. ,2 609. 59. ,8 0, , 0 2 29, .1 76 . 50. ,4 511. 60 . ,9 0 . ,0 3 37, .9 99. 65 . ,3 793 . 78 . ,1 0 . ,0 4 37 , , 9 99. 65. ,4 794 . 78 . 9 0 . ,0 2 BOT 1 30. ,8 782. 55 . ,6 641. 91. 6 0 . ,0 2 30. 8 782 . 55 . ,7 642 . 88 . 0 0 . ,0 3 40 . 1 1017. 72 . 3 834 . 118 . 0 0 . 0 4 40 . 1 1017. 72 . 4 835 . 115 . 4 0 . 0 2 TOP 1 29. 1 76 . 50 . 6 615. 91. 4 0 . 0 2 29. 1 76 . 50 . 7 616 . 87. 7 0. 0 3 37 . 9 99. 65 . 8 800 . 117. 7 0 . 0 4 37. 9 99. 65 . 9 801. 115 . 1 0 . 0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 23 SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 4 (CONTINUED) 3 BOT 1 30 ..8 782 . 55 .6 641. 69 .6 2 30 .8 782. 55 . 7 642. 65 . 4 3 40 .1 1017. 72 .4 834 . 89 .3 4 40 .1 1017. 72 .4 834 . 86 .3 3 TOP 1 29 .1 76 . 50 .6 615. 69 .4 2 29 .1 76 . 50 . 7 616 . 65 .2 3 37 .9 99. 65 . 8 800. 89 . 0 4 37 .9 99 . 65 . 8 800 . 86 .0 4 BOT 1 30 . 8 782 . 55 .3 638 . 58 .8 2 30 . 8 782 . 55 .3 639. 59 .1 3 40 .1 1017. 71 . 9 830 . 76 .5 4 40 .1 1017. 71 . 9 831. 76, .8 4 TOP 1 29, .1 76. 50 .3 610. 58, .7 2 29, .1 76 . 50 .3 610. 59, .1 3 37, .9 99 . 65 .4 793. 76 , .5 4 37, .9 99. 65 , .4 793 . 76 , ,7 BNT 5 1 BOT 1 779. ,8 14170. 59 , ,1 5940. 108 . ,6 2 735 . , 0. 13353. 61, , 8 5573. 104 . 3 3 1000. ,3 T_R1 76 . 77. , 7 7612. 139. 9 4 968 . ,9 17604. 79. ,5 7355. 136. 8 1 TOP 1 623 . 3 2720 . 58 . 8 4560. 108 . 2 2 587 . 4 2565 . 61. 5 4284 . 103. 8 3 799 . 5 3489. 77 . 2 5845. 139. 3 4 774 . 3 3381. 79. 1 5652 . 136. 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 0.0 0.0 0.0 981 1207 1343 1502 981, 1207 , 1343 , 1502 , *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trauis 0.3*Long + 1.0*Trans Page 24 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL LOAD CASE/COMB DESCRIPTION ABU 1 1 119.5 125.0 67.1 75.2 120.3 2 118.4 123.6 74.4 77.4 121.8 3 155.0 162.1 89.4 98.4 156.9 4 154.3 161.1 94.5 100.0 157.9 ABU 6 1 96.0 143.3 22.4 117.1 85.5 2 91.1 134.4 92.2 124.0 105.7 3 123.3 183.6 50.0 154.3 117.2 4 119.9 177.3 98.9 159.1 131.4 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 25 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT FOUNDATION SPRING CQC FORCES ABUT LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 LC ~ 2 3 4 1 2 3 4 75 77 98 100 , 117 , 124 , 154 , 159. 0.0 0.0 120.3 121. 8 156 . 9 157 . 9 85.5 105.7 117 .2 131.4 0.0 0.0 0 . 0 0.0 0 . 0 0.0 0.0 0.0 0 . 0 0 . 0 0.0 0.0 KM3M3 0.0 0 . 0 0.0 0.0 0 . 0 0.0 0.0 0.0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 26 SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES ITEM W/R TO BRIDGE CL. LC VERT SHEAR LGNGITITONL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL B 2 Jl 94 . 8 94 .2 123 .1 122 . 7 45.3 47.4 59 . 6 61. 0 119 . 5 119.1 155.2 154 .9 114.6 115.3 149.2 149 . 7 56.5 55.9 73.3 72 . 8 B 2 J2 106 .3 105 . 7 138 .1 137.6 153 .3 151.9 198.8 197.9 226.1 224 .5 293 .4 292.3 265.4 262 . 5 344 .2 342.1 64 .4 67.8 84 . 7 87 .1 B 3 Jl 130 . 9 129.9 169.9 169.2 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 B 3 J2 10.9 11.3 14 .3 14 .6 83 .4 82 .6 108.2 107.6 82 , 83 . 107. 108. 61.6 61.5 80.0 80.0 99.9 100.0 129.9 130.0 B 4 Jl 11.8 12 .4 15.5 15.9 83 .4 82.6 108.2 107.6 82.5 83 .5 107 .6 108.3 61.6 61.6 80.1 80.0 99 100 129 130 B 4 J2 165.2 156.0 212 . 0 205.6 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0 . 0 0.0 B 5 Jl 136 , 128 174 169, 173 .0 163 .1 221.9 215.0 209.2 198.7 268.8 261.5 270.3 253 .3 346.3 334 .4 25.6 43.9 38.8 51.6 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 2 7 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED) W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL B 5 J2 1 43.6 110.8 157.1 189.4 32.7 2 44.2 109.7 155.0 187.1 32.1 3 56.8 143.7 203.6 245.5 42.4 4 57.2 142.9 202.1 244.0 41.9 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 2 8 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 2 - JNT 1 1 1 5 .1 13 .6 15 . 7 265 .1 250 .1 266 .7 2 5 . 7 13 .5 IS . 8 262 .2 247 .4 263 . 8 3 6 . 8 17 .6 20 .5 343 . 7 324 .3 345 . 9 4 7 .2 17 .5 20 .5 341 . 7 322 .5 343 . 9 2 1 5 . 8 2 .7 17 .4 265 .1 250 .1 266 . 7 2 6 .3 2 . 9 17 .4 262 .2 247 .4 263 . 8 3 7 . 7 3 .6 22 .6 343 .7 324 .3 345 . 9 4 8 .0 3 . 8 22 .6 341 .7 322 .5 343 . 9 3 1 6 .9 10 .1 19 .1 265 .1 250 . 1 266 .7 2 7 .3 10 .1 19 .0 262 .2 24 7 .4 263 . 8 3 9 .1 13 .1 24 . 8 343 . 7 324 .3 345 .9 4 9 .4 13 .1 24 . 7 341 .7 322 . 5 343 .9 4 1 8 .2 21 .6 20 .8 265 .1 250 .1 266 .7 2 8 . 5 21 .4 20 . 7 262 , .2 247 . 4 263 .8 3 10, . 8 28 . 0 27 .0 343 , . 7 324 .3 345 .9 4 11. , 0 27 .9 26 , .9 341. , 7 322 , ,5 343 , .9 5 1 9 , .7 33 .2 22 , .5 265 . ,1 250, ,1 266 , .7 2 9, .9 32 . 9 22 , .3 262 . ,2 247, ,4 263 , ,8 3 12 , .7 43, .0 29, .2 343 . , 7 324 . ,3 345 , .9 4 12 . ,8 42 , . 8 29 , .1 341. ,7 322 , ,5 343 , .9 6 1 11. 3 44 . , 8 24 . ,2 265 . 1 250 . 1 266 . ,7 2 11. 4 44 . ,4 24 . ,0 262 . 2 247 . 4 263 . 8 3 14 . 7 58 . ,1 31. 4 343 . 7 324 . 3 345 . 9 4 14 . 8 57. , 8 31. 3 341. 7 322 . 5 343 . 9 BNT 2 - JNT 2 1 1 33. 8 47 . 6 46 . 4 247 . 0 493 . 2 248 . 7 2 33 . 4 47. 1 46 . 1 244 . 7 491. 7 246 . 4 3 43 . 8 61. 7 60 . 2 320 . 5 640 . 7 322 . 6 4 43 . 6 61. 4 60. 0 318 . 8 639 . 7 321. 0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 2 9 SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT BEARING CQC FORCES (CONTINUED) BRNG LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT JNT 2 (CONTINUED) 2 1 30 .5 35 . 6 42 . 9 247 .0 493 .2 248 . 7 2 30 . 1 35 .3 42 .6 244 . 7 491 .7 246 .4 3 39 .5 46 .2 55 . 7 320 . 5 640 .7 322 .6 4 39 .3 46 . 0 55 . 5 318 . 8 639 .7 321 .0 3 1 27 . 1 23 .7 39 .4 247 . 0 493 .2 248 . 7 2 26 . 9 23 .5 39 .2 244 . 7 491 .7 246 .4 3 35 .2 30 . 7 51 .2 320 .5 640 . 7 322 .6 4 35 . 0 30 .6 51 .0 318 . 8 639 . 7 321 .0 4 1 23 .9 11 . 8 35 . 9 247 . 0 493 .2 248 .7 2 23 . 7 11 . 8 35 . 7 244 .7 491 .7 246 .4 3 31 . 0 15 .3 46 .6 320 .5 640 . 7 322 .6 4 30 . 9 15, .3 46 . 5 318 .8 639 . 7 321 .0 5 1 20 .7 2 .1 32 , . 5 247 .0 493 .2 248 .7 2 20 .6 2 .4 32 , .2 244 .7 491 .7 246 .4 3 26, .9 2 , . 8 42 , .1 320 .5 640 .7 322 .6 4 26 , .8 3 , .1 42 , , 0 318 , .8 639, .7 321, .0 6 1 17, .6 12 , .5 29 , , 0 247 , ,0 493 , .2 248 , .7 2 17, .7 12, .4 28 , ,8 244 , , 7 491, .7 246 , .4 3 22 . ,9 16. ,2 37 . 6 320 . ,5 640. ,7 322 . ,6 4 22 . , 9 16 . ,1 37 . 4 318 . ,8 639. ,7 321. ,0 BNT 5 - JNT 1 1 1 21. 0 15. 7 27 . 1 334 . 1 438 . 3 336 . 2 2 20 . 3 14 . 7 25 . 7 315 . 7 423 . 1 317 . 8 3 27. 1 20 . 1 34 . 8-428 . 8 565. 2 431. 6 4 26 . 6 19 . 4 33 . 8 415 . 9 554 . 6 418 . 6 2 1 24 . 1 1. 7 30 . 2 334 . 1 438. 3 336 . 2 2 23 . 0 2 . 0 28 . 6 315. 7 423 . 1 317 . 8 3 31. 0 2 . 3 38 . 8 428 . 8 565 . 2 431. 6 4 30. 2 2 . 5 37. 7 415. 9 554 . 6 418. 6 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 3 0 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BRNG LC BNT JNT 1 (CONTINUED) KM3M3 3 1 27 . 2 15 .1 33 .3 334 . 1 438 .3 336 .2 2 25 .7 14 .3 31 . 6 315 . 7 423 .1 317 . 8 3 35 .0 19 .3 42 . 8 428 . 8 565 .2 431 .6 4 33 . 9 18 . 8 41 .6 415 . 9 554 .6 418 .6 4 1 30 .3 30 .3 36 .4 334 .1 438 .3 336 .2 2 28 . 5 28 .6 34 .6 315 . 7 423 .1 317 . 8 3 38 .9 38 .9 46 . 8 428 . 8 565 .2 431 .6 4 37 .6 37 .7 45 .5 415 . 9 554 .6 418 .6 5 1 33 .4 45 .6 39 . 5 334 . 1 438 .3 336 .2 2 31 .4 42 . 9 37 . 6 315 .7 423 .1 317 . 8 3 42 . 9 58 .4 50 .8 428 . 8 565 .2 431 . 6 4 41 . 4 56 .6 49 .5 415 .9 554 .6 418 .6 6 1 36 . 5 60 .8 42 .6 334 .1 438 .3 336 .2 2 34 .2 57, .3 40 .6 315 .7 423 .1 317 . 8 3 46 .8 78 .0 54 . 8 428 . 8 565 .2 431 .6 4 45 .2 75 , .5 53 .4 415 .9 554 , .6 418 , .6 BNT 5 - JNT 2 1 1 23 .9 30, .2 31, . 7 210 .5 311, .7 211, .9 2 23 , .2 28. ,8 30 , , 8 198 , .2 291. ,9 199. ,5 3 30, .9 38. ,8 40 , , 9 270 , .0 399. ,3 271. ,7 4 30 , .4 37 . ,9 40. ,3 261, .4 385. ,4 263 . ,0 2 1 21. ,7 20. 7 29. 5 210. ,5 311. 7 211. 9 2 21, ,2 19. 9 28 . 8 198 . 2 291. 9 199. 5 3 28 . ,1 26. 7 38 . 1 270 . ,0 399. 3 271. 7 4 27. ,7 26. 2 37. 6 261. 4 385 . 4 263 . 0 3 1 19. 5 11. 5 27 . 3 210 . 5 311. 7 211. 9 2 19. 2 11. 3 26 . 8 198 . 2 291. 9 199. 5 3 25 . 3 14 . 9 35 . 3 270 . 0 399. 3 271. 7 4 25. 1 14. 8 35. 0 261. 4 385. 4 263. 0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans' SEISAB - - CARLSBAD BOULEVARD BRIDGE Page 31 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 2 (CONTINUED) KM3M3 4 1 17, .3 4 .3 25 , .1 210 .5 311 . 7 211, . 9 2 17 .3 4 .6 24 . 9 198 .2 291 .9 199, .5 3 22 . 5 5 . 7 32 .5 270 .0 399 .3 271, . 7 4 22 . 5 5 .9 32 . 4 261 .4 385 .4 263 .0 5 1 15 , .1 9, .3 22 , .9 210 . 