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Home My WebLink About3184; Cannon Road West; Cannon Road Bridge over Macario Canyon; 1997-04-01c E C r L Structural Calculations Cannon Road Bridge over Macario Canyon L E I I i I Prepared for O'Day Consultants BEST ORIGINAL April 1997 E i TYLIIMINTERNATIONAL STRUCTURAL CALCULATIONS FOR CANNON ROAD BRIDGE OVER MACARIO CANYON PREPARED FOR O'DAY CONSULTANTS APRIL 1997 <*£/M9DANIELENGINEERING STRUCTURAL CALCULATIONS FOR GANNON ROAD BRIDGE OVER MACARIO CANYON PREPARED FOR CARLSBAD DEVELOPMENT COMPANY AND RANCHO DEL CERRO JOINT VENTURE MARCH 1989 A\\H>McDANIEL ENGINEERING COMPANY, INC. 9990 OLD TOWN AVENUE. SUITE 2078, SAN DIEOO, CALIFORNIA Ml 10 • (111)002-1920 I I I I I I I I I I I I I I I TABLE OF "~ ~~ VOLUME I Subject Page General 1 Type Selection 2 Typical Section 3 Frame Analysis 5 Superstructure Shear 8 Camber 10 Bent Cap Analysis 11 Abutments 23 Seismic Analysis 48 Coulmn Analysis 50 Pier Foundations . . . • 72 COMPUTER OUTPUT Frame Analysis Appendix "A" VOLUME II Seismic Analysis Appendis "B" Column Analysis Appendis "C" Footing Analysis Appendis "D" Pile Analysis Appendis "E" McOANIEL ENGINEERING COMPANY, INC. 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO. CALIFORNIA 92110 i" -V---t/--V^^ (619)692-1920 GENERAL Location:Macario Canyon, Carlsbad, California Client:Carlsbad Development Company and Rancho Del Cerro Joint Venture Owner: Design Code: City o-f Carlsbad AASHTO Standard Speci-fications For Highway Bridges, Dated 1983 with interms and revisions by CALTRANS. Live Loading: Geotechnical: HS20-44 and CALTRANS Permit Loading Recommendations by Woodward-Clyde Consultants, San Diego. Report No. 8751455R-SI02 Dated January 10,1989 Vera Berger, Project Engineer I *% Me DANIEL ENGINEERING COMPANY 3»«o ou> TOWN AVENUE. SUITE 207-8, SAN oreoo, CA 92110 <«») 692-1920 • Project .C-«d.o.cuj:K7. j.r\<y.(H.d. ..... Date.™.2...7..,<SL7. Engineer. ML.C*. Checked by. I File No .3.<£O. Sheet X of 3.A. I I I F^Oo-a(*.I i o I I I I I I I I I I I *^s-K«7-7^r -r~ --.- - - -*•, *Mo DANIEL ENGINEERING Project .. Engineer .... « .ANY nio oto TOWN Avenue. wire wr-i. SAN ocoo. CA 9™ (W9) . ...... rJaac. ........... _ .............................................. Date ..... /.T. Checked by I V- Oi<TcA Cover <xr o.-} V » ro in ~r O tTi o/vcx I 4** S Ur // /'O T /2 H 4. /fo a^.-/, 5/.4 sr l^''i /r'-fl pr Cr-~Jff v t. I / J* • Cl C* C"T <r /2 £, r--. <r <<r& - ,— I j I op? C^* b> M DL -Its S f * , IS = .135 z M - £ b = iz , A^> r^« = ,11 , 5, 16 11 I ^^Me DANIEL ENGINEERING COMPANY 3«90 OLD TOWN AVENUE. SUITE aor-B, SAN DWOO, CA 92110 <B19> 6*2-1920 CUMLG .aa c.J..ae. Date l-.I Project L~a.n.fl .. . _ " Engineer M.L.Q. .„. Checkedby File Sheet 4 of .8..1I I I I I I I I I I yp) Us, * P 0 i<ua - -74 OK ^1244 CO rib .S'-tS-U'-o" W ^B/ 1 1 1 <**=• A B C. o L-OC-. AO-4.1. li.o p. o Zl.l-2.13 W .«.»' 4.g»e ' 1 1 . OO ' A ZS.D-, 32..1 1 4^,90 S^.21 I« •so., l frfl.lfr a'7 ^.v €*.., /O5.3 4g.'.l 1 1 fCjG) 3U*Ttt>- —f- r P> ij-e\— c — a Me DANIEL ENGINEERING COMPANY 3990 ou> TOWN AVENUE, SUITE 2074. SAN DIEGO. CA 92110 <619> 692-1920 Project ...... .Ca.o.xxft/a...R«.«vJ ...... E>.r..x^.c. .................................... ............................. Dito...jL- Engineer ..... M.LC. ............................ . ............................. ............................. .• ................... Checked by Sheet ..... .-£...!.of >0 I C3, 34 1 ' '01 .5 '© 6.WA 7 I-T \ r> £7.4 » r ^ 51.4 *»45.4 ^3*»? •^ ^-» ,4^ ci I— o ixc*U ir I SC) T p c 26 2 S r .- i e r y . , ^ Z . 3 ^ / . -f-t L; u ><xa O (A I Ti r i-- wa "JO <X ^ : / / Kt 0*7 Ci OvV \ v z. /,<i/ BEST ORIGINAL I I Me DANIEL ENGINEERING COMPANY 39*0 OLD TOWN AVENUE. SUITE 207-8, SAN DIEGO, CA 92110 <ei9) 692-1920 I Project ..... jCoMMaa, ...... &&A ...... lSafr.&^*» ............ - ............................ •— ...... Date.....J..- Engineer ....M.U.C. ............................................ . ..................... - .......................... ............. Choked by File No... ...I I I I Sheet ...... '^......of ...... L - 2. 3 "At* ^ - -4I5B3, 6 DA Ih V S"-•r<\ D = X s 4.6 •*• 7. -5 11 , t X &*+ - 4. C, + 4.5" * Me DANIEL ENGINEERING COMPANY Project .......... Cmfla.a Engineer ........ £f.k£. 3900 OLD TOWN AVENUE. SUITE 2O7-B, SAN DIEGO. CA 92110 <«i9> 692-1920 F/. Nc *•/*/» -PL Checked by File No ...... . Sheet ..... .7. ...... of BOS rce. N T o i-n> "SOS 11 , f - . 003 f- 5" 5^ <3o<r Oil 360) . Qirclrr in = 7, A3 .. r I Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 20?-B, SAN DIEGO, CA 92110 <619) 692-1920 • Project .C<a.«i.oAKt ^c* Engineer... MLC. 1 I S. 1 u* I s. • p-ff 5T /-v. c~TUf '*€. £> a.a J^JCridtL-e. e 5A*-^ *tz+ 1:";;;: Date Z~2-8*i Checked by: File No... 3^*? Sheet .$ of t..\ £J rrdf f / & ~Tr fru-p & u /rrw I I I I I PU+ A ^sTT . r r v\ c> v -IT « ~t~o 6 T S IZ 24 ~r A v . zo 4.6S 3.10 2.07 I.SS I I I I I I I I I Me DANIEL ENGINEERING COMPANY Project £s Engineer 3MO OLD TOWN AVENUE. SUITE 207 -B. SAN DIEGO, CA 92110 <*t9) e»2-i«20 ....ft»*>.O.*n[« i i i i i I I I I I . Checked by..... File No....CLfi3,. Sheet j.vi of.. C— - "BOS LJ£>£ CX./one "Tone "Term bv*.s^J on E- 3&00 :> -TAc~iot~ o~F 03 Fac-U o-P 27 2.1 T C c ex.SpCX' O2o UcJi0n , /» Sp- 1 '/2 3/4 /4 Spa. 2 YZ 74 * SP««3 1/2 AD L_ 0. Olfa 0. 0\e\ 0 .003' 0.0^3 0,035 0.02Z 0>,0^0 0-035 A ADL .006 .007 .003 .00^ .0/4 .003 .007 .0/3 A PS -0. 0C 1 - 0-037 -0, 020 -0.0/3. -o.ozl -0-0 17 - 0.017 - 0 . 030 fiufkr 4 - Z7 4. 27 4.27 4, 27 4. 27 4,2.7 4,27 4.27 C^Ur - 0-0 4 -0.O5" - o .04 0-05 0. /0 0. 06 0. 04 0. 08 M ] Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE zor-B. SAN DIEGO, CA 92110 <«i9> 092-1920 Project ....... .Ca^o*.™ ........ R«.*..d ............................................................................. Date ..... \.-.Z.4. ] ] Engineer ..... .hdk.Cr 1 0 I w-- I 4.-7S 7. 15 H TV. 3.131 f ! . , 1 HI Checked by File N0....3.S3 Sheet ..... i:, ...... of X 7 I Lfl.3 1 =1 I I I I I I I I I LL -+- 1. I I I I I I I A\V\> ^* U_ ffAJhfcBiei tfcl . Me DANIEL ENGINEERING COMPANY Engineer M..L»..C. • | Project .W«.n.n.flr?. fi I I I I I I I I I I • i I i i i i 39*0 OLD TOWN AVENUE. SUITE 207-B. SAN DIEOO, CA 9*110 (619) 692-192O .0 „ Date 2.-. Checked by. File No... Sheet !.?. of. f i r. cLcUd ,o '"BOS" .rv\ ce OL H/ p/ ^dler = I.3/ / - //,22 * (111.5 / Gv^Jer (30Z.5 r lovw <->nrT Loo.ci - 2520o.26> H- L P- Load = /6|, 5.2^> ^ H IS UL / or 4o ", 1, IS F-- i.is + 7-8. SB - L/S £ L-C r, C p r & <=i' V F 'c = 3,3 k s -• H 4^ tf. /»« (> : = 130 t- 3 .~7-S f r -\ j, Me DANIEL ENGINEERING COMPANY mto OLD TOWN AVENUE, SUITE 207-1. SAN DIEGO, CA 92110 <oi9) 692-1920 ] Project .Date. "1 Engineer ...................................................... ....................................................................... Checked by I ^i 1 Sheet.. .J.2- of is - * . •<v> A x N ('• J . . ~ ^v I (. — ne.O -p lare a tr«3L«3 OU • ^ w\ s o <x < <3 ^ V ,d.4,0 o J 3 I i f f f H i it Me DANIEL ENGINEERING COMPANY Project .C Engineer ....Mk.C I ' , .. ,_.*.