5 311 . 7 211, , 9 2 15 , .4 8 , . 9 22 , .9 198 .2 291 . 9 199 , , 5 3 19, . 7 11, . 9 29, .7 270 . 0 399 .3 271, . 7 4-19, , 9 11, , 7 29. , 8 261, .4 385, , 4 263. , 0 6 1 12 , , 9 18 , ,3 20. , 7 210 , .5 311, , 7 211. 9 2 13 , ,5 17 , ,3 21. ,0 198 , .2 291, .9 199. ,5 3 17. , 0 23. 5 27. ,0 270. .0 399, .3 271. ,7 4 17 . ,4 22 . ,8 27 . ,2 261. ,4 385 . ,4 263 . 0 •** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 32 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES RES LC AXIAL BNT 2 - JNT 1 1 1 0.0 2 0.0 3 0.0 4 0.0 2 1 0.1 2 0.1 3 0.1 4 0.1 BNT 2 - JNT 2 1 1 0.2 2 0.1 3 0.2 4 0.2 2 1 0.1 2 0.1 3 0.1 4 0.1 BNT 5 - JNT 1 1 1 0.1 2 0.1 3 0.1 4 0.1 2 1 0.2 2 0.2 3 0.2 4 0.2 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans Page 33 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES (CONTINUED) RES LC AXIAL BNT 5 - JNT 2 1 1 0.1 2 0.1 3 0.1 4 0.1 2 1 0.1 2 0.1 3 0.1 4 0.1 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans c. "SEISAB" MODEL 2 RESULTS SEISAB 'CARLSBAD BOULEVARD BRIDGE' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OirrPUT LEVEL 0 BLOCKING FACTOR 0 SPANS LENGTHS /32.0000/ /30.0000/ /26.9000/ /30.6000/ /45.0000/ |AREAS /52.0000/ /52.0000/ /52.0000/ /52.0000/ /52.0000/ 111 /40.0000/ /40.0000/ /40.0000/ /40.0000/ /40.0000/ 122 /14630.0/ /14630.0/ /14630.0/ /14630.0/ /14630.0/ 133 /74.9000/ /74.9000/ /74.9000/ /74.9000/ /74.9000/ A22 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ A33 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ DENSITY /O.150000/ /O.150000/ /O.150000/ /O.150000/ /O.150000/ E /519000./ /519000./ /519000./ /519000./ /519000./ PRATIO /O.200000/ /O.200000/ /O.200000/ /O.200000/ /O.200000/ WEIGHT /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ NIJS 4 4 4 4 4 DESCRIBE COLUMN 'square' AREA 4.00000 111 2.25000 122 1.33000 133 1.33000 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 COLUMN 'wall' AREA 203.000 111 310.000 122 153.000 133 39000.0 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 RESTRAINER 'bolster' LENGTH 11.0000 AREA 0.122000 E 4.03200E+06 I SPECIAL CAP 'original' 133 8.00000 A22 0.00 E,l.OOOOOE+07 PRATIO 0.200000 BEARING ELEMENT 'bolpin' KFIFI 20000.0 KF2F2 l.OOOOOE+10 KF3F3 l.OOOOOE+07 KMIMI l.OOOOOE+10 KM2M2 l.OOOOOE+10 KM3M3 l.OOOOOE+10 ABUTMENT STATION 0.00 BEARING - N 45 0 0 E - N 45 0 0 E ELEV TOP 30.0000 AT ABUT 1 ELEV TOP 30.0000 AT ABLTT 6 CONNECTION PIN AT ABUT 1 6 BENT ELEVATION TOP 30.0000 30.0000 30.0000 30.0000 ELEVATION BEARINGS 28.5000 28.5000 28.5000 28.5000 ELEVATION CAP 26.4000 26.4000 26.4000 26.4000 ELEVATION BOTTOM 0.00 0.00 0.00 0.00 d I t^Qc-tia-.: £X-d he-^-dri • A - i^omro y \ BEARING N 45 N 45 N 45 N 45 $ COLUMN ' 0 0 E - 0 0 E - 0 0 E - 0 0 E - End of Bent Bearings wall' AT BENT 2 5 4 5 4 5 COLUMN SKEWED LAYOUT 'square' 16.5000 16.5000 16.5000 ' scjuare' AT BENT 3 4 COLUMN TOP END JOINT SIZE 1.50000 AT BENT COLUMN BOT END JOINT SIZE 1.50000 AT BENT SPECIAL CAP 'original' AT BENT 3 4 I CONNECTION JOINT BEARING ELEMENT - SKEWED LAYOUT 'bolpin' 10.0000 10.0000 10.0000 10.0000 10.0000 'bolpin' AT BENT 2 5 CONNECTION JOINT FREE PIN AT BENT 3 CONNECTION JOINT PIN FREE AT BENT 4 RESTRAINER SKEWED LAYOUT 'bolster' 'bolster' AT BENT 2 5 WEIGHT 100.000 100.000 100.000 100.000 50.OOOO FOUNDATION AT ABUTMENT 1 6 SPRING CONSTANTS KFIFI 4600.00 KF3F3 8000.00 LOADS RESPONSE SPECTRUM CALTRANS CURVE DEPTH TO BEDROCK 0 TO 10 A 0.5G GRAVITY 32.2000 DAMPING COEFFICIENT 0.0500000 FINISH Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS MODE PERIOD CS PARTICIPATION FACTORS Long Vert Tran % OF TOTAL MASS Long Vert Tran 1 0 , .750 0 , .76 -2 , .675 0 , , 000 -2 .676 7 .611 0 .000 7, .612 2 0 .342 1 .30 0 , ,000 0 , .002 0 . 000 7 .611 0 .000 7 , .612 3 0 .329 1 .31 2 .731 0 , .000 -2 .735 15 .540 0 . 000 15 , .565 4 0 .209 1 . 25 4 .052 -0 .166 3 .759 32 .997 0 . 029 30 , . 590 5 0 .199 1, .24 0 , , 000 0 , , 000 0 .000 32 .997 0 . 029 30, , 590 6 0 . 199 1 .24 0 , .000 0 , ,000 0, . 000 32 . 997 0 . 029 30 , , 590 7 0 .195 1 .23 -3 , .636 0 , .031 -3 , . 547 47 .055 0 .030 43 , , 968 8 0 .158 1 .15 -0 .015 -0 , .001 -1 .271 47 .055 0 .030 45 , .684 9 0, .142 1, , 10 1, ,155 -0, ,010 1, .250 48, .473 0 . 030 47. ,346 10 0 .067 0 , .81 -0 , ,721 -2 , ,615 -0 , .685 49, .025 7 .304 47, , 845 11 0 . 051 0, .75 0 , , 026 3 , ,178 0 , . 025 49, .026 18 . 041 47 , , 845 12 0 . 048 0 .74 0 , ,041 3 , .122 0 . 019 49, .028 28 .407 47 , , 846 13 0, , 04 7 0, , 73 -0. ,653 -0. , 003 -0, , 631 49, ,482 28, .407 48. ,269 14 0 , .044 0 , , 72 1, ,045 0 . ,004 -1, , 863 50 , ,642 28 , .407 51. ,958 15 0 , , 041 0 , ,71 -0 , ,723 0 . ,776 -1, , 702 51, ,198 29, .046 55 . ,037 Page 2 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS .... LEFT FACE RGHT FACE OPNNG/CLSNG . . . ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans ABU 1 1 0, .020 0 , .010 0 , .020 0 , ,010 0 . 000 0 . 000 2 0 , .020 0 , , Oil 0 , .020 0 , .011 0 .000 0 . 000 3 0 , .026 0 , , 013 0 , .026 0 , .013 0 , .000 0, .000 4 0 , , 026 0 , , 014 0 , , 026 0 , .014 0 , .000 0 , .000 ABU 6 1 0 , .026 0 , , Oil 0 , ,026 0 , , Oil 0 , .000 0 , .000 2 0 , , 024 0 , , 018 0 , .024 0 , , 018 0 , .000 0 , ,000 3 0 , , 034 0 , , 016 0 , .034 0 , , 016 0 , , 000 0 , ,000 4 0 , , 032 0 , , 021 0 , , 032 0. , 021 0 , , 000 0 , ,000 Page SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS ITEM LC . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 2 Jl 1 0 , , 019 0 , .019 0 . 019 0 . 019 0 . 000 0 . 000 2 0 , .019 0 , .019 0 . 018 0 .019 0 . 000 0 . 000 3 0 , .025 0 , .025 0 . 024 0 . 025 0 , .000 0 . 000 4 0 , .024 0 , .024 0 , .024 0 . 024 0 , .000 0 . 000 B 2 J2 1 0 . 019 0 .019 0 .020 0 . 019 0 .001 0 . 000 2 0 . 018 0 .019 0 .019 0 . 019 0 .001 0 . 000 3 0 . 024 0 .025 0 .025 0 . 025 0 .001 0 . 000 4 0 . 024 0 .024 0 .025 0 . 024 0 .001 0 . 000 B 3 Jl 1 0 . 021 0, . 040 0 .199 0 .197 0 .200 0 .202 2 0 . 021 0 . 039 0 .197 0 .199 0 .199 0 .202 3 0 .028 0 .052 0 .258 0 .257 0 .259 0 .262 4 0 , .027 0 , .051 0, . 257 0 .258 0, .258 0 .263 B 3 J2 1 0 , .199 0 , .197 0, .199 0 . 197 0 , .000 0 . 000 2 0 , .197 0 , .199 0, .197 0 .199 0 , .000 0 , . 000 3 0 , ,258 0 , ,257 0 , .258 0 .257 0 , ,000 0 , .000 4 0 , ,257 0 , ,258 0 , .257 0 , .258 0 , ,000 0 , .000 B 4 Jl 1 0 . ,199 0 , ,197 0 , ,199 0 , .197 0 , .000 0 .000 2 0 , .197 0 .199 0 .197 0 .199 0, . 000 0 .000 3 0 , .258 0 , .257 0 .258 0 .257 0 , .000 0 .000 4 0 , .257 0 , .258 0, .257 0 .258 0 , .000 0 , .000 B 4 J2 1 0 , ,199 0 , , 197 0 , .027 0 , .037 0 , ,200 0 , .201 2 0 , ,197 0 , ,199 0 , .025 0 , .034 0 , ,199 0 , .201 3 0 , ,258 0 , , 257 0 , .035 0 , .047 0 , ,260 0 , .261 4 0 . ,257 0 . ,258 0 , , 034 0 , .046 0 . ,259 0 , ,261 B 5 Jl 1 0 . ,025 0 . 024 0 . ,024 0 , , 024 0 . 001 0 , , 000 2 0 . 023 0 . 022 0 . ,022 0 . ,022 0 . ,001 0 , .000 3 0 . 032 0 . ,031 0 . ,031 0 . ,031 0 . 001 0 , .000 4 0 . 031 0. 030 0 . ,030 0 . ,030 0. 001 0 , ,000 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 4 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS (CONTINUED) .... LEFT FACE RGHT FACE OPNNG/CLSNG . . . ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 , , 024 0 , , 024 0, .025 0, , 024 0, , 001 0, . 000 2 0 , , 022 0 , , 022 0 , .023 0 , , 022 0 , , 001 0 , .000 3 0 , , 031 0 , , 031 0 , ,031 0 , , 031 0 , ,001 0 , .000 4 0 , , 030 0 , , 030 0 , .030 0 , , 030 0 , .001 0 . 000 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans --SEISAB- Page 5 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 1 BOT 1 672 . 2 11665. 112 .3 7007. 12 . 9 1931 . 1 2 657 .4 11392 . 112 .8 6881. 18 . 0 1914 .6 3 869 .4 15083. 146 .1 9071. 18 .3 2505 .5 4 859 .0 14891. 146 .5 8983 . 21 . 9 2493 . 9 1 TOP 1 527 .0 2798 . 111 . 8 4530 . 12 . 8 1931 .1 2 514 .4 2739. 112 .2 4427 . 17 .6 1914 .6 3 681 .4 3620 . 145 . 5 5858 . 18 .1 2505 .5 4 672 . 5 3579. 145 . 8 5786 . 21 .4 2493 . 9 BNT 3 1 BOT 1 30 . 8 782 . 55 .3 638 . 58 . 8 0 . 0 2 30 . 8 782 . 55 .3 639. 59 . 1 0 . 0 3 40, .1 1017 . 71 . 9 830 . 76 . 5 0 . 0 4 40, .1 1017 . 71 . 9 831. 76 . 7 0 , . 0 1 TOP 1 29, .1 76 . 50 .3 610 . 58, . 8 0 , .0 2 29, .1 76 . 50 .3 611. 59, . 0 0 , .0 3 37, .9 99. 65 .4 793 . 76 , .5 0 , .0 4 37 , .9 99. 65 .4 794 . 76 , .7 0 , .0 2 BOT 1 30 , , 8 782 . 55 .6 641. 56 , .0 0 , .0 2 30 , , 8 782 . 55 .7 642 . 57, .9 0 , ,0 3 40 , ,1 1017 . 72 .4 834 . 73 , .3 0 , , 0 4 40. ,1 1017 . 72 , .4 834 . 74 , , 7 0 , , 0 2 TOP 1 29 . 1 76 . 50 , .6 615. 55. , 8 0 . ,0 2 29. 1 76. 50 , .7 616. 57. ,5 0 . ,0 3 37. 9 99. 65 , .8 800. 73 . ,0 0 . ,0 4 37. 9 99. 65, , 9 800. 74 . ,2 0 . 0 3 BOT 1 30 . 8 782 . 55 , ,6 641. 73 . ,1 0. 0 2 30 . 8 782 . 55 , , 7 642 . 75 . ,4 0 . 0 3 40 . 1 1017. 72. ,3 834 . 95 . ,7 0 . 0 4 40 . 1 1017 . 72 . 4 835 . 97 . 3 0 . 0 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC .... i-a>jvjij. J. ui^ SHEAR MOMENT SHEAR /I^OCi .... MOMENT AXIAL TORSION BNT 3 (CONTINUED) COLUMN 3 (CONTINUED) 3 TOP 1 29 .1 76 . 50 .6 615 . 72 . 9 0.0 2 29 .1 76 . 50 . 7 616 . 74 . 9 0.0 3 37 . 9 99. 65 . 8 800 . 95 . 4 0.0 4 37 . 9 99. 65 . 9 801. 96 . 8 0.0 4 BOT 1 30 . 8 782 . 55 .3 638 . 59 . 5 0.0 2 30 . 8 782 . 55 .4 639. 60 .3 0 . 0 3 40 .1 1017. 71 . 9 830 . 77 .6 0.0 4 40 .1 1017 . 71 . 9 831. 78 .2 0 . 0 4 TOP 1 29 .1 76 . 50 .3 610 . 59 .4 0.0 2 29 .1 76. 50 .3 611. 60 .3 0 . 0 3 37 . 9 99. 65 .4 793 . 77 .5 0 . 0 4 37 . 9 99. 65 .4 794 . 78 .1 0 . 0 BNT 4 1 BOT 1 30 .8 782 . 55 .2 638 . 59 .9 0 . 0 2 30 . 9 782 . 55 .4 639. 61 .0 0 . 0 3 40 .1 1017 . 71 .9 830 . 78 .1 0.0 4 40 .1 1017 . 71 . 9 831. 78 . 9 0 . 0 1 TOP 1 29, .1 76. 50 , ,2 609 . 59, , 8 0.0 2 29, .1 76 . 50 , ,4 611. 60 , , 9 0.0 3 37, .9 99. 65 , ,3 793 . 78 , ,1 0 . 0 4 37, .9 99. 65 , ,4 794 . 78 . , 9 0 . 0 2 BOT 1 30 , , 8 782 . 55 . ,6 641. 91. ,6 0 . 0 2 30 , ,9 782 . 55 . ,7 642 . 88 . ,6 0 . 0 3 40 . ,1 1017 . 72 . ,3 834 . 118 . ,1 0 . 0 4 40 . ,1 1017. 72 . ,4 ' 835 . 116 . ,0 0 . 0 2 TOP 1 29. ,1 76 . 50 . ,6 615 . 91. 4 0 . 0 2 29. 1 76 . 50 . 7 616 . 88 . 2 0.0 3 37 . 9 99 . 65 . 8 800 . 117 . 8 0 . 0 4 37 . 9 99 . 65 . 9 801. 115 . 6 0 . 0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT (CONTINUED) 3 BOT 1 30 . 8 782 . 55 .6 641. 69 .3 0 . 0 2 30 . 9 782 . 55 .7 642 . 66 .6 0 . 0 3 40 . 1 1017 . 72 .4 834 . 89 .3 0 . 0 4 40 .1 1017 . 72 .4 834 . 87 .4 0 . 0 3 TOP 1 29 .1 76 . 50 .6 615. 69 .2 0 .0 2 29 .1 76 . 50 .7 616 . . 66 .2 0 .0 3 37 . 9 99 . 65 .8 800 . 89 .0 0 .0 4 37 . 9 99 . 65 . 9 800 . 87 .0 0 . 0 4 BOT 1 30 . 8 782 . 55 .3 638 . 58 . 8 0 . 0 2 30 . 9 782 . 55 .3 639 . 59 .1 0 . 0 3 40 .1 1017. 71 .9 830 . 76 .5 0 . 0 4 40 . 1 1017. 71 . 9 831. 76 . 8 0 . 0 4 TOP 1 29 .1 76 . 50 .3 610 . 58 .7 0 .0 2 29 , ,1 76 . 50 , .3 610. 59, .1 0 .0 3 37 , , 9 99. 65 , .4 793 . 76 , .5 0 , .0 4 37, , 9 99. 65 , ,4 793 . 76 , , 7 0 , , 0 BNT 5 1 BOT 1 782 . ,9 14235. 70 , , 8 5942 . 108 . , 8 968 . ,4 2 727. ,5 13210. 105, ,6 5950 . 105 . ,2 1177 . , 8 3 1001. 2 18198. 102 . ,5 7727. 140 . ,3 1321. ,8 4 962 . 4 17480. 126 . ,8 7733 . 137. ,8 1468 . ,3 1 TOP 1 626 . 8 2731. 69 . 7 4562 . 108 . 4 968 . 4 2 581. 4 2541. 103 . 1 4244 . 104 . 5 1177 . 8 3 801. 2 3494 . 100. 6 5835 . 139. 8 1321. 8 4 769. 5 3360 . 124 . 0 5613 . 137. 0 1468 . 3 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL ABU 119 . 9 117.4 155.1 153 .3 126 . 7 123 . 6 163 . 8 161. 7 67.2 71 .2 88.6 91.4 77 , 77 , 100 , 100 , 121 119 157 156 ABU 96 .5 89.7 123 .4 118 .6 146 . 9 135 . 6 187.6 179.7 23 .4 90.0 50.4 97 . 0 120 124 157 160 87.4 104.6 118 . 8 130 . 9 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 9 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUT LC ABUTMENT FOUNDATION SPRING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 1 1 77, .1 0 . 0 121 .0 0 . 0 0 . 0 0 , . 0 2 77 , .3 0 . 0 119 . 9 0 . 0 0 . 0 0 .0 3 100 , ,2 0 .0 157 . 0 0 . 0 0 , .0 0 , , 0 4 100 , ,4 0 , .0 156 .2 0 , .0 0 .0 0 , , 0 6 1 120 , ,3 0 , .0 87 .4 0 , , 0 0 , ,0 0 , , 0 2 124 , ,6 0 , , 0 104 .6 0 , , 0 0 . 0 0 . 0 3 157. , 7 0 , , 0 118 .8 0 . 0 0 . 0 0 , .0 4 160 . , 8 0 . 0 130 . 9 0 . 0 0 .'o 0 , .0 '** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 10 -SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES ITEM W/R TO BRIDGE CL. . LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL B 2 Jl 94 .4 92 . 9 122 . 3 121.2 46 . 0 48 .1 60 .4 61. 9 119.6 117 .3 154 . 8 153 .2 114 . 8 113 .6 148 . 9 148.1 56.8 56 .2 73 . 7 73 .3 B 2 J2 106 . 5 106 . 6 138 .5 138.6 159.2 155 . 8 206.0 203 . 6 225.9 221.1 292 .2 288 . 9 269 .4 262 . 8 348.2 343.6 61.9 63.9 81.1 82.5 B 3 Jl 131, 130 , 170 , 169 , 0.0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0.0 0.0 0.0 0.0 B 3 J2 10 13 14 16 83.4 82.6 108.2 107.6 82 83 107 108 61 61 80 80.0 99.9 100.0 129.9 130.0 B 4 Jl 10.6 12 . 9 14 .5 16 . 0 83 .4 82 . 6 108 .2 107.6 82.5 83.5 107.6 108 .3 61 61 80 80 99.9 100.1 129.9 130 .0 B 4 J2 165 , 155 , 212 , 205 , 0.0 0 . 0 0.0 0.0 0.0 0.0 B 5 Jl 136 . 5 128 . 9 175.2 169.9 180 . 7 170.1 231.7 224.3 208 . 5 196.0 267.2 258.5 274 255 351 338 24 .5 43 .5 37.6 50.9 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 11 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED) W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL *** LOAD CASE/COMB DESCRIPTION B 5 J2 1 45.1 131.0 157.4 194.6 63.8 2 42.3 158.0 153.5 196.8 99.1 3 57.8 178.5 203.5 253.7 93.6 4 55.9 197.4 200.7 255.2 118.2 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans SEISAB- Page 12 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 2 - JNT 1 1 1 4 .4 13 .6 15 .3 267 .2 281 .3 268 . 9 2 4 .6 13 .3 15 .0 260 . 8 274 .6 262 .4 3 5 . 8 17 .6 19 . 8 345 .5 363 .6 347 . 6 4 5 . 9 17 .4 19 .6 341 .0 358 .9 343 .1 2 1 4 .4 2 .0 17 .1 267 .2 281 .3 268 . 9 2 4 .6 2 .4 16 .8 260 . 8 274 .6 262 .4 3 5 .8 2 .7 22 . 2 345 .5 363 .6 347 .6 4 5 .9 3 .0 22 . 0 341 .0 358 .9 343 .1 3 1 4 .4 9 .9 19 . 0 267 .2 281 .3 268 .9 2 4 .6 9 .8 18 , .6 260 .8 274 .6 262 .4 3 5 .8 12 .8 24 , .6 345 .5 363 .6 347 .6 4 5 .9 12 .8 24 , .3 341 .0 358 .9 343 .1 4 1 4 .4 21 .6 20 , .9 267 .2 281 .3 268 . 9 2 4 .6 21, .2 20 , .5 260 . 8 274 .6 262 , .4 3 5 . 8 27, .9 27 , .0 345 , .5 363 , .6 347, .6 4 5 .9 27, .7 26 , .7 341, .0 358 , .9 343 , .1 5 1 4 .4 33 , .3 22 , , 8 267 , .2 281, .3 268 , ,9 2 4 .6 32 , .6 22 , ,3 260 , .8 274 , .6 262 , ,4 3 5 . 8 43 , ,1 29. ,5 345 , .5 363 , ,6 347 , ,6 4 5 . 9 42 . ,6 29. ,2 341, , 0 358 , ,9 343 . ,1 6 1 4 , .4 45 . ,0 24 . ,7 267. ,2 281, ,3 268 . ,9 2 4 , ,6 44 . ,0 24 . ,2 260 . , 8 274 . ,6 262 . ,4 3 5 , , 8 58 . ,2 32 . ,0 345 . ,5 363 . ,6 347 . ,6 4 5 . , 9 57. ,5 31. 6 341. ,0 358. ,9 343 . 1 BNT 2 - JNT 2 1 1 15. 2 47. 8 47 . 5 248 . 6 555 . 3 250. 3 2 14 . 9 47. 0 46 . 5 243 . 2 545 . 0 244 . 9 3 19. 7 61. 9 61. 4 321. 6 718. 8 323 . 8 4 19. 5 61. 3 60 . 7 317 . 8 711. 5 320 . 0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 13 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 JNT 2 (CONTINUED) KM3M3 2 1 15 .2 35 . 8 43 , .5 .24 8 .6 555 .3 250 .3 2 14 . 9 35 .3 42 , .6 243 .2 545 . 0 244 . 9 3 19 .7 46 .3 56 , .3 321 .6 718 . 8 323 . 8 4 19 . 5 46 , . 0 55 , . 7 317 .8 711 . 5 320 . 0 3 1 15 .2 23 .8 39 .6 248 .6 555 .3 250 .3 2 14 .9 23 .6, 38 , . 8 243 .2 545 .0 244 . 9 3 19 .7 30 . 8 51 .2 321 .6 718 . 8 323 . 8 4 19 .4 30 .7 50 . 7 317 .8 711 .5 320 . 0 4 1 15 .2 11 . 8 35 , . 7 248 . 6 555 .3 250 .3 2 14 .9 12 .0 34 , . 9 243 .2 545 . 0 244 . 9 3 19 .7 15 .4 46, .2 321 .6 718 .8 323 . 8 4 19 .4 15 .6 45, .6 317 .8 711 . 5 320 .0 5 1 15 .2 1 .3 31, . 8 248 .6 555 .3 250 .3 2 14 .9 3 , .1 31, .1 243 .2 545 . 0 244 .9 3 19 .7 2 .2 41, .1 321 .6 718 . 8 323 .8 4 19 .4 3 .4 40 , .6 317 .8 711 . 5 320 .0 6 1 15 .2 12 .4 27, .9 248 .6 555 .3 250 .3 2 14 .9 12 .3 27 , .2 243 .2 545 . 0 244 .9 3 19 .6 16 , .1 36 , .0 321 .6 718 . 8 323 .8 4 19 , ,4 16 . ,0 35 . ,6 317, , 8 711 .5 320 .0 BNT 5 - JNT 1 1 1 17. 2 15 . ,6 26 . 1 335 . , 7 491. ,7 337. , 8 2 16 . 2 14 . ,6 24 . ,4 312 . ,4 469. ,8 314 . ,4 3 22 . 1 20 . ,0 33 . 4 429. ,4 632. ,6 432 , ,1 4 21. 4 19 . ,3 32 . 2 413 . ,1 617. ,3 415 . ,7 2 1 17. 2 1. ,1 29. 5 335 . ,7 491. ,7 337. ,8 2 16 . 2 3 . ,1 27. 7 312 . ,4 469. ,8 314 . ,4 3 • 22 . 1 2 . 0 37. 8 429. ,4 632 . ,6 432 . ,1 4 21. 4 3 . 4 36 . 6 413 . 1 617. ,3 415 . ,7 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB- CARLSBAD BOULEVARD BRIDGE Page 14 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 1 (CONTINUED) KM3M3 3 1 17 .3 15 .1 33 , . 0 335 .7 491, .7 337 . 8 2 16 .2 14 . 5 31 . 0 312 .4 469, . 8 314 .4 3 22 .1 19 . 4 42 .3 429 .4 632 , ,6 432 .1 4 21 .4 19 . 0 40 . 9 413 .1 617, .3 415 . 7 4 1 17 .3 30 .4 36 , .5 335 .7 491, . 7 337 . 8 2 16 .2 28 .5 34 .3 312 .4 469, . 8 314 .4 3 22 .1 39 .0 46 , . 8 429 .4 632 , .6 432 .1 4 21 .4 37 .7 45 .3 413 .1 617, .3 415 .7 5 1 17 .3 45 .7 40 . 0 335 .7 491. . 7 337 .8 2 16 .3 42 .7 37, .6 312 .4 469 . 