- . *._ ,-*,-. .jf,., 3990 OLD TOWN AVENUE, SUITE 207-S, SAN DtEGO, CA 92110 (619) 692-1920 I I- |l t H OgnT l^;»- r&**\ Face .Date. &..T.J3." .Checked by File No.....3.£..<:l. Sheet '4 of.... .S/ \ • z.\\) "7'-5 ,75 *!..!.= 63.3 "6^ /,z = 4-2 ' »v-» — 3 .75 i 12 a S Fro.-- Fo.ce is- "n 4 12- |"r 2' M of Z fe*c (? = 1-000*' ] 1 ] ] TITLE: CANNON ROAD BENT CAP 2- 3-1989 PAGE * ;^* * * t ******************* t * * t ********************************** X ******** if • * • CONCRETE DESIGN PROGRAM * MeDANIEL ENGINEERING COMPANY * IBM PC/AT VERSION 1.0 * ************************************************************************; I .1 ] ***************** GENERAL DATA * ************************************************************************j TYPE OF ANALYSIS CONSIDER FATIGUE? (CODE 1.5.38) CONSIDER CRACK CONTROL? (CODE 1.5.39) ULTIMATE CONCRETE COMPRESSIVE STRESS YOUNGS MODULUS FOR STEEL R'EBARS ULTIMATE CONCRETE COMPRESSIVE STRAIN YIELD STRESS FOR STEEL REBARS ENVIRONMENTAL FACTOR MODULAR RATIO (ES/EC) WIDELY SPACED GIRDERS OR SUBSTRUCTURE = DESIGN = = (FC) = (E) = (EO) = (FY) = (Z) = (N) = • = YES YES 3 . 50 29000 . 0 . 003 60.0 130.0 9 YES KSI KSI IN/IN KSI K/IN j D ****************** * STRUCTURE DATA * ************************************************************* TOTAL DEPTH = 4.00 FT TOP FLANGE WIDTH (COMP) = 6.00 FT TOP FLANGE WIDTH (TEN) = 7.66 FT TOP FLANGE THICKNESS = 8.00 IN WIDTH OF WEB = 6.00 FT BOTTOM FLANGE WIDTH (COMP) = 12.00 FT BOTTOM FLANGE WIDTH (TEN) = 6.00 FT BOTTOM FLANGE THICKNESS = 5.50 IN I IW*| I I TITLE: CANNON ROAD BENT CAP 2- 3-1989 PAGE 2 * $ * * # * * * * * * * ]C ;^ * * $ ##*####*•*##*#**##**#***#**#* * *«***### * * * * ********* * ***** REBAR REBAR TOTAL BAR COVER BUNDLE SKEW EFFECTIVE LOG LAYER BARS SIZE (INCH) PATTERN DEGREES AREA TOP TOP MAIN OTHER 30 11 5 3.75 2.50 2V O.00 46.80 1 0.00 3 .72 t I1 I1 I I I I I I ********************** * LOAD DATA (KIP-FT) * ************************************************************************* LOAD TITLE = SERVICE LOADS LOAD LEVEL = SERVICE DEAD LOAD (DL) H-LOAD (LL+I) P-LOAD (LL-H) MAX MOMENT MIN MOMENT LOAD FACTORS -3374 1 .30 -1113. 0. 2.17 -3141 1 .30 NOTE: P-LOADS ARE INPUT AS <1.15P + H) OR U.15P) **************************** DESIGN MOMENTS (KIP-FT) * ************************************************************************* H-SERVICE H-FACTORED P-FACTORED CONTROLLING (DL+LL+I) (DL+LL-H) (DL+LL+I) FACTORED LOAD MAX MOMENT MIN MOMENT -4487. -3374. -6801 -8469.P-FAC TITLE: CANNON ROAD BENT CAP 2- 3-1989 PAGE 3 1 3 0 I 1 I ************************ * INTERMEDIATE RESULTS * •* * $ * * * * :i' :*: * $ * * $ * * t * * :* # :* * :f :*: * *: * * * £ * * t * * * % £ * * * * :t * * * * * * * :* t * t * * * * '* * * * * * * * * * :# * -v i: | KEY TO TYPES OF LOADS: F-SER = FATIGUE LOADING (MAX & MIN SERVICE MOMENTS) (CODE 1.5.38) C-SER = CRACK CONTROL LOADING (MAX SERVICE MOMENT) (CODE 1.5.39) H-FAC = H-FACTORED MOMENT PHI = 0.90 P-FAC = P-FACTORED MOMENT PHI = 0.90 MINI = MINIMUM REINFORCEMENT (CODE 1.5.7(A)) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT (CODE 1.5.7(B)) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = MAXIMUM REINFORCEMENT (CODE 1.5.32<A» BASED ON .75 X BALANCED STEEL RATIO. EFFECTIVE DEPTH = 42.62 IN YNA = DISTANCE FROM EXTREME COMPRESSIVE FIBER TO NEUTRAL AXIS. BAR SIZE 11 11 11 11 11 11 TYPE LOAD F-SER C-SER P-FAC MINI MIN2 MAX BAR- SPACING (IN) 6.18 6.18 6.18 86.54 4.55 3.33 YNA (IN) 14.83 9.29 1 .34 15.30 22.25 APPLIED MOMENT (K-FT) -4487. -8469. -1580. -11111. -13641. MAIN STEEL REQUIRED (SQ IN) 46 . 75 46.76 44.10 4.41 62 . 34 83.43 MAIN BARS REQ 30 30 29 3 40 54 1 1 I • 1 I ***************** CONTROL ********************************* 11 C-SER 6.18 14.83 -4487. 46.76 30 MOMENT CAPACITY FOR DIFFERENT MAIN STEEL AREAS. (BAR CUT-OFFS) TOTAL COMP AREA (SQ IN) 0 . 00 0 . 00 0 . 00 0.00o.oo 0.00 TOTAL TEN AREA (SQ IN) 50 . 52 41.16 31.80 22.44 l' 13.08 \ 3.72 OTHER TEN AREA (SQ IN) 3.72 3.72 (» 3.72 ^'.to 3 . 72 . 0(.(f 3 . 72 3.72 MAIN TEN AREA (SQ IN) 46 . 80 37.44 28 . 08 18.72 9.36 0.00 MOMENT CAPACITY ( K-FT ) -8.9874 -7402. -5823. -4188. -2497. -752. YNA (IN) 10.18 7.09 5.24 3.7O 2.16 0.61 I I1 I1 II I1 iI1 tIIttfI TITLE: CANNON ROAD BENT CAP 2- 3-1989 PAGE 4 t * $ * ;K * 'I' * "< * t * * 'K * * * -K K * * * * * * •?: * FINAL RESULTS - DESIGN * #**#**#*******#***********#***#*****^^ (AREA OF STEEL REQUIRED FOR DIFFERENT BAR SIZES) :-CRACK CONT-: FATIGUE : BAR LOAD MAX ALLOW STRESS ALLOW EFF BAR REQ TOTAL SPACE SIZE CONT STRESS STRESS RANGE RANGE DEPTH SPACE STEEL BARS CODE (KSI) <KSI) <KSI) (KSI) <IN) (IN) (SQ IN) REQ 18 5 14 5 11 5 10 5 9 5 8 5 C-SER C-SER C-SER P-FAC P-FAC P-FAC 21.06 23.91 24.18 26 . 70 27 . 30 29.79 28.46 30 . 82 28.61 30 . 78 28.41 30.43 24 . 00 27 . 20 29.83 31.79 34 . 70 36 . 00 5.93 6.62 7.39 7.64 7.63 7.55 17.47 16.77 16.01 15.75 15.76 15.85 41.75 45.16 42.37 45.16 42.62 45.16 42.81 45.16 43.00 45.16 43.12 45.16 9.39 7.95 7.84 7.95 6.18 7.95 5.10 7.95 4.14 7.95 3.22 7.95 63.73 . 3.72 53.14 3.72 46.73 3.72 43.86 3.72 43.62 3.72 43 . 47 3.72 16 12 24 12 30 12 35 12 44 12 56 12 2 1 SPACE CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 1.5.5<A>) 2 = BAR SPACING LESS THAN THE PRERgRRED CALTRANS MINIMUM. (BR. DES. DEL.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 1.5.12) Ifl 1 Me DANIEL ENGINEERING COMPANY Project Engineer 3990 OLD TOWN AVENUE, SUITE 207-B, SAN CNEQO, CA 92110 (619) 692-192O Checked by File No Sheet !.!L..of 2.. 0 *- OCtfCT 1.0 .1 ].Z - IZ I =363 72 Ve, = 4) A\V\> -. » Me DANIEL ENGINEERING COMPANY 3*90 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO. CA 92110 (619) 692-1920 Engineer W.L..^. Checked by.. File No... i .1 I VB H i1 i i t1 r / l~Lp A ' S (j> 1 8 °( 12 \S> i $ V- WK 76.5 637 5% 418 425 -3!^ ZIZ € . 4 - t ..il , Bar C~t 1 1 .0 / 8 $ Vt c r e-ji*/'i i i /£ ^ 4 • ^;2*Af'r ryfOS.glf* r*J ^ *. ^t"r?* <&. 1 2. i i .2 /; sa 4. *r-5 f Vta-OO/'/l^i.-jr/ J.~U* «'*« 1 tffiT f^o i -iff , ^- 4 Column ' */ "fjjir /" = ^00 Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8. SAN DIEGO, CA 92110 (ei9> 092-1920 Project .Ck.o.O/>.r?.: KCJO.CI... Date ./..T. Engineer 13..L..Q Checked by File No 1 J v ii 3 Ci H = .& I Co. d P ii 'r Sheet....?.! of. •Aic- o/ /0<a ;?. 7 O 0 2O = 7 I r -T >/ *£ C*. i1"'"ar .a 1 y -? A-3 = 72 11 =rq.— W. / /"rt *"•)I,1 Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 2074. SAN DIEGO. CA 92110 <«19> 692-1920 Ii f f^j? i • ~' • *9 » Project .LrtS.rt.-3.ftj?.. rC«?A<a. Date....*."] Engineer H.LC-. Checked by Jl File No.. IItI1 III t 1 Sheet. -t ,,-J* Ft . 10 -- 5 .i n Co >^t e 2 a a a>~f~ .'esxa. / 7 <sa., 5>/<sre- A* = 5-5 2 ii * N, P T^r^ f* -StT<T~J « n <"i" t*> ~- 7 ~ III r-i Me DANIEL ENGINEERING COMPANY amo OLD TOWN AVENUE. SUITE 207-8. SAN DIEGO, CA 02110 <ei») ea2-i»20 § Project .C-&ja.f}£.(3. JK.Q&4si. Date....rffrij« Engineer JM.L.C^. _ Checked by. 1 File No Sheet... .2.3 of *.'.. 3 e o u7,<v^ ,»iT I 1 | 2-0"\ \ • « A f 1 3 5" L- - (12. -t .03 L, •»• , 09m o o > N r 12 -*• , 03 ^45 ^.S) ^ . JZ ('Sfl U*. « i '- « " S«r«H 1 1 j ... ,,i,H,,i.,,^,!-«w»f«r««H»f1.,,, . ,r4^ppfr'-' | I- w.J-fk 1 1 1 '•"^T'WIWFftlSJIi"}.'... • :.< ti.