8 314 .4 3 22 .1 58 .5 51, .2 429 .4 632 , .6 432 .1 4 21 .4 56 .4 49, .6 413 .1 617, .3 415 .7 6 1 17 .3 61 .0 43 , .4 335 .7 491, .7 337 .8 2 16 .3 56 .9 40, . 9 312 .4 469, . 8 314 .4 3 22 .2 78 .1 55 , .7 429 .4 632 , .6 432 .1 4 21 .4 75 .2 54 , .0 413 .1 617, .3 415 .7 BNT 5 - JNT 2 1 1 12 .5 30 . 5 32 , .4 212 .1 351, .2 213 .5 2 15 .1 28 .4 31, .1 196 .4 326 , , 8 197 . 7 3 17 , ,1 39, , 0 41. ,8 271 . 0 449, ,3 272 . 8 4 18 , , 9 37 , ,6 40. ,9 260 , .0 432. 2 261, ,7 2 1 12 . ,5 21. ,0 30 . 0 212 . ,1 351. 2 213 . ,5 2 15 . ,1 19. ,6 28 . 9 196 , ,4 326 . 8 197. , 7 3 17 . 0 26 . ,9 38 . 6 271. ,0 449 . 3 272 . ,8 4 18 . 9 25 . ,9 37 . 9 260. ,0 432 . 2 261. ,7 3 1 12 . 5 11. ,8 27. 5 212 . ,1 351. 2 213 . 5 2 15. 1 11. 0 26. 7 196 . ,4 326 . 8 197. ,7 3 17. 0 15 . 1 35. 5 271. ,0 449. 3 272 . 8 4 18 . 8 14 . ,5 34 . 9 260 . ,0 432 . 2 261. 7 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal , Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB - - CARLSBAD BOULEVARD BRIDGE Page 15 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 2 (CONTINUED) KM3M3 4 1 12 . 5 4 , . 5 25 .0 212 , .1 351 .2 213 . 5 2 15 .1 4 , .3 24 .5 196 , .4 326 . 8 197 . 7 3 17 . 0 5 . 8 32 . 3 271, .0 449 .3 272 . 8 4 18 . 8 5 . 7 32 . 0 260 , .0 432 .2 261 . 7 5 1 12 . 5 9 . 4 22 .5 212 , ,1 351 .2 213 .5 2 15, .1 8 , . 8 22 .3 196 , .4 326 .8 197 . 7 3 17 . 0 12 , . 0 29 .2 271, .0 449 .3 272 , . 8 4 18 . 8 11 . 6 29 .1 260 , , 0 432 .2 261, . 7 6 1 12 , ,5 18 , ,4 20 , , 0 212 . ,1 351, ,2 213 , ,5 2 15 . ,1 17. ,2 20 , .2 196 . ,4 326 , , 8 197. , 7 3 17 , , 0 23 , ,6 26 , ,1 271. 0 449 , ,3 272 . , 8 4 18 . , 8 22 . , 7 26 , ,2 260 . ,0 432 , ,2 261. ,7 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longi tudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 16 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES RES LC AXIAL BNT 2 - JNT 1 1 1 9.8 2 10.2 3 12 . 9 4 13 .2 2 1 9.8 2 10.3 3 12 .9 4 13 .2 BNT 2 - JNT 2 1 1 34.0 2 33 .3 3 44 .0 4 43 . 5 2 1 34.0 2 33 .2 3 43 . 9 4 43 .4 BNT 5 - JNT 1 1 1 38.5 2 36.3 3 49.4 4 47.8 2 1 38.6 2 36.4 3 49.5 4 47.9 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans Page 17 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES (CONTINUED) RES LC AXIAL BNT 5 - JNT 2 1 1 28.0 2 33.8 3 38.1 4 42 .2 2 1 28.0 2 33 .7 3 38.1 4 42 .1 LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans d. "SEISAB" MODEL 3 RESULTS SEISAB 'CARLSBAD BOULEVARD BRIDGE' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEL 0 BLOCKING FACTOR 0 SPANS LENGTHS /32.0000/ /30.0000/ /26.9000/ /30.6000/ /45.0000/ |AREAS /52.0000/ /52.0000/ /52.0000/ /52.0000/ /52.0000/ 111 /40.0000/ /40.0000/ /40.0000/ /40.0000/ /40.0000/ 122 /14630.0/ /14630.0/-/14630.0/ /14630.0/ /14630.0/ 133 /74.9000/ /74.9000/ /74.9000/ /74.9000/ /74.9000/ A22 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ A33 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ DENSITY /O.150000/ /O.150000/ /O.150000/ /O.150000/ /O.150000/ E /519000./ /519000./ /519000./ /519000./ /519000./ PRATIO /O.200000/ /O.200000/ /O.200000/ /O.200000/ /O.200000/ WEIGHT /2.00000/ /2.00000/ /2.00000/ /2 . 00000/ /2.00000/ NIJS 4 4 4 4 4 DESCRIBE COLUMN 'square' AREA 4.00000 111 2.25000 122 1.33000 133 1.33000 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 COLUMN 'wall' AREA 203.000 111 150.000 122 153.000 133 20000.0 A22 0.00 A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 RESTRAINER 'bolster' LENGTH 11.0000 AREA 0.122000 E 4.03200E+06 jSPECIAL CAP 'original' 133 8.00000 A22 0.00 E l.OOOOOE+07 PRATIO 0.200000 BEARING ELEMENT 'bolpin' KFIFI 20000.0 l.OOOOOE+10 .OOOOOE+07 .OOOOOE+10 .OOOOOE+10 .OOOOOE+10 i'd'-iii^t-id^. VP<. i/ 5<? ^-^^C- ta dc. 5 e.-t-Ci6-^, KF2F2 KF3F3 KMIMI KM2M2 KM3M3 ABUTMENT STATION 0.00 BEARING - N 45 0 0 E - N 45 0 0 E ELEV TOP 30.0000 AT ABUT 1 ELEV TOP 30.0000 AT ABUT 6 CONNECTION PIN AT ABUT 1 6 BENT ELEVATION TOP 30.0000 30.0000 30.0000 30.0000 ELEVATION BEARINGS 28.5000 28.5000 28.5000 28.5000 ELEVATION CAP 26.4000 26.4000 26.4000 26.4000 ELEVATION BOTTOM 0.00 0.00 0.00 0.00 BEARING - N 45 0 0 E - N 45 0 0 E - N 45 0 0 E - N 45 0 0 E - $ End of Bent m 2 3 2 3 4 5 4 5 COLUMN 'wall' AT BENT 2 5 COLUMN SKEWED LAYOUT 'square' 16.5000 16.5000 16.5000 'square' AT BENT 3 4 COLUMN TOP END JOINT SIZE 1.50000 AT BENT COLUMN BOT END JOINT SIZE 1.50000 AT BENT PECIAL CAP 'original' AT BENT 3 4 ICONNECTION JOINT BEARING ELEMENT - SKEWED LAYOUT 'bolpin' 10.0000 10.0000 10.0000 10.0000 10.0000 'bolpin' AT BENT 2 5 CONNECTION JOINT FREE PIN AT BENT 3 CONNECTION JOINT PIN FREE AT BENT 4 RESTRAINER SKEWED LAYOUT 'bolster' 'bolster' AT BENT 2 5 WEIGHT 100.000 100.000 100.000 100.000 50.OOOO FOUNDATION AT ABUTMENT 1 6 SPRING CONSTANTS KFIFI 4600.00 KF3F3 8000.00 LOADS RESPONSE SPECTRUM CALTRANS CURVE DEPTH TO BEDROCK 0 TO 10 A 0.5G GRAVITY 32.2000 DAMPING COEFFICIENT 0.0500000 FINISH Page l ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS % OF TOTAL MASS MODE PERIOD CS Long Vert Tran Long Vert Tran 1 0 , .800 0 , .71 -2 , , 826 0. ,000 -2 , .826 7, . 659 0 .000 7 .660 2 0 , .354 1, .29 0, .000 -0. , 003 0 , .000 7 , ,659 0 , , 000 7, .660 3 0 , .348 1 .29 2, .879 0 , , 000 -2 , .884 15 , .607 0 , ,000 15 .638 4 0 .229 1 .28 4 .316 -0. ,195 3 , . 911 33 , .476 0 , .037 30 .311 5 0 .218 1 .26 3 .568 -0. , 030 3 , .474 45 , .688 0 , .037 41 . 883 6 0 .199 1 .24 0 .000 0 , , 000 0, . 000 45 , .688 0, .037 41 .883 7 0 .199 1 .24 0 .000 0 , .000 0 . 000 45 , .688 0 , .037 41 .883 8 0 .187 1 .22 0 .290 -0 , .012 1 .651 45 , .769 0, .038 44 .497 9 0 .170 1 .19 -1 .908 0 , .017 -1 .972 49, .262 0, .038 48 .228 10 0 .075 0 .84 -0 .716 -2 , , 946 -0, . 739 49, .753 8 , .359 48 .752 11 0 .055 0 .77 -0 .034 -4 , .623 -0 . 026 49, .754 28 , . 853 48 .753 12 0 .050 0 .75 1 .784 0 , .071 -2 .432 52 . 807 28, . 858 54 .425 13 0 .049 0, . 74 -0, , 076 1, .452 0 .145 52 , . 813 30, . 880 54 .445 14 0 .048 0, .74 0 , .597 0 . ,069 0 , .530 53 . .154 30, , 885 54 , .714 15 0, .045 0 , .72 0, .043 0 . ,841 -2 , ,469 53 . ,156 31. ,563 ,60 , .559 Page 2 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans ABU 1 1 0 . 022 0 . 024 0 , ,022 0 , .024 0 , , 000 0 . 000 2 0 .022 0 . 025 0 , , 022 0 , .025 0 , ,000 0, . 000 3 0 . 029 0 . 031 0 , .029 0 , .031 0 , , 000 0 . 000 4 0 . 028 0 . 032 0 , , 028 0 , .032 0 , .000 0, . 000 ABU 6 1 0 . 031 0 . 009 0 , , 031 0 , .009 0 , .000 0 , . 000 2 0 .028 0 . 025 0 , , 028 0 , .025 0 , .000 0 . 000 3 0, . 040 0 . 016 0 , , 040 0 , .016 0 , , 000 0 , . 000 4 0 , .038 0, .028 0 , .038 0 , .028 0 , ,000 0 , .000 SEISAB- Page 3 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS- ITEM LC . . . .LEFT FACE. RGHT FACE •. .OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 2 Jl 1 0 . 021 0 . 021 0 . 021 0 .021 0 . 000 0 . 000 2 0 . 020 0 . 021 0 . 020 0 .021 0 . 000 0 . 000 3 0 .027 0 . 027 0 .027 0 . 027 0 .000. 0 :000 4 0 . 027 0 . 027 0 .027 0 . 027 0 .000 0 . 000 B 2 J2 1 0 . 021 0 . 021 0 .022 0 . 021 0 . 001 0 . 000 2 0 . 020 0 . 021 0 .021 0 . 021 0 .001 0 .000 3 0 .027 0 . 027 0 .028 0 .027 0 .001 0 .000 4 0 .027 • 0 . 027 0 .028 0 . 027 0 .001 0 .000 B 3 Jl 1 0 .024 0 . 055 0 .212 0 .210 0 .213 0 .218 2 0 .023 0 .054 0 .210 0 .212 0 .212 0 .218 3 0 .031 0 . 071 0 .275 0 .274 0 .276 0 .283 4 0 .030 0 .070 0, .274 0 .275 0 .276 0 .283 B 3 J2 1 0 , .212 0 .210 0 , .212 0 .210 0 . 000 0, .000 2 0 .210 0 .212 0 , .210 0 .212 0 .000 0 , .000 3 0 .275 0 .274 0 , .275 0 .274 0, .000 0 , .000 4 0 .274 0 .275 0 , .274 0 .275 0, .000 . 0 , .000 B 4 Jl 1 0 .212 0 .210 0 , .212 0, .210 0 , .000 0 , , 000 2 0, .210 0 , .212 0 , ,210 0, .212 0 , .000 0 , , 000 3 0, .275 0 , .274 0 , ,275 0, .274 0 , .000 0 , , 000 4 0 , ,274 0 , .275 0 . ,274 0 , .275 0 , .000 0, , 000 B 4 J2 1 0. ,212 0 , ,210 0 . ,033 0 , .048 0 , ,214 0. ,216 2 0 . ,210 0 , ,212 0 . ,030 0, ,043 0 , ,213 0 . ,216 3 0 . 275 0. ,274 0 . 041 0, ,061 0. ,278 0 . 281 4 0. 274 0 . ,275 0 . 039 0. ,058 0 . ,277 0. 281 B 5 Jl 1 0 . 030 0 . 029 0 . 029 0 . ,029 0 . ,001 0 . 000 2 0 . 027 0 . 026 0 . 026 0 . 026 0 . 001 0 . 000 3 0 . 038 0 . 037 0 . 036 0 . 037 0 . 001 0 . 000 4 0. 036 0 . 035 0 . 035 0. 035 0. 001 0 . 000 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB Page 4 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS (CONTINUED) ITEM LC . . . .LEFT FACE RGHT PACE OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 .029 0 , .029 0 , , 029 0 , .029 0 , , 001 0 , . 000 2 0 .026 0 , .026 0 , , 027 0 , .026 0 , , 001 0 , .000 3 0 .036 0 , , 037 0 , , 037 0 , .037 0 , , 001 0 , .000 4 0 . 