-ra*'-v*-»«*«*«(««*-»i« e, Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE aor-B, SAN DIEGO, CA 92110 <ei9) 692-1920 I 1 File No.....3<S.!? I Sheet....?..* of 2.A.. Project LfA.OAaJa.....i)<3.. Date.....£r:.&..::j£l Engineer /fd.LC Checked by. I • / 1 i J / j i <=Lf-\ OiA~T M <r rTl t—g><a.g^_s ( o tf» r v > ^ i | J Sc,p>^r APL L .75x4 ^, •j Pil« CLP 2.5 x7.33 x^,75 >, t-S • W . ) i-^ s ^ /<5 x /, 53 >f , AS x 2 - So, I OA Frcx-.'f o-f B«~1 -•- I-0! I « i ?> '• r TT ' -•I >—c 1 c- C_-»v. >c c-- r U^aJ x . *7 " /V.zs x 75, Z "V— =• z / (I'll /KM ^-i L. ^•^i«j/ K - Z * £, ~- &(7l1 Rci_ = 265 -f 8"7 -f 4 / = |J RLI_ = ;^3 fa •t- = 4 i bxrraa.&s p cr . v\~ o cc ere a^-c- , -<TS«•*> 1 I 7 § '] ] 0 -J i II 1 1 i ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8. SAN DIEGO, CA 92110 <619) 692-1920 .....Cn*.<?jfl««; &s>&-.a. Date Q ~ (a ~~ j?7 I JAJL.Ce. . . Checked by File No .-381 • x- . Sheet.. .2.3 of . . 2. '• ™ 1 ~/> Usmj 4 Pa<Js> * "/p"js /3Si/ • /\r*=<\ &~<l ~ ' X« = J73 //? z 1 '-Tru ^" * 12" x IS" PAJ*A, **,.• '/ \ ~*~ * *~*f i * t DL te^p sA«,- -&^ - 4S$P±; <sos ou\ , " , _„ ' 1 ^.L —^ f~a£i~&r — II -f- l& "" ~7 2~ I.4-.I £ ^., - 3S-/' < 7y ^ '-^«.«, . 3.SA 7X ^ IT ^ ' — ^ C? / — r^ ^ax = S - / . 5 .-pp-jc ree | r- /TO X A X. AS» /Vd x 2 16 X • «9S _ ^ | ' * ^^ — 2 x tooo 1 L0 1 ^-- • < /16fc ^ '1 i/&<= 4 - Z" x 12 " ^ 18" /^tf/5 <f £«./4^-4 BEST ORIGINAB 1 II1 I1 i i1 f t i r i i i H f September 1983 7-1 f too Shape Factor FIBERGLASS REINFORCED BEARING PAD 55 DUROMETER HARDNESS 23456 Compresstve Strain, % FIBERGLASS REINFORCED BEARING PADS II FIGURE I -10- AVIV Me DANIEL ENGINEERING COMPANY 38M OLD TOWN AVENUE. SUITE 207-8, SAN DIEGO, CA 92110 (619) 692-1920 ; I Project j£j».a.n.ajKt £3s&.d. £3/rte/a.<£. Date .£ Engineer #l.L.Cr. Checked by~t File NO 3:3.3 i ] I I I Sheet....Z.7 of £.1. •v) C ml 1^ € irv-» C5 -e f e\-T M. r I 0 i~rtl O ( f\ ^ - 110' 20° - 10* f ~T due "To 3 . L-^-JO / /i L>t*.yx -J m - /I f? = z '/*li • "7-S / 2. - /, 33 II n I I I I I I I I I I I I I I I I I I I Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-6, SAN DIEGO, CA 92110 (619) 692-1920 Project &a.riaart....jfx*&.cl Drt»....j£~.' Engineer MLC Checked by.. File No .< Sheet....?.? of....8. I AV\>fir i I t t i i is i t t t t t -, f . r -T 4, ay Dte+J W«ll anJI At File c*p lot* - ,ai 47* -10,11 -55 -73 art n&& 1 3*7. M = 2. = - — zn "1'9 ~r £ar l - AB • 1 '1 1 1 A»l> Me DANIEL ENGINEERING COMPANY Project Engineer jM.b..£~. 3090 OLD TOWN AVENUE, SUITE 2O7-B. SAN DIEGO. CA 92110 (019) 692-1920 Date 2..-..6>.: Checked by File No 3.8*. Sheet 23....of.. rr P - I f=P F - M = J 3. I ,*&~4 ~TLi i 1 I I I 1 I I I I I I I I I I I I I I I A\V\> Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-8. SAN OIEQO. CA 92110 <«i9> 992-1920 Project ........ .<mnam ...... I Engineer M.L.C. Checked by. ,I T MA FiteNo....,3<Sf:r. Sheet 3.0...0f £1. i -75 - 27 i1 i i i 10 . S 76 fr // Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE JOT-B, SAN DIEGO, CA 92110 <«1») 692-1*20 1 ] Project Engineer ........ ML.C-Checked by File Uo.. Sheet....3..l ..... of BW CLc'Ti Foorce. 4* 32, - 78 5.5 10.5' 5.5' 1.23 a.c = 211 I M = M 1- 663 * /37 « 3I4 + •• 55 I I I j I I I I 1 0 •••>I I I1 II t ^I1 BRIDGE DESIGN AIDS JANUARY 1988 Jbl ABUTMENT INVESTIGATION NON-SEISMIC LOADS Abutments, whether founded on spread footings or piles, should be investigated for the cases shown below. A study of the conditions will often eliminate the necessity of investi- gating some of the cases. ABUTMENT DESIGN LOADS (SERVICE LOAD DESIGN) ABUTMENT DESIGN LOADS Dead Load of Superstructure Dead Load of wall and Footing Dead Load of Earth on Heel of wall Including Surcharge Dead Load of Earth on Toe of Wall Earth Pressure on Rear of Wall including Surcharge Live Load on Superstructure Temperature and Shrinkage Allowable Pile Capacity or Allow-able Sot) Pressure in X or Baste CASE I X X X X X X too II X X X X X too 111 . X X X X ISO IV X X X X X X X 125 V X X 150 ZSurehaige 2-SuKharga CASE 1 :::::* CASE III Not*: Ateo considw CaMlVwittira M ^ \\ IvatoadonSupwskue- CASE IV Cas* V wiJ govtm only wtwndMd load I reaction UUahMd of -I o»nwofgr«vUyoIple». CASEV i DANIEL ENGINEERING COMPANY 3MO OLD TOWN AVENUE. SUITE aor-s, SAN DIEGO, CA 92110 (61»> 692-1920 Engineer ....... M.L.£.Checked by File No .3..<S?.. Sheet.....-33....of.... I P«*"Tm^»T7 I 4-o r TO I -3 , Pile I33 ow c rn«» , .3*3 /i//? NF 1 1 <\ 7 5 NK 6 5 A 2> MTOT 17 14 II ^ X 6*.Z £/.6> 40.1 ^SO.Z ii i i i i i i i i ii i i i i i -1 IIi>- ttIIIIItf Me DANIEL ENGINEERING COMPANY 3MO OLD TOWN AVENUE. SUITE ZOT-B, SAN MEGO. CA 92110 («1») eo2-i»2o Project ........ C&.iw0.n.....n&*iCl. ...................................... „ .............................................. Date ..... £ Engineer ...... MLC. ................ . ..................................................................................... ....Checked by !ttnati X P = M • g. ..r S7 T.•y No. )i pile-• P ro /\T A E*^U Sheet....3.4:...of /33 = 4 mm t t 1 Me DANIEL ENGINEERING COMPANY Project (*:M.r}jjaM......££?.&.d..... Engineer M.L.C. 3990 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO. CA 92110 (019) 892-1920 Checked by Sheet.. ..O.£... .of fi. | 1 ] X P= \ <? fr"ni»n F^ SO vjoue~' ~J no cy/ +38 - - I02O \ I W/ 11 )4 p - /5S >fe NG X > = 51,6 1020 51.6 - 121 < HO I I I il I1 II lltI1 I «r '3ig^ Me DANIEL ENGINEERING COMPANY 3900 OLD TOWN AVENUE, SUITE JOT-*, SAN meeo, CA 92110 («i») «92-i»ao Project ^K^aaOaKa &9.tf*Ji. Date.....^." Engineer ...M.LC. Checked by! Sheet £.> O ,1 4 p . I P M | j " I. I 1' l/V/ 14 n* I MB DANIEL ENGINEERING COMPANY Project .< 1 Engineer M.L.C. J I 1 HI Vl rG P- - Al- --32 I F- 14 8 3990 OLD TOWN AVENUE. SUITE 207-8, SAN DMEGO. CA 92110 (619) 692-1920 Checked by File No.....-3<£3. .^.7.....of.. 4 3 I I I I ITT7" '"c«'-*r' -- 5 ex "7S S"/. = ISO ft o2 o I i j j i I i i i j t i I j i f I Me DANIEL ENGINEERING COMPANY Project ......... .&. Engineer ........ M.L.£r. ^ SMO OLD TOWN AVENUE. SUITE aor-B, SAN DIEGO, CA 92110 (6i9> 6*2-1920 Date ...... .•£"..<£."<££?? ........ Checked by File No Sheet.. ...-3.2....of ..... &. -821 ~ " t± xvi /or / O<*a r-r-y H rZ?/*-.jsr J If~f{ ^",«, 7 / ,.' r'l«fc / P- ,+ - /•<zuc ~r&c~r>irt,. ~T*"S, ^ /, / 74./ 'tf/ F = 82 •+ zil U&e ui~T''™«'Tc f ,~T "To MM DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8, SAN DIEGO, CA 92110 <ei«> 692-1920 Project .....Lr.ifi.fiff.an Kasxd.. Date «£.r..<fi.7. Engineer ....M.L.£L Checked by File No ,£.:•:.! Sheet....N;±.'..of.. i A 14 * TO L 4 +cziAimfrt i -te>I ~F0fC ^> CTVl H * /• J? -t/ i * it < ~r*t Crifb yi -O *L, *<H- -k> J>/ rt* -ft p Ton/ TO/I ny or +. 12 * 12 i I IJ Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE MT-B, SAN DHEOO, CA 92110 <ei9> 1192-1920 "| J Project _ Engineer ...ML.C. ........................................................... '. .................................. ............ Checked by File No.... .-3.5.3 Sheet.....4.0....of......8 | _ • J- H P ! c?^<7 no ~> I i> I t t t y a sn I_.^^^ 1 ' ^W^r M<* " !'~rV; *"1:* ' !-••"- ^r-:&;*^*&^r>t •SWB •», • • . J Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8, SAN DIEGO. CA 92110 <ei») 692-1920 • Project :urtajMtfl.n...;..cS{?.a.</. Date.... £~& ' <?*? "I Engineer ML*.C-. Checked hv M J ^ A L^tr* 1 Q 1 I -j |, 3^^ C^L |r^^_ Sac § D-» 1 /i Z tU^ •-4 1J t 1 ^ I 1 F 1 3 1 1 1 File No .3:5.3 1 Sheet f?..(. of Si j «• /> 1T rS «?» '*-, -r~£>ff. i,i<] m 1 1 1^^^XO^ 1 | |iii.nl r r / •k. wov 1 1 w/ 1 II S^r\tsex.r o+-r i^\ i><s«ina;e «s:t/<r»TT, /*»xi TT^V &Le.~r»\/e. i^ei^~Th /=>i-«r&s«<rc »<^ / ^«**-C.H»«^« •O /^ <J | VU-- -6x2x^1 ^ ^x *J£ - S^^ 1 "' fU,- WX2^ 2^x16 = -76^' | * WorL.^o s)>«a rxsii- R.- AtJ^A I\J \J • II 1 II I/ "3= 12 ,<£3~ \(o ~ A - fc-2. - 11,72 •' 1 ^- 1300 ps; , -Ts=2^0^? j, n = ^ * = r^ = 0.04 Mz U,. ^. 1?.,^ ^ V= .is-^Ld =7.6" >.sd" OU | 1 1 1 1 1 ^^ '^3**XS$«&^^ • ] Me DANIEL ENGINEERING COMPANY awo OLD TOWN AVENUE, SUITE aor-B, SAN DIEGO. CA 02110 <«i9> e»2-io2o II Engineer fc\.L£.. '. Checked by '* File No , *» Sheet....4.^....of .S.A IJ ALJ~*J &</**/* *I I I I I ll ve > u.t'V* le*~l L- : DL + a is~Tr,cju I a a. Ji t ~fZ> L - Zl £> f\ ^ / tSaueTTlI /. IS **s & / / — - ~7.QS £r V~*x 4 M* U- t = o.ait* 2 +-47 Tc 3 1 MB DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-a, SAN DKOO, CA 92110 <ei9> 692-1920 • _. /*" & I .* *y — ^ - <=>e» •rroject .^rr.anft.Q.Ci J:\OA.CJ. Date &.... Engineer M.L«..C~ Checked by. I ,] ] I 1 I I I 1 File No.. A W Sheet.S.i ic,r\ -j-or Sure no f<% <- +36, x(/0)/Z — = ,7Z If 'S L 12 OuTm«g«iT ~~h)cz c>our ezcross, = ((, * 4 + 7,33 . * . / • A - O .7 C, I I I I I I I I I I I I I I I I 1 I Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE JOT-B, SAN DIEGO, CA 92110 <ai9) ««2-i»20 Project .£a.tijjj.tf......&ad...... Date...^..r.« Engineer M.LC Checked by. File No 3 Sheet.. ...4.fL.of £..].. f "AI*J PJ* &P -Tr.Kvr,*lll« \a •" s~i~r -k f r\l \f ill To -4 -+ o. oc. s Pv = 10.2 ^ ' z r M =• I I r^ t t t OL = .38 .% ^ * IZ 5(5 i MB DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO, CA 92110 (61») 692-1920 Project £~<a.n.(!&.Z!....J&&&Gi. Date j?.' ~j Engineer tt.L.0.. Checked by ] j I 1 j a. i i i i i File No > Sheet...Ai?.....of 6. r. a I—) } c^ =-nr « <? /v> LJ&Sstc,*-) For ^ \ Jload i rd <:. r L OO-Q pxad a GUL = ,'-s " t X — • n 1.0 ^- = /67 M d == 44.1II 7 Top I Me DANIEL ENGINEERING COMPANY SMO OLD TOWN AVENUE. SUITE 207-8. SAN DIEGO. CA 92110 <ei«) ««2-i«>o Project .(^jMa.a......Ka>a<3. Date £. "1 Engineer M.L.C.. ..Checked by I f i1 H H l — <• "THf !=> V, -- 83 f - 73 ie File No ... Sheet...A<> of .4 o'f orr i . O r i-v • i" i" t t ]fei-llli-.iJS. J Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-a, SAN DIEGO. CA 92110 («i9> 692-1920 Project .L~a(jeijaan JK&O.J. Date £-.3. Engineer M.L.CZ. .'..' Checked by File No.... -3.^3. Sheet....A7....of.. i 3 J I 0 I Jn^IU '•VW I ' JS. A t 46 L - 20 ' £.t«»n i<rd«f.a<^ ' "rcr ver"Tictfvl vv.\j H - 2 x J. 23 x IT.33 x .15 x + 7/z x 17.33 x 1-33 x .15 x + 6. 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File No ;1 ] ] ] 3 I 1 (• &/ro £> **fi i JT,, 2S.O-7 , 50. = 8% 3 F-t* O^7^n«-L ^iT ^ , ; &&-T i c- r, L.I -llO UAX f^c //. = 7.7 // r . r'« pa. u UlS/nA /«< .5 -/ «/> -I -L\.l *» C3nTrM -fr\ /_5 , x 1,7 <Z I _f 4- o € tf**,™*m (=>,!* dcflf-l.»*i = .20' 14 = Sheet 4:L..of <1 fa I I I I I I I I I I I I I I I I I I I I I I I I .-rp^^T^^^^^w^^s^^g^grj^js^^ Me DANIEL ENGINEERING COMPANY 3900 OLD TOWN AVENUE. SUITE 2074, SAN CMEQO. CA 92110 <«i9) 692.1920 ^* ^w*» I •••-•• Project .Wid.jctja.ajrx .cs.flA.<d Date Jfc.rr. Engineer M.JL.C. Checked Iby File No : Sheet....SO. .of CJ!*•»"«• »~v " v /j" r /IiCla proctra.*^ -t-or fclt^<^ A/ I I I I I I I I I I I 4- r. biXT DAX 0 DAX = , o 2 ,4/3 X =Be/if" 3 ,3.35 MB DANIEL ENGINEERING COMPANY 3MO OLD TOWN AVENUE. SUITE 2074. SAN OKOO. CA 92110 («i«) Project ..CcunaQin. R.9&A _ Engineer fc\.L..C. Checked by.. File N0.....3-53 Sheet...j5.! of a.).. / ' — '*jTj'r, kit*, i 'd/i r~ia.cZTb r* DAY R /L G - /ftoov) 2 ( 144 - DAY A Z 74.5 72*116,1-73 D/\Y E^-f 1277277 i /S2 Si / (/o / 1. MfeBk. - , . . ,. '^H^^^^^HP^^H^r ' *~ " 'x f •-'.'• . • •••••^JVT --"^.f ;•-:'•> i*»i '-•! '-'•?- *;-"^v f'-* -*vj " - '•**• «- f^iT f ' ^^^rr^ffi^flnl8^ ^^^Bru^PTP^^pT^^TrffiS^SoFl?^?^^ "" ' ^HMMBf'' *BB» • Me DANIEL ENGINEERING COMPANY 3990 ou> TOWN AVENUE, SUITE 2074. SAN ocoo, CA 92110 <ei9> M2-1920 * Project L.&ja.a.9x}.. Kaa.J.. 0ate,......5S'-/5i-<9<? _ tt 1 -^ -..• 1..... > ; 4, — Engineer /7.)r..<-r................ .... . . Checked hw File No 3;^?.. Sheet... .52... ...of.... Si 1 M, r+ D 4 > 4 F-f ' -•• 1 lOfrt Crn / *— ^1 &/(< £3t*\ 1 iQ f /Cl(^lOf^^ 1IMP 1 I l~o £.A\(b yi P,<rr 2 3 4 s DAY .5^5 ,5SS ,5S5 OAx .^/3 /335 'Sf ' OBY 0 0 0 O ' DBX O ^) 0 o 1 Gt— i l_ A + A J A A r~) I / 1I^~-^t- ^" ••• -t-i'CCwl ^ * ^i C-C C~t*i 4—*S C-CX.G* l**-^y&~^* 1 1 1 1_ 1 1 Uc-ck* Per 2-T 'B P.cr^-T -B Pi«rr^ -T •• C2^r^ Pirr 5 -T -B. My O. 0. o. o. o. o. o. o. HU 76.6 34 < IIS . c=*\ 7/3 4^ 77S N 14 n 1228 1312. /Z5S 7-4&1 126(0 14 IS 1 1 1 i •a.B^ • JMi^b. .. "^•""rl^^^^H|^Mfc'$rt V.-'W • "• • •-« ' *•* is •'••*«* . J '.•»*- . v •-* if »..--.-, -v^. -~f>«3tii-':r-: . -^y^ffil • MB DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 2074. SAN MEQ ™ Project C~eilt jQjci&iti. j^r*A^l L Engineer ...fclLCL ^^^^i^i^M||^^^ O. CA 92110 (619) 692-1920 .... ... .... Checked bv „._''";" 1 .-. : 1 1 I I I I" (LL+X) m 1 i i i i i i Lec*-(,t,A D 1 T-A / rr / - 7 E» \ - T LX j — r*/ / ^/" M * / -£' r^ r; -r- 0/ ^70 5^0 /^x ^2<9 1130 •SI8 /v /3d) /30 GO 133 // C_^^^" _/_/y _ ^ *^^i. *vi- <r ^, -A c-<tf j<g ^^ ,x*» J7" A'f UaJ/^ P/>r2-T -3 P. ' - T £ P.^ -f -T *2 -3 My 2440 2.A 62. /J^^ i ZA 63 My 4 '5 no /^o 13 "7 K) >455 •f \£ \ A /'.^ ^*/ £^CD 4S8 4S8 File No ^£3. Sheet....S.4..!.of .S.I & S rta s f "X 1 I' /G.*-'«.\ lo*.4*. .nv (T°f>) ~ /2 (.26.26) •/• H/2 (dlS+.tS) n/Eot ~ y IJ /z i Gxfbanf COLUMN ANALYSES CONSIDERATIONS Bridge Design Specifications seismic criteria can result in extremely dense reinforcement in columns. There are a number of analytical solutions a designer should consider before deciding the column size and spacing best suited for the structure. Following are some recommendations which designers should consider. The recommendations generally apply to long or narrow structures. . . Span lengths, column sizes, and column architectural features are often selected rather arbitrarily when the General Plan is developed. The first step is to determine whether these arbitrary decisions will actually be practical Preliminary BDS, bent cap, and dynamic analyses should be made. These analyses may be rather limited at the early design stage. (The dynamic model should encompass the entire structure, including connecting ramps, within program limitations. Long structures can be divided into groups of frames for dynamic analysis, but groups must overlap and suitable springs must be assumed at group ends.) The results should be reviewed for critical column loadings. Those columns suspected to require mmrimmn reinforcement should be analyzed in the YIELD program? If longitudinal and transverse reinforcement is acceptable, the frame arrangements can be assumed satisfactory, and superstructure design may begin. If column reinforcement exceeds preferred im«imrnnyt frame revisions are in order. Revisions which may help are: 1) Pin columns in multi-column bents and selected single columns at one end. 2) Add more columns per bent 3) Use broader single column. . 