035 0 , .035 0 , , 035 0 , .035 0 , , 001 0 , . 000 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB Page 5 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 1 BOT 1 , 719 .1 12722. 197 .2 9486 . 13 .3 1612 .3 2 704 .5 12428. 204 . 5 9474 . 24 . 7 1589 .2 3 930 .4 16450. 258 .5 12328. 20 . 8 2089 . 0 4 920 .2 16245. 263 . 7 12320. 28 . 7 2072 . 9 1 TOP 1 589 .1 2974 . 196 .3 5263 . 13 .3 1612 .3 2 574 .9 2 923 . 202 .4 5160 . 24 .1 1589 .2 3 761 .6 3851. 257 .0 6811. 20 .5 2089 .0 4 751 .7 3815 . 261 .2 6739 . 28 .1 2072 . 9 BNT 3 1 BOT 1 32 .4 828 . 60 . 9 704 . 65 .8 0 .0 2 32 .5 828 . 61 .0 705. 66 .2 0 .0 3 42 .2 1077. 79 .2 916. 85 .6 0 .0 4 42 .2 1077 . 79 .2 917. 85 .9 0 .0 1 TOP 1 30 . 8 84 . 56 .0 676. 65 .7 0 .0 2 30 . 8 84 . 56 . 0 677. 66 .1 0 .0 3 40 .1 109. 72 . 8 879. 85 .6 0 . 0 4 .4 0 .1 109 . 72 .8 879. 85 .9 0 . 0 2 BOT 1 32 , .4 828 . 61, .3 708 . 61, . 7 0, , 0 2 32 , .5 828 . 61, .4 709. 67 , .4 0 , ,0 3 42 , .2 1077 . 79, . 7 920 . 82 , , 0 0. ,0 4 42 , .2 1077 . 79, .8 921. 85 , , 9 0. ,0 2 TOP 1 30 , .8 84 . 56, .3 682 . 61, ,6 0 . ,0 2 30 , , 8 84 . 56 , ,4 682 . 66 . , 8 0 . ,0 3 40 . ,1 109. 73 , ,3 887 . 81. , 7 0 . ,0 4 40 . ,1 109. 73 , ,3 887. 85 . ,3 0 . 0 3 BOT 1 32 . ,4 828 . 61, ,3 707. 80 . ,7 0. 0 2 32. 5 828 . 61. .4 709. 86. ,7 0 . 0 3 42 . 2 1077 . 79. 1 920 . 106 . 7 0. 0 4 42 . 2 1077 . 79. 8 921. 110 . 9 0 . 0 "** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB- Page 6 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... ....TRANSVRSE.... SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 3 COLUMN (CONTINUED) 3 (CONTINUED) 3 TOP 1 30 . 8 84 . 56 .3 681. 80 .6 0 . 0 2 30 . 8 84 . 56 .4 683 . 86 .1 0 . 0 3 40 .1 109. 73 .2 886 . 106 .4 0 . 0 4 40 .1 109. 73 .3 887. 110 .3 0 . 0 4 BOT 1 32 .4 828 . 60 . 9 704 . 66 .4 0 . 0 2 32 .5 828 . 61 . 0 706 . 67 .6 0 . 0 3 42 .2 1077. 79 .2 916 . 86 .7 0 .0 4 42 .2 1077 . 79 .3 917 . 87 .6 0 .0 4 TOP 1 30 .8 84 . 55 . 9 675 . 66 .4 0 .0 2 30 .8 84 . 56 .1 677 . 67 .6 0 .0 3 40 .1 109 . 72 .7 879 . 86 . 7 0 .0 4 40 .1 109 . 72 . 8 880 . 87, .5 0 . 0 BNT 4 1 BOT 1 32 , .4 828 . 60 . 8 704 . 67, .0 0 . 0 2 32, .5 828 . 61, . 0 706 . 68, .6 0, .0 3 42 , .2 1077. 79 .2 916 . 87, .6 0 , .0 4 42 , .2 1077. 79, .3 917. 88 , .7 0 , .0 1 TOP 1 30 , .8 84 . 55 , .9 675 . 67 , .0 0 , .0 2 30 , , 8 84 . 56, .1 677. 68 , ,5 0 , .0 3 40. ,1 109 . 72 , .7 878 . 87. ,6 0, .0 4 40 . ,1 109. 72 , ,8 880. 88. ,6 0, ,0 2 BOT 1 32 . ,4 828 . 61. ,2 707 . 109 . ,4 0 . ,0 2 32 . 5 828 . 61. ,4 709. 106 . 0 0 . ,0 3 42 . 2 1077 . 79. ,7 920 . 141. 2 0 . 0 4 42 . 2 1077 . 79. ,8 921. 138 . 8 0 . 0 2 TOP 1 30 . ,8 84 . 56. 3 681. 109. 2 0 . ,0 2 30 . 8 84 . 56. 4 683 . 105. 5 0. 0 3 40 . 1 -109. 73 . 2 886 . 140 . 9 0. 0 4 40 . 1 • 109. 73 . 3 887. 138 . 3 , 0. 0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT (CONTINUED) 3 BOT 1 32 .4 828 . 61 .3 708 . 82 .6 0 .0 2 32 .5 828 . 61 . 4 709 . 80 .3 0 .0 3 42 .2 1077. 79 . 7 920 . 106 . 7 0 . 0 4 42 .2 1077 . 79 . 8 921. 105 .1 0 .0 3 TOP 1 30 .8 84 . . 56 .3 682 . 82 . 5 0 . 0 2 30 . 8 84 . 56 .4 682 . 79 . 7 0 .0 3 40 .1 109. 73 .3 887 . 106 .4 0 .0 4 40 .1 109. 73 .3 887 . 104 . 5 0 . 0 4 BOT 1 32 .4 828 . 60 . 9 704 . 65 . 7 0 . 0 2 32 .5 828 . 61 .0 705. 66 .3 0 . 0 3 42 .2 1077 . 79 .2 916. 85 .6 0 .0 4 42 .2 1077. 79 .2 917. 86 . 0 0 .0 4 TOP 1 30 .8 84. 56 .0 676 . 65 .7 0 .0 2 30 .8 84 . 56 .0 677. 66 .2 0 .0 3 40 .1 109. 72 .8 879. 85 .6 0 .0 4 40 .1 109. 72 . 8 879 . 85 .9 0 .0 BNT 5 1 BOT 1 908 . 7 16805. 149 .4 8215. 130 .8 727, . 8 2 827 , ,1 15270. 208 , ,1 8557. 129 .2 878 , . 8 3 1156 , , 8 21386_. 211. , 8 10782. 169, .6 991. ,4 4 1099. ,7 TTJllT] 252 . ,9 11021. 168, .4 1097. ,1 1 TOP 1 754 . ,5 3122 . 144 . ,4 5560 . 130. ,5 727 . ,8 2 685. 2 2850. 199 . 8 5080 . 128. ,3 878 . 8 3 960. 1 3977. 204 . 4 7084 . 169. ,0 991. 4 4 911. 6 3786. 243 . 1 6748. 167. ,4 1097 . 1 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3:o) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES ITEM W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL ABU 133 , 131, 172 , 171. 155.5 151.4 200 . 9 198.0 164 166 214 215 92 95 121 123 , 206 . 7 203 .7 267.8 265 . 7 ABU 6 116 . 106 . 148 . 141. 183.6 164 .4 233 .0 219 . 5 25 .2 143 .4 68.2 151.0 128 .3 148.8 172.9 187 .3 133 , 159. 181. 199. *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 9 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUT LC ABUTMENT FOUNDATION SPRING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 1 1 92 . 9 0 , . 0 206 , .7 0, .0 0 . 0 0 . 0 2 95 .3 0 , .0 203 , .7 0, .0 0 .0 0 .0 3 121 . 5 0 , , 0 267 , ,8 0 , .0 0 . 0 0 , .0 4 123 .2 0 , , 0 265 , , 7 0, .0 0 .0 0 , .0 6 1 128 .3 0 , , 0 133 , , 8 0, , 0 0 . 0 0 , .0 2 148 . 8 0 , , 0 159 , ,6 0 , , 0 0 . 0 0 , , 0 3 172 , . 9 0 , , 0 181. , 7 0 , , 0 0 .0 0 , , 0 4 187, .3 0 , , 0 199. , 8 0. , 0 0, .0 0 , , 0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Lpng + 1.0*Trans Page 10 SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES ITEM W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL 2 Jl 104 .2 103 .9 135 .4 135.2 68 .1 76.4 91. 0 96 . 8 162 .4 159.5 210.2 208.2 147 146 191 191 95.6 98 .4 125.2 127.0 B 2 J2 117.4 121.7 153 . 9 156 . 9 180 . 9 178.1 234 .4 232.3 288.5 281.7 373.0 368 .2 322 313 416 410 109.5 112.1 143.1 144 .9 B 3 Jl 145.8 147.6 190.1 191.4 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 B 3 J2 11. 8 17 .3 17 . 0 20.8 101. 9 101.0 132.2 131.6 100.9 102.1 131.5 132 .3 72 72 93 93 124 124 161 161 B 4 Jl 11.6 16.6 16.6 20.1 101.9 101.1' 132.2 131.6 100.8 102 .1 131.5 132 .4 72.0 72 .2 93.7 93.8 123 .9 124 .2 161.2 161.4 B 4 J2 199.1 184 . 9 254.6 244 . 7 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 B 5 Jl 162.3 153 .2 208 .3 201.9 225 . 5 208.4 288 . 0 276 . 0 274.1 251.7 349.6 333.9 353 . 319. 448 . 425 . 36.5 68.5 57.0 79.4 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 11 - - - -SEISAB- - - - (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED) W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL B 5 J2 1 51.5 191.9 207.4 . 254.1 123.4 2 49.9 226.2 200.8 255.0 162.7 3 66.5 259.7 267.6 330.6 172.3 4 65.4 283.8 263.0 331.2 199.7 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans SEISAB - - CARLSBAD BOULEVARD BRIDGE Page 12 (Version 4.3:0) 09-DEC-03 Imbsen arid Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 2 - JNT 1 1 1 6 . 5 15 .6 19 .4 293 .9 507 .8, 295 . 8 2 7 .3 15 .3 19 .3 286 . 8 496 . 1 288 . 7 3 8 .7 20 .3 25 .2 379 .9 656 . 7 382 .4 4 9 .2 20 .0 25 .1 375 . 0 648 . 5 377 .4 2 1 • 6 .5 2 .4 22 .4 293 .9 507 . 8 295 . 8 2 7 .3 3 .4 22 .1 286 . 8 496 .1 288 . 7 3 8 .7 3 .4 29 . 0 379 .9 656 . 7 382 .4 4 9 .2 • 4 .1 28 . 8 375 .0 648 .5 377 .4 3 1 6 .5 10 .8 25 .5 293 . 9 507 . 8 2 95 . 8 2 7 .3 11 .0 25 .0 286 .8 496 .1 288 .7 3 8 . 7 14 .1 33 .0 379 . 9 656 .7 382 .4 4 9 .2 14 .2 32 .7 375 .0 648 .5 377 .4 4 1 6 .5 24 .0 28 .7 293 .9 507 .8 295 .8 2 7 .3 23 . 7 28 .1 286 .8 496 .1 288 .7 3 8 . 7 31 .1 37 , .1 379, .9 656 , .7 382 .4 4 9 .2 30 . 9 36 , , 7 375, .0 648 , .5 377, .4 5 1 6 , .5 37, .2 32 . ,0 293 . ,9 507 , , 8 295 , .8 2 7, .3 36 , .6 31. ,3 286 . ,8 496 , ,1 288 , .7 3 8 , .7 • 48, .2 41. ,4 379. ,9 656, , 7 382 , .4 4 9 , ,2 47, .7 40. ,9 375. ,0 648 . ,5 377, .4 6 1 6 , ,5 50 , .4 35. 3 293 . 9 507. ,8 295 , , 8 2 7 , ,3 49 , .5 34 . 6 286 . ,8 496 . ,1 288 , ,7 3 8 . ,7 65, ,2 45. 7 379. 9 656 . ,7 382 . ,4 4 9. 2 64 . ,6 45 . 2 375. ,0 648 . ,5 377 . ,4 BNT 2 - JNT 2 1 1 17 . 3 53 . 2 61. 0 272 . 6 735 . 4 274 . ,5 2 17 . 0 52 . ,9 59. 6 267. 5 719. 5 269 . 3 3 22 . 4 69. ,1 78 . 9 352 . 8 951. 2 355. 3 4 22 . 2 68 . 9 77. 9 349. 2 940 . 1 351. 7 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 13 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 2 (CONTINUED) KM3M3 2 1 17 :3 39 . 7 55 .9 272 .6 735 .4 274 .5 2 17 .0 39 .8 54 .5 267 .5 719 .5 269 .3 3 22 .4 51 . 7 72 .2 352 .8 951 .2 355 .3 4 22 .2 51 .7 71 .3 349 .2 940 .1 351 . 7 3 1 17 .3 26 .3 50 . 7 272 .6 735 .4 274 .5 2 17 .0 26 .7 49 .5 267 .5 719 .5 2 6? .3 3 22 .4 34 .3 65 .5 352 .8 951 .2 355 .3 4 22 .2 34 .6 64 .7 349 .2 940 .1 351 .7 4 1 17 .3 12 .8 45 .5 272 .6 735 .4 274 .5 2 17 .0 13 . 9 44 .4 267 .5 719 .5 269 .3 3 22 .4 17 .0 58 .8 352 .8 951 .2 355 .3 4 22 .2 17 .8 58 .1 349 .2 940 .1 351 .7 5 1 17 .3 1 .2 40 .3 272, .6 735 .4 274 .5 2 17 .0 4 . 8 39 .3 267 .5 719 .5 269 .3 3 22 .4 2 .6 52 .1 352 , . 8 951 .2 355 .3 4 22, .2 5. ,1 51 .4 349, .2 940 .1 351 .7 6 1 17 , .3 14 . ,1 35, .1 272 . ,6 735 , ,4 274 , .5 2 17 , .0 14. ,1 34 , .3 267. ,5 719, ,5 269, .3 3 22 , ,4 18 . ,4 45, .4 352 . ,8 951, ,2 355 , .3 4 22 , ,2 18. ,4 44 , .8 349. ,2 940. ,1 351, .7 BNT 5 - JNT 1 1' 1 21. 5 19. 0 34 . ,1 398 . 2 654 . 6 400. 8 2 19 . 9 17 . 3 31. 2 364 . 4 611. 2 366 . 8 3 27. 5 24 . 2 43 . 5 507. 5 837. 9 510. 9 4 26. 3 23. 0 41. 4 483 . 9 807 . 6 487. 0 2 1 21. 5 0 . 8 38 . 7 398. 2 654 . 6 , 400. 8 2 19. 9 4 . 6 35. 5 364 . 4 611. 2 366. 8 3 27. 5 2 . 2 49. 4 507. 5 837. 9 510. 9 4 26. 3 4 . 8 47. 1 483 . 9 807 . 6 487. 0 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 14 (Version 4.3;0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 1 (CONTINUED) KM3M3 3 1 21 .5 17 . 8 43 .4 398 .2 654 . 6 400 . 8 2 19 .9 17 .4 39 . 8 364 .4 611 .2 366 . 8 . 3 27 .5 23 .1 55 .3 507 .5 837 . 9 510 .9 4 26 .4 22 . 7 52 .8 483 . 9 807 .6 487 . 0 4 1 21 .5 36 .3 48 .0 398 .2 654 .6 400 . 8 2 19 .9 33 . 8 44 .1 364 .4 611 .2 366 . 8 3 27 .5 46 .4 61 .2 507 . 5 837 . 9 510 . 9 4 26 .4 44 . 7 58 .5 483 .9 807 .6 487 .0 5 1 21 .5 54 . 7 52 .6 398 .2 654 .6 400 .8 2 19 .9 50 .4 48 .4 364 .4 611 .2 366 .8 3 27 .5 69 . 8 67 .2 507 .5 837 .9 510 .9 4 26 .4 66 .8 64 .2 483 , . 9 807, .6 487 . 0 6 1 21, .6 73 .1 57 .3 398 , .2 654 , .6 400 . 8 2 19, .9 67 .1 52 .7 364 , .4 611, ,2 366 . 8 3 27, .5 93 .2 73 .1 507, .5 837, .9 510, . 9 4 26, .4 89 . 0 69 .9 483 , ,9 807, ,6 487, . 0 BNT 5 - JNT 2 1 1 18 , .3 36 .0 • 44, .3 249 , , 8 550 , ,4 251, .4 2 21, ,6 33 , .2 41, . 7 226 , ,3 505 , ,7 227, .8 3 24 , , 8 46 , .0 56 , . 8 317. , 7 702 . ,1 319, , 8 4 27 , ,1 44 , .0 54 , .9 301. ,3 670 . ,8 303 . ,2 2 1 18 . 3 24 . 7 40 . 4 249. 8 550 . 4 251. 4 2 21. 6 22 . 9 38 . 3 226 . 3 505 . 7 227. 8 3 24 . 8 31. ,6 51. 9 317. 7 702 . 1 319. 8 4 27 . 1 30 . 3 50 . 5 301. 3 670 . 8 303 . 2 3 1 18 . 3 13 . 6 36 . 5 249 . 8 550 . 4 251. 4 2 21. 6 12 . 8 35 . 1 226 . 3 505 . 7 227. 8 3 24 . 8 17 . 5 47. 0 317 . 7 702 . 1 319. 8 4 27. 1 16 . 9 46 . 0 301. 3 670 . 8 303 . 2 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB- CARLSBAD BOULEVARD BRIDGE Page 15 (Version 4.3:0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 . KMIMI KM2M2 BRNG LC BNT JNT 2 (CONTINUED) KM3M3 4 1 18 .3 5 .3 32 .6 24 9 .8 550 ,4 251 .4 2 21 .6 5 .4 31 .9 226 .3 505, .7 227 . 8 3 24 .8 6 .9 42 .2 ' 317 .7 , 702, .1 319 . 8 4 27 .1 7 .0 41 .7 301 .3 670 , .8 303 , .2 5 1 18 .3 11 .6 28 . 7 249. . 8 550, ,4' 251, .4 2 21 .6 10 .7 28 .8 226 .3 505 , ,7 227, . 8 3 24 .8 14 .8 37 , .4 317 .7 702 , , 1 319, , 8 4 27 .1 14 , .2 37 .4 301 .3 670 , , 8 303 , .2 6 1 18 , ,3 22 , .5 24 . , 9 249. , 8 550. 4 251. 4 2 21. ,6 20, .6 25 . , 8 226, ,3 505 . ,7 227 . ,8 3 24 . , 8 28. ,6 32 . ,6 317. ,7 702 . 1 319 . ,8 4 27, ,1 27, ,3 33 . ,2 301. ,3 670 . 8 303 . 2 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 16 - - SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES RES LC AXIAL BNT 1 2 - JNT 1 2 3 4 14 .5 16 .3 19 .4 20 . 7 14 .6 16 .3 19 .4 20.7 BNT 1 - JNT 2 1 38.7 2 38.1 3 50.1 4 49.7 38.6 38 . 0 50 . 0 49.5 BNT 1 - JNT 1 1 48.1 2 44 .5 3 61.4 4 58 . 9 48 .2 44 . 5 61.6 59.0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 17 ----SEISAB---- (Version 4; 3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES (CONTINUED) RES LC AXIAL BNT 5 - JNT 2 1 1 41.0 2 48.3 3 55 .5 4 60.6 2 1 40.9 2 48.3 3 55.4 4 60.6 *** LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans e. "SEISAB" MODEL 4 RESULTS SEISAB 'CARLSBAD BOULEVARD BRIDGE' RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPtrr LEVEL 0 BLOCKING FACTOR 0 SPANS LENGTHS /32.0000/ /30.0000/ /26.9000/ /30.6000/ /45.0000/ |AREAS /52.0000/ /52.0000/ /52.0000/ /52.0600/ /52.0000/ 111 /40.0000/ /40.0000/ /40.0000/ /40.0000/ /40.0000/ 122 /14630.0/ /14630.0/'/14630.0/ /14630.0/ /14630.0/ 133 /74.9000/ /74.9000/ /74 . 9000/ /74 . 9000/ /74 . 9000/ i'/ C. h i-C, • A22 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ A33 /O.OO/ /O.OO/ /O.OO/ /O.OO/ /O.OO/ ^ / / ) DENSITY /0.150000/ /0.150000/ /O . 150000/ /0.150000/ /0.150000/ T f S V ir-« 5 / E /519000./ /519000./ /519000./ /519000./ /519000./ PRATIO /0.200000/ /0.200000/ /0.200000/ /0.200000/ /0.200000/ ^ 1/ / WEIGHT /2. 00000/ /2 . 00000/ /2. 00000/ /2. 00000/ /2. 00000/ ^ .•r\-r/5 Of: a J. i-S S. NIJS 4 4 4 4 4 DESCRIBE COLUMN ' scjuare' , AREA 4.00000 t-1 Se- hPtX-l. 1 ItV en i.xi-..t 111 2.25000 ^ 122 1.33000 133 1.33000 .f , j^dj i.d'r.:^. -Ji S to i^r.-i^'^ A22 0.00 ,1, .. - A33 0.00 f PRATIO 0.200000 COLUMN 'wall' ^ ,^7^ ^^=U>e-*--fi-^% AREA 203.000 (/^ ^ ""-^ i 111 150.000 122 153.000 133 20000.0 A22 0.00 -A33 0.00 DENSITY 0.150000 E 519000. PRATIO 0.200000 RESTRAINER 'bolster' LENGTH 11.0000 AREA 0.122000 E 4.03200E+06 [SPECIAL CAP 'original' 133 8.00000 A22 0.00 E l.OOOOOE+07 PRATIO 0.200000 BEARING ELEMENT 'bolpin' KFIFI 20000.0 KF2F2 l.OOOOOE+10 KF3F3 l.OOOOOE+07 KMIMI 1.OOOOOE+10 KM2M2 l.OOOOOE+10 KM3M3 l.OOOOOE+10 BEARING ELEMENT 'bolexp' KFIFI 12000.0 KF2F2 l.OOOOOE+10 KF3F3 l.OOOOOE+07 KMIMI l.OOOOOE+10 KM2M2 l.OOOOOE+10 KM3M3 1.OOOOOE+10 ABUTMENT STATION 0.00 BEARING - N 45 0 0 E - N 45 0 0 E ELEV TOP 30.0000 AT ABtPT 1 ELEV TOP 30.0000 AT ABUT 6 CONNECTION BEARING ELEMENT NORMAL LAYOUT 'bolexp' 10.0000 10.0000 10.0000 10.0000 10.0000 - 'bolexp' AT ABUTMENT 1 6 BENT ELEVATION TOP 30.0000 30.0000 30.0000 30.0000 ELEVATION BEARINGS 28.5000 28.5000 28.5000 28.5000 ELEVATION CAP 26.4000 26.4000 26.4000 25.4000 ELEVATION BOTTOM 0.00 0.00 0.00 0.00 BEARING - N 45 0 0 E - N 45 0 0 E - 1 N 45 0 0 E - N 45 0 0 E - $ End 1 COLUMN ' 'wall' AT IT 2 5 COLUMN SKEWED LAYOUT 'square' 16.5000 16.5000 16.5000 ' scjuare' AT BENT 3 4. COLUMN TOP END JOINT SIZE 1.50000 AT BENT 2 3 4 5 COLUMN BOT END JOINT SIZE 1.50000 AT BENT 2 3 4 5 SPECIAL CAP 'original' AT BENT 3 4 CONNECTION JOINT BEARING ELEMENT - SKEWED LAYOUT 'bolpin' 10.0000 10.0000 10.0000 10.0000 10.0000 'bolpin' AT BENT 2 5 CONNECTION JOINT FREE PIN AT BENT 3 CONNECTION JOINT PIN FREE AT BENT 4 RESTRAINER SKEWED LAYOUT 'bolster' 50.0000 - .-'"^^ 'bolster' AT BENT 2 5 ; I^^WEIGHT 100.000 100.000 100.000 100.000 ^i^INDATION AT ABUTMENT 1 6 SPRING CONSTANTS KFIFI 4600.00 KF3F3 8000.00 LOADS RESPONSE SPECTRUM CALTRANS CURVE DEPTH TO BEDROCK 0 TO 10 A 0.5G GRAVITY 32.2000 DAMPING COEFFICIENT 0.0500000 FINISH Page i ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRim RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS % OF TOTAL MASS MODE PERIOD CS Long Vert Tran Long Vert Tran 1 0 . 800 0 .71 -2 . 826 0 . 000 -2 . 826 7 .659 0 . 000 7 .660 2 0 .354 1 .29 0 .000 0 . 003 0 . 000 7 .659 0 . 000 7 .660 3 0 , .348 1, .29 2 , . 879 0 . 000 -2 . 884 15 ,609 0 . 000 15 .636 4 0 .223 1, .27 -4 , .286 0 . 048 -4 .215 33 .229 0 . 002 32 .677 5 0 .201 1 .24 -4 , .056 0 .101 -4 .006 49 . 009 0 . 012 48 . 067 6 0 .199 1 .24 0 .000 0 . 000 0 .000 49 . 009 0 . 012 48 . 067 7 0 .199 1 .24 0 .000 0, . 000 0 .000 49 .009 0 . 012 48 . 067 8 0 .055 0 . 77 0 .117 -3 . 726 0 .257 49 . 022 13 .326 • 48 .13 0' 9 0 . 053 0 . 76 -0 .380 -3 . 843 -1 .128 49 .161 27 .492 49 .350 10 0 . 051 0 . 75 2 . 044 0, .444 -2 .472 53 .167 27 . 681 55 .209 11 0 , .049 0 , .74 -0 , , 001 -1, , 706 -0 , .123 53 , , 167 30 , ,474 55 , ,223 12 0 , .048 0 , .74 -0, ,633 -0 , ,119 -0 , .579 53 , ,551 30 , .487 55 , .545 13 0 , .044 0 , .72 0 , ,74 8 0, ,683 -2 , .658 54 , , 088 30 , .935 62 , .322 14 0 , .044 0 , , 72 -1, , 834 0, , 046 1, .354 57 , .314 30 , .937 64 , .081 15 0 , .044 0 , .72 -0 , , 997 0. , 080 0 , .780 58 , ,268 30 , .943 64 , , 664 Page - - - - SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc: CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC DISPLACEMENTS ITEM LC '. . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0 . 022 0 . 023 0 . 023 0 . 023 0 .001 0 . 000 2 0 . 022 0 . 023 0 . 023 0 .023 0 . 001 0 . 000 3 0, , 028 0, , 030 0, , 030 0, .030 0 .002 0 . 000 4 0 , .028 0 , , 029 0 , , 030 0 , .029 0 , .002 0 , .000 ABU 6 1 0 , .029 0 , .028 0 , ,027 0 .028 0 , .002 0 .000 2 0, .029 0 , .028 0 , ,027 0 .028 0 , .002 0 .000 3 0 .038 0 , . 037 0 , ,036 0 . 037 0 . 002 0 . 000 4 0. ,03 7 0 , , 036 0. , 035 0, , 036 0. . 002 0 . 000 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans - - - SEISAB Page 3 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS ITEM LC . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . LNGTITONL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 2 Jl 1 0 .022 0 .022 0 . 021 0 . 022 0 .001 0 . 000 2 0 . 022 0 .021 0 .021 0 .021 0 .001 0 . 000 3 0 . 028 0 .028 0 .028 0. .028 0 .001 0 . 000 4 0 . 028 0 .028 0 .027 , 0 .028 0 .001 0 . 000 B 2 J2 1 0 . 021 0 .022 0 .022 0 .022 0 .001 0 . 000 2 0 .021 0 . 021 0 .022 0 .021 0 . 001 0 .000 3 0 . 028 0 .028 0 .029 0 .028 0 . 001 0 . 000 4 0 . 027 0 . 028 0 .029 0 .028 0 .001 0 .000 B 3 Jl 1 0 . 024 0 . 024 0 .212 0 .210 0 .213 0 .212 2 0 . 024 0 . 024 0 .210 0 .212 0 .212 0 .213 3 0 . 032 0 .031 0 .275 0 .274 0 .277 0 .276 4 0 . 031 0 . 031 0 .274 0 .275 0 .276 0 .277 B 3 J2 1 0 .212 0 .210 0 , .212 0, .210 0 .000 0, .000 2 0 .210 0 .212 0 , .210 0, .212 0 .000 0 , ,000 3 0 .275 0 .274 0 .275 0 , .274 0 .000 ,0 , ,000 4 0, .274 0 .275 0, .274 0 .275 0 .000 0 , ,000 B 4 Jl 1 0 .212 0 .210 0 , .212 0 , .210 0 . 000 0 , , 000 2 0 .210 0 .212 0 , .210 0, .212 0 . 000 0 , , 000 3 0, ,275 0, ,274 0. ,275 0. .274 0, .000 0 , , 000 4 0 . ,274 0 , ,275 0 . ,274 0 . ,275 0 , , 000 0 . 000 B 4 J2 1 0 . ,212 0 . ,210 0 . 030 0 . ,029 0 , ,213 0. 213 2 0 . 210 0 . ,212 0 . 030 0 . ,029 0, ,213 0. 213 3 0 . ,275 0 . ,274 0 . ,039 0 . ,038 0, ,277 0 . 277 4 0 . 274 0 . ,275 0 . ,039 0 . ,038 0 . ,277 0 . 277 B 5 Jl 1 0 . 027 0 . 027 0 . 026 0 . 027 0. 001 0. 000 2 0 . 027 0 . 026 0 . 026 0 . 026 0 . 001 0. 000 3 0 . 035 0 . 034 0. 034 0 . 034 0 . 002 0. 000 4 0 . 035 0 . 034 0 . 034 0 , 034 0 . 002 0 . 000 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC DISPLACEMENTS (CONTINUED) .... LEFT FACE RGHT FACE OPNNG/CLSNG . . . ITEM LC LNGTITONL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE B 5 J2 1 0 .026 0 , .027 0 , .027 0 , ,027 0, .001 0 .000 2 0 .026 0 , .026 0 , .027 0 , .026 0, .001 0, .000 3 0 .034 0 , .034 0 , .035 0 , , 034 0, .002 0, . 000 4 0 . 034 0 , .034 0 , ,035 0 , , 034 0 .002 0 . 000 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page -SEISAB-(Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES CL LOC LC . .LNGITUDNL TRANSVRSE. . . . SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 1 BOT 1 778 . 7 13358. 14 .8 4933 . 85 .7 14 . 8 2 769 .6 13194. 40 . 1 5013 . 89 .2 14 .6 3 1009 .6 17316. 26 . 8 6437 . 112 .4 19 .2 4 1003 .2 17202. 44 . 5 6493 . 114 . 9 19 .0 1 TOP 1 623 .3 3509. 14 .7 5175 . 85 .5 14 . 8 2 615 .6 3470. 37 .8 5122. 88 . 7 14 . 6 3 808 .0 4550. 26 .1 6712 . 112 .1 19 .2 4 802 . 6 4523 . 42 .2 6674 . 114 .3 19 .0 BNT 3 1 BOT 1 32 .4 828. 60 .9 705 . 65 .8 0 .0 2 32 .4 828 . 61 .0 705 . 66 .1 0 .0 3 42 .2 1077. 79 .2 916 . 85 .6 0 .0 4 42 .2 1077. 79 .2 917. 85 . 9 0 .0 1 TOP 1 30 . 8 84 . 56 .0 676 . 65 .8 0 .0 2 30 .8 84 . 56 .0 677 . 66 .1 0 .0 3 40 . 1 109. 72 , .8 879. 85 , .6 0 , .0 4 40 .1 109. 72 , .8 879. 85 , ,8 0 , .0 2 BOT 1 32 .4 828 . 61, .3 708 . 63 , , 0 0 , .0 2 32 .4 828 . 61, .4 709. 66 , ,3 0 , .0 3 42, ,2 1077. 79. , 7 920. 82 . ,9 0, .0 4 42 , ,2 1077. 79 . ,7 921. 85 . 2 0 . ,0 2 TOP 1 30 . , 8 84 . 56. 3 682 . 62 . 9 0. 0 2 3,0. ,8 84 . 56 . 4 682 . 65 . 8 0 . 0 3 40 . ,1 109. 73 . 3 887 . 82 . 6 0 . 0 4 40 . 1 109. 73. 3 887. 84 . 7 0 . 0 3 BOT 1 32 . 4 828 . 61. 3 708 . 82 . 1 0 . 0 2 32 . 4 828 . 61. 4 709 . 85 . 7 0. 0 3 42 . 2 1077. 79 . 7 920 . 107 . 8 0. 0 4 42 . 2 1077. 79. 8 921. 110 . 4 0. 0 *** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT 3 COLUMN (CONTINUED) 3 (CONTINUED) 3 TOP 1 30 . 8 84 . 56 .3 681. 81 . 9 0 . 0 2 30 . 8 84 . 56 .4 683 . 85 .3 0 . 0 3 40 .1 109 . 73 .2 886 . 107 . 5 0 . 0 4 40 .1 109 . 73 .3 887. 109 . 9 0 . 0 4 BOT 1 32 .4 828 . 60 .9 704 . 66 .6 0 .0 2 32 .4 828 . 61 .0 706. 67 . 5 0 . 0 3 42 .2 1077 . 79 .2 916. 86 .8 0 .0 4 42 .2 1077 . 79 .3 917. 87 .4 0 .0 4 TOP 1 30 .8 84 . 55 . 9 676. 66 .5 0 . 0 2 30 .8 84 . 56 .0 677. 67 .4 0 .0 3 40 .1 109. 72 .7 879. 86 .8 0 .0 4 40 .1 109 . 72 .8 880. 87 .4 0 .0 BNT 4 1 BOT 1 32 .4 828 . 60, . 9 704 . 66 , .9 0 , .0 2 32 .5 828 . 61, .0 706. 68 , .4 0 , .0 3 42 .2 1077 . 79, .2 916. 87, .4 0 , .0 4 42 , .2 1077 . 79, .3 917. 88 , .4 0 , .0 1 TOP 1 30. ,8 84 . 55. , 9 675. 66. ,8 0. , 0 2 30 . ,8 84 . 56 . ,1 677. 68 . ,3 0 . ,0 3 40. ,1 109. , 72 . ,7 879. 87. ,3 0 . 0 4 40 . ,1 109 . 72 . ,8 880. 88 . ,3 . 0 . 0 2 BOT 1 32 . 4 828. 61. ,3 707. 99. ,7 0 . 0 2 32 . 5 828 . 61. 4 709. 101. 8 0 . 0 3 42 . 2 1077. 79 . 7 920 . 130 . 2 0 . 0 4 42 . 2 1077 . 79. 8 921. 131. 7 0 . 0 2 TOP 1 30. 8 84 . 56 . 3 681. 99. 5 0 . 0 2 30. 8 84 . 56. 4 683. 101. 5 0. 0 3 40. 1 109. 73 . 2 886 . 130 . 0 0 . 0 4 40. 1 109. 73 . 3 887. 131. 4 0 . 0 "** LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB Page 7 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS COLUMN CQC FORCES (CONTINUED) CL LOC LC ..LNGITUDNL.... SHEAR MOMENT ..TRANSVRSE.... SHEAR MOMENT AXIAL TORSION BNT (CONTINUED) 3 BOT 1 32 .4 828 . 61 .3 708. 75 . 7 0 . 0 2 32 .5 828 . 61 .4 709. 76 .3 0 . 0 3 42 . 2 1077 . 79 .7 920. 98 . 6 0 . 0 4 42 .2 1077 . 79 . 8 921. 99 . 0 0 . 0 3 TOP 1 30 .8 84 . 56 .3 682 . 75 . 6 0 . 0 2 30 .8 84 . 56 .4 682. 76 . 0 0 . 0 3 40 .1 109. 73 .3 887. 98 .4 0 . 0 4 40 .1 109. 73 .3 887. 98 . 7 0 . 0 4 BOT 1 32 .4 828 . 60 .9 704 . 65 .8 0 . 0 2 32 .5 828 . 61 . 0 705. 66 .2 0 . 0 3 42 .2 1077 . 79 .2 916 . 85 . 6 0 , . 0 4 42 .2 1077. 79 .2 917. 85 . 9 0 , .0 4 TOP 1 30 .8 84 . 56 . 0 676. 65 , . 7 0 , .0 2 30 .8 84 . 56 .0 677. 66 , .2 0 , .0 3 40 .1 109. 72 , . 8 879. 85 , .6 0 , , 0 4 40 , ,1 109. 72 , , 8 879. 85 , , 9 0 . 0 BNT 5 1 BOT 1 873 . ,2 15769. 262 . ,2 8688. 45 . ,2 20 . 3 2 861. 3 15520. 322 . ,2 10321. 64 . ,7 21. 4 3 1131. 6 20415.. 358. 9 11785. 64 . 6 26. 7 4 1123 . 2 20251. 400 . 9 12928. 78 . 3 27. 5 1 TOP 1 721. 8 3346 . 248 . 8 5497. 44 . 7 20. 3 2 709. 8 3306 . 305 . 3 5560. 63. 1 21. 4 3 934 . 8 4338 . 340 . 4 7165. 63 . 6 26 . 7 4 926 . 4 4310 . 380 . 0 7209. 76. 5 27. 5 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 8 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS ABUTMENT CQC FORCES W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL LOAD CASE/COMB DESCRIPTION ABU 1 1 222.8 99.4 106.4 145.5 5.0 2 220.1 98.2 105.1 143.7 5.1 3 288.8 , 128.9 137.9 188.7 6.5 4 286.9 128.0 137.0 187.4 6.6 ABU 6 1 160.9 124.8 131.4 181.0 8.3 2 159.7 122.7 129.3 178.0 9.7 3 208.8 161.6 170.2 234.4 11.2 4 208.0 160.2 168.8 232.3 12.2 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans -SEISAB Page 9 (Version 4.3:0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BRNG ABT 1 LC ABT 1 ABUTMENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 1 16 .6 55 . 7 27 .5 173 .6 390 . 0 174 .3 2 , 16 . 4 55 .0 27 .1 171 .4 385 .2 172 .2 3 21 .5 72 .2 35 .6 225 . 0 505 .6 225 .9 4 21 . 4 71 .7 35 .4 223 .5 502 .2 224 .5 1 16 .6 48 .3 23 .6 173 .6 390 . 0 174 .3 2 16 .4 47 .7 23 .3 171 .4 385 .2 172 .2 3 21 .5 62 .6 30 .6 225 . 0 505 .6 225 .9 4 21 .3 62 .2 30 .4 223 .5 502 .2 224 .5 1 16 .6 40 . 8 19 .7 173 .6 390 . 0 174 .3 2 16 .4 40 .3 19 .4 171 .4 385 .2 172 .2 3 21 .5 53 .0 25 .5 225 .0 505 .6 225 .9 4 21 .3 52 .6 25 .3 223 .5 502 .2 224 .5 1 16 .6 33, .4 15 , .8 173 .6 390 .0 174 .3 2 16 .4 33, .0 15 , .6 171 .4 385 .2 172 .2 3 21 .5 43, .3 20 , .5 225 .0 505 ,6 225 .9 4 21 .3 43, .0 20 , .3 223 .5 502 .2 224 .5 1 16, .6 26. , 0 11. ,9 173, .6 390 .0 174 .3 2 16, ,4 25. ,7 11. ,7 171, .4 385 , ,2 172 , .2 3 21, ,5 33 . ,7 • 15 . ,4 225 , .0 505 , ,6 225 , .9 4 21, ,3 33 . ,5 15 . ,3 223 , ,5 502 , ,2 224 , .5 1 16 . ,6 18. ,6 8. ,0 173 , .6 390 . ,0 174 , .3 2 16. 4 IB. 3 7. 9 171. ,4 385 . 2 172 . 2 3 21. 5 24 . 1 10 . 4 225 . ,0 505 . 6 225 . ,9 4 21. 3 23 . 9 10. 3 223 . ,5 502 . 2 224 . 5 1 20. 8 8 . 8 17. 7 172 . 3 467. 9 173 . 0 2 20. 4 8 . 9 18 . 4 170 . 5 502 . 1 171. 2 3 26. 9 11. 5 23 . 3 223 . 4 618 . 5 224 . 4 4 26. 7 11. 5 23 . 7 222 . 1 642 . 4 223 . 1 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 10 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUTMENT BEARING CQC FORCES (CONTINUED) BRNG LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 ABT - 6 (CONTINUED) KM3M3 2 1 20 . 8 16 . 0 18 . 7 172 .3 467 .9 173 .0 2 20 .4 15 . 9 18 . 7 170 .5 502 .1 171 .2 3 26 . 9 20 . 8 ' 24 .3 223 .4 618 .5 224 .4 4 26 . 7 20 . 7 24 .3 222 .1 642 .4 223 .1 3 1 20 . 8 23 .2 20 .6 172 .3 467 .9 173 .0 2 20, .5 23 .1 20 .4 170 .5 502 .1 171 .2 3 26 . 9 30 .1 26 .7 223 .4 618 .5 224 .4 4 26 . 7 30 . 0 26 .5 222 .1 642 .4 223 .1 4 1 20 . 8 30, .4 23 .4 172 .3 467 .9 173 .0 2 20 .5 30 .2 23 .0 170 .5 502 .1 171 .2 3 26 . 