4) Consider continuity at top of single fixed-ended columns which are not true cantilevers. 5) Utilize torsion and distribution to reduce P-load effects on single column bents. 6) Use larger column(s). 7) Use higher strength column concrete. 8) Shorten spans and add bents. 9) Add hinges or consider temporary construction hinge to reduce sensitivity to shortening. 10) Increase elastic length of short columns. 11) Use pile shafts in lieu of footings. 12) Reduce prestress and thermal force coefficients where appropriate. In addition to the foregoing, the following two items may impact column structural decisions faced by the designer 1) Aesthetic features. 2) Outrigger bents. You may wish to use one or a combination of these items. Cost should be the primary consideration, but not the only one. Cost is ambiguous hi the sense that it is estimated based on average conditions. Some of the column choices above may not appear cost effective, but may result in savings in other features such as footings. Furthermore, a column congested with reinforcement may be poorly constructed Supersedes Memo to Designers 6-1 dated October 1985 MEMO TO DESIGNERS (a/trans I I I I I I I * 2) A^m^reco/Jwm^periertr.-ThisaltemativecanusuaUyreducecoliinmsizewhichwiUreducethe longitudinal stiffness and moments. The frame will be stiffer transversely. Adding columns may • not be aesthetically pleasing. Aesthetics is important, but not to the point of sacrificing structural integrity. A second column may be the appropriate solution (for narrow structures, two closely _ • spaced columns may not leave room for flares). Axial tension due to overturning effects may ( reduce shear capacity in multi-column bents, but other benefits should prevail. Multiple columns ""' will allow pinned connections and significantly cheapen foundations. I I I I I I I I I internally and will not perform as designed at a critical time. Any one of the solutions above may solve one problem, but cause another. Following is a brief review of each solution, citing both beneficial and detrimental effects. 1) Pin fixed columns: This method should be the norm for all multi-column bents and a consideration for selected single columns. -Seismic-«ffects-can -be-reduced -by-softening, structure .response. However, the designer should be aware that the fixed end moment for other loads could increase and result in larger plastic moment and shears. Furthermore, pinned columns act as cantilevers and are thus subjected to higher moment magnification factors in the design stage. The combined effects of increased group load moments at the fixed end and moment magnification could require an increase in primary reinforcement Short, stiff single columns may bepinnedif the abutment or adjacent bent can assume added load and retain stability.Pinned columns must be supported during construction. End columns in frames can also be designed to slide on the footing during prestressing and then externally keyed to footing. The biggest advantage of pinning the column to the footing is reduced foundation size. Pot bearings or base isolation bearings, though expensive, may provide a satisfactory solution in some situations. 3) Use broader single column: This choice would be an alternative to adding a second column to a single column bent by providing good lateral stability. The column can be pinned in die longitudinal direction to reduce foundation costs. Use multiple spirals for reinforcement. Ties are not recommended because of the severe requirements for confinement cross ties. 4) Use available continuity at the top of single fixed-ended columns: Single columns, fixed at the top, should not be considered as cantilevers (0.99 Distribution Factor) in the transverse direction in the YIELD program; Cantilever moments are magnified significantly in the program. Box girder torsion provides significant restraint A D.F. of 0.90 can conservatively be used without a frame analysis and will greatly reduce moment and reinforcement Use STRUDL to obtain actual lower D.F. values if slenderness is significantly increasing the moment magnification factor. 5) Reduce P-load effects on single-columns through torsion and distribution: Trial STRUDL analyses shows that superstructure rigidity reduces transverse moments significantly in many single column bent structures as compared to the typical cantilever bent analysis. The standard method of treating a single column bent as a cantilever for maximum transverse moment is quite conservative in box girders. The trial STRUDL analyses shows that a significant portion of wheel loads, applied at a bent near the edge of deck, is distributed to adjacent bents. The designer should -r-•-J^BBl«Br'r1t:'"•rTTr:r-' - "7 f---yw ••'-.. -.r--. Y^"'*r'~T-"T-;v ' ?*:•>" ~T3SK:-£'«-:S "i iPBF w ' ?• • J Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO, CA 92110 <«19) ^92-1920 Project .C,.a.xifl.An o/a^azx Date ~l Engineer £1.L.£«. Checked by •J File No Sheet ££....of §.]. (L L + x)z - u - m. 0 reZr A pp \y ~h "Toor It* •+, 1*j J 1 L>,*-l*. Pice 2 3 S 1 £#*£ 2T ^^e/ 327: .L.C.S n My TO P •••<• 2°l(*4 3734 2^6, ^^^ JZ7 ^ .^ t x A^y TOP 777 / 2200 77^ --f fia r r\ £>£. (iwrnti.* wl' D i)/' Ov + r-r«'a ,-r* ^"^ Us ~ Tmrnl y <%<?"'* >7~i,, ci GDImO) o MK- **•**- 5186 F. S. - /, *t / II jiMfemv: ^jB^HBHv" (*• •"•'•'••- ••• ..( r ._..-- i :. v •• }.i--v^rji^:v..,.^!j:.; • f;^£> . ..v- ^:^.jp|^g^-;j3p«.,,;^..->f^^.:^:_^j»j r» ,.IRPP* 1W . IMc DANIEL ENGINEERING COMPANY SMO OLD TOWN AVENUE. SUITE ZOT-B, SAN DIEGO. CA 02110 («i«) 602-1920 p.-n t-n* 'X^*'^ Lc~.*.J r\-^tn 2 ~ t^\ ~ Al "1 Engineer.. /^L^- . Checked bv I1 1 /j L+IL f s~ "LL M s "^ri' *iii ^ /^^ ^rr Z -T -JB -5 n^- r . -2 P\er 5- T My I44G (456 MX 276,4 22^0 10*0 2^24 1180 2(*ci(fi 1234 )/> ^. 2ZT - //W,; -• ^ , /^^^B I yi / 1 ^^_ i /•• rr rvyl or\ Cr^Tru^-TT^r-cr SI • | Superr - \A/ -j-r«MA - 5^ p&~r , / #5' • C/_ \A/ — ytx\_^ x»>* N 273 ^7^5 271 271 272 272 File No 3.^*5 Sheet.... 5.k?.... of ^.A. (Group IL * 3?) oU*f(7'^- ,3S ^/f-t -+ Trans — ,OIZ f7~) - . 3 . V '.£;,.: 1 Me DANIEL ENGINEERING COMPANY 3900 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO. CA 92110 (019) 6*2-1920 Project £z6.n.'a&n ^oef.d. Date Z~J..4.-.&3. Engineer /If.jL.Cr. Checked by • I 0 L •!•••» P <•.-<> -T •s ^3 ^ •T' '2 ^ 4 r - & L^. i**- f -*- -3 My m* gS7,3 453,4 545.4 323.C ll&.(. 233. 1 7^3. 7 My 221.1 2.75.0 156.3 /^.7 171.2 2*2.1 2C6. I 245-7 M -76,^1 -70-1 - SO. /I — 93 ' 1 ~ ^ 1 ?5^-^l.ol ~ 6>*t • lie - 61. '6. File No g.g?.. Sheet....5.7.....of &.l. I G 100 * / LF ZZ S , 10 - .21 V-ft ,20(,6%} + ,04 - .0(0 tutSWiS.! Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE, SUITE ZOT-B, SAN DIEGO, CA 92110 <e«) 692-1920 .Date £-../£.-.<52. 1 Engineer /klII I-' W j• / » i . C«1 • •1 1 11IJ 11J »1 "T"/) r / II |! |J •1P • i|J f dr ^^^^^HHRHH^BHR^^SNlMra^Klerffi [i C. ,. /. , Loc*J-Q>« Pifr 2- T -3 ftfr $ "I -8 r>ct 4 T -6 f\ef-S'T -3 Force locA.On firrZ-T -B R-r 3 - T -8 P< rr A ' T B H^r 5 T -B iffinMHH^^^^^^^^^^^^^H , ^w My io.o 4&.i 14.2 &A *m*3 14.0 4I&4 MV O O 0 O C7 0 0 O •••••IP^^^^^^^^^^^^H ^c.-.-f tf* HSl.l 205-2 121,1 » /^27 /7?,2 /B^- / 2&.I M> /5-M «o41 ^247S 530 ^7 /151 - -\ A; - 2/.S - 2/.S - 2.3. ~7 - 23.7 - 24. S - 24-5 - 20.3 - 20.3 H 3. 6 3.6, '/3.0 -i3.0 - 14 o -I4,o ^.s ^— «w«^^« Checked by File No v^l? Sheet.... £jf of £. S i i ,- / j 1 1C- ^ OT<^d o 1^-oa.o 2- S>** "5^cJ" UJ 3 ^^••••^^^^^•••iHH^BBI^^H^BHHBBBBB I ftfl tf«fcatewsvj',, mmm wr • j ' ~ ] Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-0. SAN DIEGO, CA 92110 (»19) 092-1920 Project tnA.ttjno.ta t\aaja. Date ?.. -j Engineer ML.C. Checked by J File No... Sheet....53....of. i C< LocA'O* 3 P. -y -r'licr 3 -T -6 -B P\Cr ^ - T 8 My 747 Imil 310^ IblOl SOAO ^Ifo MX 688S 8711 B2S& 5120 &C2.A 83 1 2 N -43 -A3 -30 -••50 ;« £. *£ -T I Uc«±**« P,cr 2 - T fir* 3 • T - 6 Ptr,q- r -3 fiff-S " T -B ^/ 1^73 £070 IS 12 MIS ^-5 // Afy 22 ^/ 17527 11732 22* IB ^jQ» ^J ^J ^ ^C^J ^i • ^B A/ -142 - 10 / -Id "-£ -/^0 BEST ORIGINAL I l'l II •-• ^v^r«.-s^^^ Me DANIEL ENGINEERING COMPANY SMO OLD TOWN AVENUE, SUITE 207-0, SAN DIEGO, CA 92110 («i9> 602-1920 Project £*t3/L/jjG>.r?. ./tasusL Date <£.. Engineer MLC Checked by. 'i>d<•>* I File No Sheet t>.w'....of £... ^ 2(454 {.Mo fa} + /8*J , os - t ! \I I I t l—OCtiiior} Per 2 -T ~8 P.r'Z- T "P A -7- B ~-3 M> o 0 c 0 0 0 0 O tt* 11 Z 223 I44 I72 I78 N - I - I I I -I I I t .1 f 1 Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-B, SAN CNEGO. CA 92110 <ei9) 092-1920 .Date. 1 ] Project ±r.-. Engineer MtL.C. ..^Checked by...... File No .£.£.3..... Sheet... &s.\ of 5. I'nzlct niul /4p>p><?r\d i* C- 3 Local *n P,crZ T B ?lfr$ T B ft" 4 T B O f~ -T B X/i proy. 32,10 3S.IO i > " i i i , % '• " ' ' • r 1 ' i \ L30v> Lead ZP-2 I23X-- 2. X P- / yrr -z Z P-l </ 1 1 «•• 2^ — T" D^ ^ 1TJP-2 I -f n > I,!. • j Me DANIEL ENGINEER ING COMPANY • ' Project C.a.rir}Q.!C\ & " Engineer " ' " i! ^ 3990 OLD TOWN AVENUE, SUITE 207-8. SAN DIEGO, CA 92110 <ei9> 692-1920 Date ifi i i J e I (—>O lu Checked by File No Sheet.. ...C...4....o1 ....... o.. i l T6 fci^i« - 25.07) i r i ~ • S 1 1 ** * * * * * * # * 4: * * * .' STAAD-III REVISION 1 PROPRIETARY PROGRAM OF RESEARCH ENGINEERS DATE= TIME= * * * * * * * * 3 175.5 55 0; 4 0. ; S 175.5 0. 0.; 2. UNIT KIP FEET 3. OUTPUT WIDTH 72 4. JOINT COORDINATES 5. 1 0 55 0: 2 74.5 55 0; 6. 6 452 55 0; 7 74.5 13, 7. MEMBER INCIDENCES 8. 1 1 25 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 7 9. MEMBER PROPERTIES 10. 1 TO 5 PRISMATIC AX 56.74 11. 6 TO 9 PRISMATIC AX 25.07 IX 90. 12. CONSTANTS 13. E 485592 12345 14. E 467928 6789 15. ALPHA O.OO0006 ALL 16. POISSON 0.2 ALL 17. SUPPORTS 18. 1 6 FIXED BUT FX MZ MY 19. 7 TO 10 FIXED 20. PRINT JOINT COORDINATES 0; 5 9 276.5 6 < 377.5 55 0 ; 10 377.5 12 0 783; 894; 9 10 IX 374. IY 6742. IZ 124. IY 50.1 IZ 50.1 I II I I I I1 f-'l ] ] I JOTKrr COORDINATES COORDINATES JOINT 1 2 3 4 5 6 7 8 9 10 ARE FEET I VA 0.000 74 . 500 175.500 276 . 500 377 . 500 452.000 74 . 500 175.500 276 . 500 377 . 500 UNIT Y 55.000 55.000 55.000 55.OOO 55.000 55.000 13.000 0.000 6.000 •12.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ************ END OF DATA FROM INTERNAL STORAGE ************ f IIt 1. PRINT MEMBER IMF ti ™T MEMBER INFORMATION MEMBER 4 5 6 7 8 9 START JOINT 1 2 3 4 5 7 8 9 10 END JOINT 2 3 4 5 6 2 3 4 LENGTH (FEET) 74 . 500 101 .000 101.000 101 .000 74 . 500 42 . 000 55 . 000 49 . 000 43 . 000 T^viwrM^pwjnv BETA < DEG ) 0 . 00 0 . OO 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 RELEASES 000000000000 000000000000 oooooooooooooooooooooooo oooooooooooo oooooooooooo oooooooooooooooooooooooo oooooooooooo ] ************ END OF DATA FROM INTERNAL STORAGE ************ .'. PRINT MATE . i <^/s p 1 m n »fj ^nml! M ff^| P! 1 /—, ;•?. 4 5 6 7 8 qj * £ * * & * * 485592 485592 485592 485592 485592 467928 467928 467928 467928 * * * * * FNn DF . 0 . 0 . 0 . 0 ,0 .0 .0 .0 . 0 DATA 202330 » 202330 . 202330 . 202330 . 202330 . 194970. 194970. 194970. 194970. FRDM TWT '._.' 0o o 0 0oo 0 FRr 0 S.I 0 0 0 0o o o JAL . OOOOOOOO .OOOOOOOO . OOOOOOOO . OOOOOOOO . oooooooo . oooooooo . oooooooo . oooooooo . oooooooo RTDRAGF %1 0 f'i 0 o 0 0 0 0 0 L- -.L- -.(.-r. A * . 00000600 OOOOO6OO . 00000600 . 00000600 . 00000600 . 00000600 . 00000600 . 00000600 . 00000600 *$#«*#* 24 _t «w ' I f-j M ;-J *"j lH m rlPJ m j1 IM i -jIII 1 "- } ) -J •H •ij mi 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 LOADING 1 WIND ON STRUCTURE MEMBER LOAD 12345 UNI GZ 0.35 6789 UNI GZ 0.22 JOINT LOAD 1 FX .36.3 2 5 FY 70.2 3 4 FY 80.8 2 5 MX 694. 3 4 MX 800, LOADING 2 WIND ON LIVE LOAD MEMBER LOAD 12345 UNI GZ 0.21 6 7 8 9 UNI GZ 0.07 JOINT LOAD 1 FX 27.2 2 5 FY 21.0 3 4 FY 24.2 2 5 MX 208. 3 4 MX 240. LOADING 3 THERMAL FORCE TEMP LOAD 1 TO 9 TEMP 35 LOADING 4 LONGITUDINAL JOINT LOAD 1 FX 30.9 LOADING 5 GROUP IF'l CASE 1 AND 3 JOINT LOAD 2 MX 4880. 3 MX 4924. 4 MX 4931 5 MX 4875 LOADING 6 GROUP IP1 CASE 2 JOINT LOAD 2 MX 2924. BEST ORIGINAL J iO, 5 MX 2912 61. PERFORM ANALYSIS PRINT LOAD DATA D ON STRUCTURE MEMBER LOAD - UNIT KIP FEET J MEMBER 1 2 3 4 5 6 7 B 9 UDL LI L2 0o 0 0 0 0 0 0 0 . 350 .350 . 350 .350 . 350 . 220 . 220 . 220 .220 GZ GZ GZ GZ GZ GZ GZ GZ GZ 0 0 0 0 0 0 0 0 0 . 00 . 00 .00 .00 .00 .00 . 00 . 00 . 00 74. 101. 101 . 101. 74. 42. 55. 49. 43. 50 00 00 00 50 00 00 00 00 CON LIN1 LIN2 .] ] J JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y 1 2 5 3 4 2 5 3 4 36 . 300 0 . OOO 0.000 0 . 000 0 . 000 0 . 000 0 . 000 O . OOO 0 . 000 0 . 000 70 . 200 70 . 200 80 . 800 80 . 800 0 . 000 0 . 000 0 . OOO 0 . 000 FORCE-Z 0. OOO 0.000 0.000 0.000 0.000 0.000 0.000 O. OOO 0.000 MOM-X 0.000 0.000 0.000 0.000 0.000 694.000 694.000 BOO.OOO 800.000 MOM-Y 0.000 0. OOO 0.000 0.000 0.000 0.000 0.000 O. OOO 0.000 MOM-Z 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOADING .2 WIND ON LIVE LOAD MEMBER LOAD - UNIT KIP FEET t i MEMBER 1 2 •-* 4 5 6 7 8 9j UDL LI L2 0 o 0 0 0 0 0 0 0 .210 .210 .210 .210 .210 . 070 . 070 . 070 .070 GZ GZ GZ GZ GZ GZ GZ GZ GZ 0 0 0o 0 0 0 0 0 . 00 . 00 . 00 . 00 . 00 . 00 . 00 .00 .00 74 101 101 101 74 42 55 49 43 . 50 . 00 . 00 .00 .50 . 00 . 00 .00 .00 CON LIN1 | JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y LIN2 MOM-Z 00rn O7} G> 1V ',-. -jj 1 •1 fry _1I1 l« m •Im• M I1 1 1 1 :- 1 f-.- 1 1 |WP 1rim • 1 2 0 . 000 21, 000 0 .. 000 0 . 000 5 0 . 000 '• 2 1 . 000 0 . 000 0 . 000 - * ':-x~^3 %$HSA£j?OQa3ti^^ Q • ^i^^^^^^f^ , 4 0.000 24.200 0.000 0.000 2 0.000 0.000 0.000 208.000 1 5 0.000 0.000 0.000 208.000 3 0.000 O.OOO O.OOO 240.000 4 0.000 0.000 0.000 240.000 I L.CAD.IN6 3 THERMAL FORCE 1 TEMPERATURE LOAD IN MEMBERS 1 MEMBERS TEMPERATURE 1 1 35 . 00 2 35 . 00 3 35 . 00 4 35 . 00 5 35 . 00 6 35 . 00 7 35.00 ! S 35 . 00 9 35 . OO LOADING 4 LONGITUDINAL 1 , JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X 1 30.900 0.000 0.000 O.OOO LOADING 5 GROUP I PI CASE 1 AND 3 JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X 2 O.OOO O.OOO O.OOO 4880.000 3 0.000 0.000 0.000 4924.000 4 0.000 0.000 0.000 4931.000 5 0.000 0.000 O.OOO 4875.000 LOADING 6 GROUP I PI CASE 2 JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X 2 0.000 0.000 0.000 2924.000 3 0.000 0.000 0.000 2893.000 4 0.000 0.000 O.OOO 2905.000 0.000 0.. 