9 39 .5 30 .2 223 .4 618 .5 224 .4 4 26 , ,7 39 , ,3 30 , .0 222, .1 642, .4 223 , .1 5 1 20. , 8 37. , 7 26 , .6 172 , ,3 467, .9 173 , .0 2 20. ,5 37. ,3 26 , .3 170, .5 502 , , 1 171, .2 3 26 . ,9 48 . ,9 34 , .5 223. ,4 618 , .5 224 , .4 4 26 . ,7 48 . ,6 34 , .3 222. ,1 642 , ,4 223 , .1 6 1 20 . ,8 44 . ,9 30 , .3 172. ,3 467 , , 9 173 , .0 2 20 . ,5 44 . ,5 30 , ,1 170. ,5 502 , ,1 171, .2 3 26 . 9 58 . 2 39 . 3 223. ,4 618. 5 224 . ,4 4 26 . 7 57 . 9 39. 2 222. 1 642 . 4 223 . ,1 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans -SEISAB CARLSBAD BOULEVARD BRIDGE Page 11 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS ABUT LC ~1 2 3 4 1 2 3 ABUTMENT FOUNDATION SPRING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 145 143 188 187 181. 0 178 . 0 234 .4 232 .3 0.0 0.0 0.0 0.0 0.0 9 11 12 0 . 0 KM3M3 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 12 ----SEISAB (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES ITEM W/R TO BRIDGE CL. LC VERT SHEAR LONGITUDNL TRANSVERSE W/R TO ITEM CL. NORMAL PARALLEL B 2 Jl 199.5 197.1 258 . 7 256 . 9 125.6 129.3 164.3 166 . 9 112 .4 111 .2 145 . 7 144 . 9 167.8 166.6 217.7 217.0 15.7 36 .2 26.6 40 . 9 B 2 J2 114 . 6 116.6 149.6 151.0 215.4 211.3 278.8 276.0 207 . 9 205.5 269.5 267.9 298 . 5 2 94.7 386.9 384 .2 22 .4 7 . 0 24 .5 13 .7 B 3 Jl 147.6 148 .2 192 . 0 192 . 5 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 B 3 J2 11.9 17.7 17 .2 21.2 101.9 101.0 132 .2 131.5 100.9 102.1 131.5 132.3 72 72 93 93 124 . 0 124 .2 161.2 161.3 B 4 Jl 12.3 13.8 16 .4 17.5 101.9 101.1 132.2 131.6 100 . 9 102.1 131.5 132 .4 72.1 72 .2 93.7 93.9 123 .9 124 .2 161.2 161.4 B 4 J2 180.7 180.2 234 . 8 234 .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 0.0 0.0 0 . 0 0 . 0 B 5 Jl 145 .4 146 . 7 189.5 190.4 245.6 253.3 321.6 327 . 0 213 .3 211.5 276 . 8 275.5 314.0 313.3 408.0 407.5 85.2 103 .5 116 .3 129 .1 LOAD CASE/COMB DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 13 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT CQC FORCES (CONTINUED) W/R TO BRIDGE CL. W/R TO ITEM CL. ITEM LC VERT SHEAR LONGITUDNL TRANSVERSE NORMAL PARALLEL B 5 J2 1 112.1 243.3 213.9 272.6 175.0 2 112.3 265.7 225.2 272.8 216.6 3 145.8 323.0 281.5 354.4 240.0 4 146.0 338.7 289.4 354.5 269.1 LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 14 (Version 4.3.0) 09-DEC-03 Imbsen land Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES KFIFI KF2F2 KF3F3 KMIMI KM2M2 KM3M3 BNT 2 - JNT 1 1 1 12 .0 9 .0 10 .7 363 .6 452 . 6 366 . 0 2 12 . 3 8 . 9 10 . 6 359 .1 447 . 5 361 . 5 3 15 . 7 11 . 7 13 .9 471 .3 586 . 8 474 . 4 4 15 . 9 11 .6 13 .8 468 .2 583 .2 471 .3 2 1 12 .0 7 .9 13 . 9 363 .6 452 .6 366 .0 2 12 .3 7 .8 13 . 8 359 .1 447 .5 361 .5 3 15 .7 10 .2 18 .1 471 .3 586 . 8 4 74 .4 4 15 .9 10 .2 18 .0 468 .2 583 .2 471 .3 3 1 12 .0 24 .8 17 . 1 363 .6 452 .6 366 .0 2 12 .3 24 .5 17 . 0 359 .1 447 .5 361 .5 3 15 .7 32 .2 22 .2 471 .3 586 . 8 474 .4 4 15 . 9 31 .9 22 .1 468 .2 583 .2 471 .3 4 1 12 . 0 41 . 7 20 .3 363 .6 452 .6 366 .0 2 12 .3 41 .2 20 .1 359 .1 447 .5 361 . 5 3 15 . 7 54 .1 26 .4 471, .3 586 .8 474 .4 4 15, . 9 53 . 7 26 .2 468 .2 583 .2 471 .3 5 1 12 , .0 58 , .6 23 , .5 363 . ,6 452 , ,6 366 . ,0 2 . 12 , , 4 57, . 9 23 , .3 359. ,1 447 . ,5 361. ,5 3 15 . , 7 76 , .0 30 , .5 471. ,3 586 , , 8 474 . ,4 4 16 . ,0 75 , .5 30 , ,3 468 . ,2 583 . ,2 471. ,3 6 1 12 . 0 75. .5 26 . , 7 363 . 6 452 . ,6 366 . ,0 2 12 . 4 74 . ,6 26 , ,4 359 . 1 447 . ,5 361. 5 3 15 . 7 97. , 9 34 . ,7 471. 3 586 . ,8 474 . 4 4 16 . 0 97. ,2 34 . ,5 468 . 2 583 . 2 471. 3 BNT 2 - JNT 2 1 1 20 . 6 51. ,1 42 . ,7 274 . 1 454 . 7 275 . 9 2 20 . 2 50 . ,9 42 . ,2 271. 1 449. 6 272 . 8 3 26. 6 66. 4 55 . 3 355 . 4 589. 6 357 . 8 4 26 . 4 66 . 3 55 . 0 353 . 3 586 . 0 355 . 6 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans - -SEISAB CARLSBAD BOULEVARD BRIDGE Page 15 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 2 (CONTINUED) KM3M3 2 1 20 .6 38 .3 39 . 5 274 .1 454 . 7 275 . 9 2 20 .2 38 . 3 39 .0 271 .1 449 .6 272 . 8 3 26 .6 49 . 8 51 .2 355 . 4 589 .6 357 .8 4 26 .4 49 . 8 50 . 9 353 .3 586 . 0 355 . 6 3 1 20 .6 25 .5 36 .3 274 .1 454 . 7 275 . 9 2 20 .2 25 .7 35 . 8 271 .1 449 .6 272 . 8 3 26 .6 33 .2 47 .0 355 .4 589 .6 357 .8 4 26 .4 33 .3 46 . 7 353 .3 586 . 0 • 355 .6 4 1 20 .6 12 . 7 33 .0 274 . 1 454 . 7 275 . 9 2 20 .2 13 .2 32 .7 271 . 1 449 . 6 272 .8 3 26 .6 16 . 7 42 .8 355 .4 589 .6 357 . 8 4 26 .3 17 .0 42 .6 353 .3 586 . 0 355, .6 5 1 20 .6 0 .6 29 . 8 274 .1 454 . 7 275 .9 2 20 .2 3 .4 29 .5 271 .1 449 .6 272 , .8 3 26 .6 1 .6 38 . 7 355 .4 589 .6 357, . 8 4 26 .3 3 . 6 38 .4 353 .3 586 , .0 355 , .6 6 1 20 .5 12 , . 9 26, .6 274 , .1 454 , , 7 275 . ,9 2 20 .2 13 , .0 26 , .3 271, .1 449. ,6 272 . ,8 3 26 , .6 16 , .9 34 , , 5 355, ,4 589 , ,6 357 , , 8 4 26, .3 16 , . 9 34 , .3 353 , .3 586 , , 0 355 , ,6 BNT 5 - JNT 1 1 1 23 , ,4 16 , , 7 27, ,2 361. ,6 474 . 7 363 . 9 • 2 24 . 2 16 . 3 27 . ,0 357. 2 469 . 4 359. 5 3 30 . 7 21. 6 35. ,3 468. ,8 615 . 6 471. 8 4 31. 2 21. 3 35 . ,1 465 . 7 611. 9 468 . 6 2 1 23. 4 1. ,4 30. ,5 361. 6 474 . 7 363 . 9 2 24 . 2 2 . 7 30. 3' 357. 2 469. 4 359 . 5 3 30. 7 2 . 2 39. 6 468 . 8 615 . 6 471. 8 4 31. 2 3 . 2 39. 4 465 . 7 611. 9 468 . 6 *** LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB CARLSBAD BOULEVARD BRIDGE Page 16 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BENT BEARING CQC FORCES (CONTINUED) BRNG LC KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT JNT 1 (CONTINUED) KM3M3 3 1 23 . 5 16 . 1 33 . 9 361 .6 474 . 7 363 . 9 2 24 .2 16 . 5 33 .6 357 .2 469 .4 359 . 5 3 30 . 7 21 . 0 44 . 0 468 .8 615 .6 471 . 8 4 31 .2 21 .3 43 . 8 465 .7 611 . 9 468 .6 4 1 23 . 5 32 .4 37 .2 361 . 6 474 .7 363 . 9 2 24 .2 32 .5 36 .9 357 .2 469 .4 359 .5 3 30 . 7 42 .1 48 .3 468 .8 615 .6 471 . 8 4 31 .2 42 .2 48 . 1 465 . 7 611 .9 468 .6 5 1 23 .5 48 .7 40 .6 361 .6 474 . 7 363 . 9 2 24 .2 48 .6 40 .2 357 .2 469 .4 359 . 5 3 30 . 7 63 .3 52 .6 468 .8 615 .6 471 . 8 4 31 .2 63 .2 52 .4 465 .7 611 .9 468 .6 6 1 23 .5 65 .0 43 .9 361 .6 474 . 7 363 .9 2 24 .2 64 .7 43 .5 357 .2 469 .4 359 .5 3 30 . 7 84 .4 57 . 0 468 . 8 615 .6 471 . 8 4 31 .2 84 .3 56 . 7 465 .7 611 . 9 468 .6 BNT 5 - JNT 2 1 1 23 .2 55 , .1 42 , .9 299 . 5 472 , .8 301, .6 2 25, ,4 55 , .2 44 , .6 296 .4 467, . 7 298 , .5 3 30 , , 9 71. ,7 56 . 3 388. ,4 613, .2 391, .1 4 32 . ,4 71. 7 57. ,5 386 . ,3 609. 5 389 . 0 2 1 23 . 2 40 . 5 40 . 0 299 . ,5 472 . 8 301. 6 2 25 . 4 40 . 5 41. 7 296 . 4 467. 7 298 . 5 3 30 . 9 52 . 6 52 . 5 388 . 4 613 . 2 391. 1 4 32 . 3 52 . 7 53 . 7 386 . 3 609. 5 389 . 0 3 1 23. 2 25 . 9 37. 1 299. 5 472 . 8 301. 6 2 25 . 4 26. 0 38 . 9 296 . 4 467. 7 298 . 5 3 30 . 8 33 . 7 48 . 7 388 . 4 613. 2 391. 1 4 32 . 3 33 . 7 50 . 0 386 . 3 . 609. 5 389 . 0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans SEISAB- CARLSBAD BOULEVARD BRIDGE Page 17 (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. RESPONSE SPECTRUM RESULTS BRNG LC BENT BEARING CQC FORCES (CONTINUED) KFIFI KF2F2 KF3F3 KMIMI KM2M2 BNT 5 - JNT 2 (CONTINUED) KM3M3 4 1 23 .2 11 . 7 34 .3 299 .5 472 . 8 301 .6 2 25 . 4 11 .6 36 .2 296 .4 467 . 7 298 .5 3 30 . 8 15 .2 45 . 1 388 .4 613 .2 391 .1 4 32 .3 15 .1 46 . 5 386 .3 609 .5 389 .0 5 1 23 , .2 6 .3 31, , 5 299 . 5 472 , , 8 301 .6 2 25 , .4 5 .3 33 , , 6 296 .4 467 , , 7 298 , .5 3 30 . 8 7 . 9 41, ,6 388 .4 613 , ,2 391, .1 4 32 .3 7 .2 43 , ,0 386 .3 609, ,5 389, . 0 6 1 23 .2 19, .4 28 , , 9 299 . 5 472 , , 8 301, .6 2 25 , .4 18 . 8 31, ,1 296 .4 467 , , 7 298 , .5 3 30 . 8 25 , .0 38 , ,3 388 .4 613 , ,2 391, .1 4 32 . ,3 24 . ,6 39 . 8 386 , ,3 609. 5 389. 0 LOAD CASE/COMB i 2 3 4 DESCRIPTION Longitudinal Transverse 1.0*Long + 0.3*Trans 0.3*Long + 1.0*Trans Page 18 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES RES LC AXIAL BNT 2 - JNT 1 1 1 26.8 2 27.6 3 35.0 4 35.6 2 1 26.8 2 27.6 3 35 .1 4 35 . 7 BNT 2 - JNT 2 1 1 46.0 2 45.2 3 59.6 4 59.0 2 1 45.9 2 45.1 3 59.5 4 58.9 BNT 5 - JNT 1 .1 1 52.4 2 54 .1 3 68.6 4 69.8 2 1 52.5 2 54 .1 3 68.7 4 69.9 LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans Page 19 ----SEISAB---- (Version 4.3.0) 09-DEC-03 Imbsen and Associates, Inc. CARLSBAD BOULEVARD BRIDGE RESPONSE SPECTRUM RESULTS BENT RESTRAINER CQC FORCES (CONTINUED) RES LC AXIAL BNT 5 - JNT 2 1 1 52.0 2 56 . 7 3 69.0 4 72.3 2 1 51.9 2 56 . 7 3 68.9 4 72.3 LOAD CASE/COMB DESCRIPTION 1 Longitudinal 2 Transverse 3 1.0*Long + 0.3*Trans 4 0.3*Long + 1.0*Trans