000 O . OOO O . 000 *^H£8£fti&&ii&^ 0.000 0.000 0.000 0.000 0 . 000 0 . 000 0 . OOO 0 . 000 0.000 0.000 MOM-Y MOM-Z 0 . 000 0 . 000 MOM-Y MOM-Z 0 . OOO 0 . 000 0 . 000 0 . 000 0 . 000 0 . OOO 0 . 000 0 . 000 MOM-Y MOM-Z 0.000 0.000 0 . 000 0 . 000 0 . 000 0 . 000 •MM !•><?/ ijyjjssBiil • . •• • • DOm H 0 73 O z ]*************** END OF LOAD DATA ****************_ —--"^'TJjf^^ 62. PRINT MEMBER FORCES LIST 6789 MEMBER END FORCES JMEMB LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z ^J3 -j J 8 ! J 6 7 1 0a: O feLU CD 1 7 2 2 7 **? 3 7 2 4 7 2 5 7 2 6 7 2 1 S 3 2 8 3 3 8 3 4 8 3 5 8 3 6 8 •-* 1 9 4 2 9 4 3 9 4 4 9 4 CT OID Y * nto 9 4 1 10 5 2 10 3 10 5 4 10 5 5 10 5 6 10 -70 . 85 70 . 85 -21 .50 21.50 3 . 62 T / *~k•J* - O*i -0 . 58 0 . 58 0 . 00 0 . OO 0 . 00 0.00 -30 . 1 1 SO . 1 1 -23 . 70 23 . 70 -12.97 12.97 0.55 -0 . 55 0 . 00 0 . 00 0 . 00 0 . 00 -81 .59 81.59 -24 . 78 24.78 -14.04 1 4 . 04 -0 . 65 0 . 65 0 . 00 0 . 00 0 . 00 0 . 00 -69.16 69. 16 -20 . 25 <"i A *~i cr.iiU • -*£.*-? 5.47 -5.47 0.82 -0.82 0 . 00 0 . 00 0 . 00 12.00 -12. 00 8.93 -8 . 93 -86.76 86.76 10.10 -10. 10 0 . 00 0 . 00 0.00 0 . 00 5 , 93 -5.93 4.44 -4.44 -17. 04 17.04 5 . 04 -5 . 04 0 . 00 0 . 00 0 , 00 0 . 00 7.80 -7 . 80 5.85 -5.85 22 . 38 -22 . 38 6.66 -6.66 0 . 00 0 . 00 0 . 00 0 . 00 10.58 -10. 58 7.98 -7.98 81.42 -81.42 9.10 -9.10 0 . 00 0 . 00 0 . 00 -20 . 56 1 1 . 32 -12.50 9.56 0 . 00 0 . 00 0 . 00 0 . 00 59.27 -59.27 35 . 66 -35 . 66 -13.18 1 . 08 -8.45 4.60 0 . 00 0 . 00 0 . 00 0 . 00 63 . 00 -63 . 00 37.01 -37.01 -21.83 11.05 -13.33 9.90 0 . 00 0 . 00 0 . 00 0 . 00 57 . 50 -57 . 50 33 . 80 -33 . 80 -17.65 6. 19 -10.91 7 . 90 0 . 00 0 . 00 0 . 00 0 . 00 60.85 -60 . 85 36.45 114. 33 -114.33 54.31 -54.81 0 . 00 0 . 00 0 . 00 0 . 00 246 . 77 -246.77 146.11 -146. 11 33.25 -33 . 25 15.90 -15.90 0 . 00 0 . 00 0 . 00 0 . 00 72.22 -72.22 42 . 70 -42 . 7O ~"O«a * Oo 38.36 -18.40 18.40 0 . 00 0 . 00 0 . 00 0 . 00 -81.64 81.64 -48 . 30 48.30 -110.71 110.71 -53 . 03 53 . 03 0.00 0.00 0.00 0 . 00 -240.51 240.51 -142.38 857.29 -187.85 453.17 9.96 0 . 00 0 . 00 0 . 00 0 . 00 474.59 -2963.73 273.29 -1771.07 345 . 39 -453.36 453 . 26 -94 . 29 0.00 0 . 00 0 . 00 0 . 00 269.99 -3734 . 85 164.99 -2200 . 78 1138.55 -332.96 599 . 26 -30.37 0 . 00 0 . 00 0 . 00 0 . 00 853 . 60 -3671 .01 509 . 1 9 -2165.36 783.70 -233 . 08 413.39 - 1 4 . 04 0 . 00 0 . 00 0.00 0.00 369 . 65 -2986 . 05 212.95 274.97 229 . 05 205.21 169.91 -2049 . 48 -1594.28 232.50 191.71 0 - 00 0 . 00 0 - 00 0 . 00 169.65 156.31 127.06 116.98 -475.44 -461.76 144.30 132.78 O.OO 0 . 00 0 . 00 O . OO 202 . 87 179.15 152.21 134.61 566 . 80 529.59 173.06 1 53 . 20 0 . 00 0 . 00 0 . 00 0.00 248.69 2O6 . 1 0 187.11 155.95 1958.75 1542.35 213.15 178.31 0 . 00 0 . 00 0 . 00 I sI I I I j ************** END OF LATEST ANALYSIS RESULT ************** 63. PRINT SUPPORT REACTIONS 1 ] I I1 I I1 I,1 r I I I I I 1 1 }' -'.^<^^ "'JPPORT .REACTIONS -L;MTT nrcrpT 0 n.1 10 T LOAD 1 1 2 ..;• 4 7 5 6 £> 1 2 3 4 5 6 7 1 *-i.£*. 3 4 5 6 3 1 2 3 4 5 6 ? 1 2 3 4 5 6 > 1 2 3 4 5 6 FORCE-X 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00 0.00 0 . 00 0 . 00 0 - 00 0 . 00 -12.00 « O Q"?"Q > T--' 86 . 76 -10. 10 0 . OO 0 . 00 -5.93 -4.44 17.04 -5 . 04 0 . 00 0 . 00 -7 . 80 -5.85 -22.38 -6.66 0 . 00 0.00 -10.58 -7.98 -81 .42 -9.10 0 . 00 0.00 FORCE-Y -1.45 -1 .06 9.42 -1.19 0.00 0,00 1.16 0.90 8.49 1.04 0.00 0. CO -70.35 -21.50 3.62 -0.53 0.00 0.00 -30.11 -23.70 -12.97 0.55 0.00 0.00 -81.59 -24.78 -14.04 -0.65 0.00 0.00 -69.16 -20.25 5.47 0.82 0.00 0.00 •QRCE-Z -63 . 34 -31 .52 0 . 00 0 . 00 ~~ 1 JL.»»* • C*O -71.55 -63.22 -31.45 0 . 00 0 . 00 -120.23 -71 .37 -20.56 - 1 *"> CV'S1 *- . wiU 0.00 0 . 00 59.27 35 . 66 -13.18 -8.45 0 . 00 0 . 00 63 . 00 37.01 -21.83 —13. 33 0 . 00 0 . 00 57.50 33 . 80 -17.65 -10.91 0 . 00 0 . 00 60 . 85 36.45 MOM-X -892 . 08 -384 . 53 0 . 00 0 . 00 -3128.42 -1860. 10 -888.67' -382.73 0 . 00 0.00 -3125.94 -1856.59 -857 . 29 -453,17 0 . 00 0.00 -474.59 -273 . 29 -84S.39 -453 . 26 0 . 00 0 . 00 -269 . 99 -164.99 -1138.55 -599.26 0 . 00 0 . 00 -853 . 60 -509.19 -788 . 70 -418.39 0 . 00 0 . 00 ~"O'Q v » O%J -212.95 MOM-Y 0.00 0.00 0. OO 0.00 0.00 0. OO 0.00 0.00 0.00 0.00 0.00 0. OO 114.33 54.81 0. OO 0.00 246.77 146.11 33.25 15.90 0.00 0.00 72.22 42.70 -38.36 -18.40 0.00 0. OO -81.64 -48.30 -110.71 -53.03 0.00 0.00 -240.51 -142.38 ************** END OF LATEST ANALYSIS RESULT ************** MOM Z 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0. OO 0.00 0.00 0.00 0.00 274.97 205.21 -2049.48 232.50 0.00 0.00 169.65 127.06 -475.44 144.30 0.00 0.00 202.87 152.21 566.80 173.06 0 .00 O.OO 248.69 187.11 1958.75 213.15 0.00 0.00 1 64. FINISH *************** END OF STAAD-III *************** ORTRAN STOP I Me DANIEL ENGINEERING COMPANY Project .(^nno.jri ff.t "J Engineer A±L..£L *}~!^^*jj&&r$$rx.^.'- - M*^3«f*k'SKF«r 3990 OLD TOWN AVENUE. SUITE 207-B. SAN DIEGO, CA 92110 (619) 892-1920 Date Z. I / i U**P r-o V /X . Checked by. File No.... Sheet 7.£....of. -r& r -J-etsnettn I "~j u// ~T« -700 p, • n i/ ro ? x- "7•'**-3a n?/ ,-'--*.~i >-j-'-, tt* ^ ' fS £< 4. I l! l'J 1 HP 14 * 117 .001 ^ r +~J . CO/ "/year, = ./o li~i)/\ ri - Z4A \ X -r-1 O I t ] I Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8, SAN NEOO. CA 92110 <619> 002-1920 Project .C^?.n.n.£.<! f&x&di. Date .4?.. Engineer.. ML.C. Checked by File No ^ Sheet.. .;2& of 1 i: a o n I P:l* f«,=ff.-l.f* j j J , 1,-H- -- i ,7&XZ x 7O .7S * 2x 2.C = Z. x -70 2 x -2.0 //7 \J <*. net X 1-2. r7 //? -j-r, cTt ' 1,47 1,47 ; "-//-- 1,47 X /x /f> , " ' - -20 - -30 - 140 -i~-/-£> - IO3 , 7 - -22 I Ton Tc ^ A Tc ,0 .1 II It Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-B, SAN DNEGO. CA 92110 <«19) e«2-i«2o Project r^T-rtft-riffrftf"? A«2a«txa. Date ?.. Engineer ML.C*. Checked by!. i•f ii t U£><r <3C\ eCT for File No 3. Sheet XfrL.j IL, P A 0 3-3 " -I O73 O i -h H- -t- -f- + 4- 4> -H -H -h 4- -r -t- -h + f- -h 4- 4- C*«e'te4* A 1+ "X Class > & ri U**7 e IT. *0~r -f-r \My -r*- ;« /4 pp<r"e//x D -TOT " rcxrr \j 'T ~ T &A,., T t>ct~Trvi^^T"pile. 3 1 3*90 OLD TOWN AVENUE, SUITE 207-B. SAN DIEGO, CA 92110 (619) 092-1920 .Date.=.£&. 3 Mfc DANtCl ENGINEERING COMPANY Project .....4rrg.ajn<?.??. Re&d. Engineer M...L.C. : Checked by File No £S3 Sheet.....7.£...of £..':.... 3 ] 3 3 1 J 3 P.er CP / /er 3,4,7 / >~r -fo / />4 he.-ra.c~r ' >T u ( s x* I I I I I 12345 I H X H X H I I H * H X X H X. H x H x •uff-fff V-lI I 1 1 I '•^..-;r the- TZ?I.H.&~Tic fr\0mnf\~i I I I P Kc—^- _L _= M * T^ I I BEST ORIGINAL 1 X x* - /22O flPANY 3990 OLD TOWN AVENUE, SUITE 207-B, SAN DIEGO, CA 92110 (019) 082-1920 . Date * BEST ORIGINAL .Checked by File No Sheet....7.4'.....of .ft. y. ~4,ff- (L = 4 •! -Tei« r A O^. C i ~Fy OT "Ti OT pi |< "FYSTE.HL." -for J .~rW 1 '**!<?«'• e-»i~t <?>. "i ^i^^fjr <A^~T, row-i "r t=> < ler ) 'O"T' 5 «. v. . f A ~T n •«• "P> > l<r «^ »' I \ K. ««t «A . "To o e~i> (Tovi c T «r"Tcr ; r^v ia i nc r <•««;• ni o<rpTh oT *n O e 4 I* c i io/> S. <fl <^c» OeirriH. |* <• i^ r ^v\ C3<r<d kn e* y\t d o^s A cJT i ^ Pf oce-,^-iJ-<r «»s Ci^- "T l • • i o-T . )<r it| I » •f*«4f*-«r- ?;" i-^-usx-.:-^ #& tv;-- ^"^-^ ^''^j^^ f7| Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-8, SAN DIEGO. CA 92110 <6i») 692-1920^•i • • • • J Project ..(rLa.n.aa.o J^aakd Date a.-< -, Engineer M.JL.CL Checked by. I] File No . o.. i Sheet 7.7....of £.. fiei I * ^v t i t I -To i fo p>a.c, i~i i&S <yf ~f~k E>> ia-1 lea.a£> e^ri<j G>f-ier,~T'*.~rio o*.4pu,i * 34,4 inz , f** TX - 443 rI1 i• k= .6.5 /<,r -Ax<=J V, \\ I jZnaf/nrf/j • rfqxd boa I* p C> ]. 1 1 I »v- -5.'.! Me DANIEL ENGINEERING COMPANY Project 39*0 OLD TOWN AVENUE. SUITE 2or-a, SAN DIEGO, CA 92110 <ei9) 002-1920 Date ...... 3..T...&3.. II I 3 0 I i Engineer M.L.C Checked by..... m File No 3.<£3. I Sheet.....7&...of B..A IPi*c r, i* n f& r C^^t'i J,l S h f*r <?Ap>* ^: ,cJ, n i 1O£ T~O r MS " *&~J"^ r*~ 1 -For °" -- c l+rr S2A 5d>2 5(j>2 Vpx 45.1 4°\.5 S3, 2 37-0 57.0 Ky u.' 203.2 223.O 243. I 263 .S 2&2.-S VPX .23 ,S 25 ,c) 25,3 30.5 30.8 Orn - 4-1 I o I i i 00rn I Vp = a^S.lVsfc^) f3(41.s) +A(2%.Z)+3(Sl} + 2(£T)+ 3^30.8^ •—_ O /s ' '*^» f~~-1 i -« i T~I i • I t >>:" '«^ = '^"'- • - ' »> i >"•'-. i -j^^ .-Vf^j^£;^4^ Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE MT-B, SAN DIEGO. CA 92110 <ei9> 692-1920 ( Project ....... £.AM.oa&....£jaa.J~ ............... . .................................... - .............................. Date ...... .^. -, Engineer ........ M.L.C,. ....................................................................... ................................ Checked by I] File No ^ ( ^ Sheet.. ...7/1 ..... of n r^i>r P. />^ [ s*~-i I i t t I t t ^4 •? ' 20 HP 14 x 117 1 1 Me DANIEL ENGINEERING COMPANY 3990 ou> TOWN AVENUE, SUITE 207-8, SAN DHEQO. CA 92110 (6i9> 6.92-1920 Puj. . /fc? I _ . -a?_ «?<?Project Laa.n.c\a.o. '.j.tXLa. Date.....o....<r?...'.... Checked by File No.....-3..<5,!?.. Sheet... ..&<? of... <z-e=rs>iersi/~-e=r To ,-/,ine //. ^ «r-y y-^ <zhi ref<f t,i ! re-J >l< /ft aTh <Jt^•f/fc4,^. CA, AJ± " -s~-/,>~ " 1 4-C> 1 V\ C>(Alsj r 7 f J=>'1 .-fy - use "P/LBD6". y J. j & fVI01*1 fM / A r~>a i V =•• V -rt. '<?£ **J -;1l oo» 1 4 C l -.OOOS apr , c = 2, 1) Co, .2 Con*' - ,5 IllIr Me DANIEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207-6, SAN DIEGO. CA 92110 (619) 692-1920 Project .......... j^Aio.Oft/n ...... R««us( ................................................................................... Date ........ Engineer ......... ML<C. ...................................................................................................... Checked by . li Ic mer . t File No ....... .3.S.!! Sheet.....?..*. ..... of ..... . tiiiii H o.. H- H \-H 1 1 H ,S 1.0 1-5 2.0 2.5 3.0 3.5 4,0 Tl C R?<=^T ) r rovide 2. ~(j Pile £»v\D& Providc < +or pitfTs ^3 i -4 <a.i/\ <J H , r~r o v * & c r *~ * -^T t>( <• < •">('i &• bo v i -f -T 4 P TO T -fOoT i A ea D = 4.5'+2'--, p , le-s. o.fi s, V\o~~\ X* c'T -T<DOii H 1 ]I X OLJTTF^LJT I 1 1 ^•v 1• 1 §•;•„. * '• 1 1 File: B389I3 FRAHE DESCRIPTION END m NO /---/ 1 2 3 4 5 6 7 8 9 JT. COND LT RT LT RT /-../ /— / 1 2 R 2 3 3 4 4 5 5 6 R 7 2 8 3 9 4 10 5 HcOANIEL ENGINEERING - PCBDS CANNON ROAD BRIDGE AT HACARIO CANYON SUPPORT DIR /— / 6 6 6 6 6 SPAN / / 74.5 101.0 101.0 101.0 74.5 0.0 0.0 0.0 0.0 I / / 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OR HINGE / / 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 E / •/ 3372. 3372; 3372. 3372. 3372. 3250. 3250. 3250. 3250. - vl.OO DEAD LOAD UNI SEC 02/09/89 Page 1 CARRY K LT OVER FACTORS RT LT RT ^.,— ../ / ... / / ..„/ 0,000 .150 &D00..150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 b.oo 0.00 0.00 RECALL HEN /----/ i i i I I I I I File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 2 CANNON ROAD BRIDGE AT HACARIO CANYON Section Rrooerties - Inout Hea F;s No Lot. Call Z Y H D Top Bot No H T H Fact T H Fact L Ex In L Ex In E Store +/- Code V/D- H Z Y Area In E Store 1 0.0 0.0 0.0 39.8 4.00 8.00 5.50 3 12. 1 12. 1.50 1 12. 1.50 3.4 7. 12. 3.4 7. 12. 3372. 01 SECTION PROPERTIES - OUTPUT IZZ IYY E 123.96 6741.88 3372.00 HEX NO LOG. DEPTH Z-BAR Y-BAR AREA 1 0.0 4.00 19.90 2.35 56.74 HEH8ER 1 PROPERTIES LENGTH: 74.5 HIN EH: 0.41BE+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input Hei Re No Loc. Call Z Y N D Top Bot No N T H Fact T H Fact L Ex In L Ex In E Store +/- Code V/D H Z Y Area Izz E Store 2 0.0 01 » Recall Only SECTION PROPERTIES - OUTPUT HEH IZZ IYY E 123.96 6741.88 3372.00 NO LOC. DEPTH Z-BAR Y-BAR AREA 2 0.0 4.00 19.90 2.35 56.74 NEHBER 2 PROPERTIES LENGTH: 101.0 BIN EtI: 0.41BE+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input Kei Re No Loc. Call Z Y H D Top Bot No H T H Fact T H Fact L Ex In L Ex In E Store */- Code V/D H 3 0.0 01 tt Recall Only SECTION PROPERTIES - OUTPUT m I Y Area Izz Store IZZ IYY E 123.96 6741.88 3372.00 NO LOC. DEPTH Z-BAR Y-BAR AREA 3 0.0 4.00 19.90 2.35 56.74 MEMBER 3 PROPERTIES LENGTH: 101.0 HIN EH: 0.41BE+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input in t stors Areal«. i1 1 1 i §' i i•iii••f ^ V.V VI File: B389I3 Section Prcoerties net • Re No Loc. Call Z SECTION PROPERTIES MEM NO LOC. DEPTH 4 0.0 4.00 »» ncLan uiiijr HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 3 CANNON ROAD BRIDGE AT HACARIO CANYON - Input Y H D Top Bot No H T H Fact T H Fact L Ex In L Ex In E Store */- Code V/D H Z Y Area Izz E Store - OUTPUT Z-BAR Y-BAR AREA IZZ IYY E 19.90 2.35 56.74 123.96 6741.88 3372.00 MEMBER 4 PROPERTIES LENGTH: 101.0 HIN E*I: 0.41BE+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties Mei Re No Loc. Call Z 5 0.0 01 SECTION PROPERTIES MEM NO LOC. DEPTH 5 0.0 4.00 - Input Y N D Top Sot No N T H Fact T M Fact L Ex In L Ex In E Store +/- Code V/D H Z Y Area Izz E Store It Recall Only - OUTPUT Z-BAR Y-BAR AREA IZZ IYY E 19.90 2.35 56.74 123.96 6741.88 3372.00 • MEMBER 5 PROPERTIES i 1 k i i i LENGTH: 74.5 KIN Ell: 0.418E+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input Mei Re No Loc. Call Z 6 0.0 6 25.5 01 6 33.8 6 37.8 6 42.0 6 44.4 04 Y H D Top Bot No N T H Fact T H Fact L Ex In L Ex In E Store */- Code V/D tf 1 Y Area Izz £ Store + 26 0.00 0.00 0.00 0.00 25.07 50.11 3250.00 01 II Recall Only + 26 0.00 0.00 0.00 0.00 32.71 69.38 3250.00 02 + 26 0.00 0.00 *.W 0.00 41.90 92.54 3250.00 03 + 26 0.00 0.00 0.00 0.00 55.32 126.40 3250.00 04 II Recall Only not- File: B389I3 SECTION PROPERTIES - MEN NO LOC. DEPTH 6 0.0 0.00 6 25.5 0.00 6 33.8 0.00 6 37.8 0.00 6 42.0. 0.00 6 44.4 0.00 MEMBER 6 PROPERTIES LENGTH: 44.4 KIN Section Properties - Mei Re No Loc. Call 2 + 7 0.0 01 7 38.5 01 7 46.8 02 7 50.8 03 7 55.0 04 7 57.4 04 SECTION PROPERTIES - HEN NO LOC. DEPTH 7 0.0 0.00 7 38.5 0.00 7 46.8 0.00 7 50.8 0.00 7 55.0 0.00 7 57.4 0.00 t--*»aw-- ••^^giHMJIWaQ'^WMEHSP^ HcDANIEL ENGINEERING - PCBDS CANNON ROAD BRIDGE AT NACARIO CANYON OUTPUT Z-BAR Y-BAR AREA 122 0.00 0.00 25.07 50.11 0.00 0.00 25.07 50.11 0.00 0.00 32.71 69.38 0.00 0.00 41.90 92.54 0.00 0.00 55.32 126.40 0.00 0.00 55.32 126.40 EtI: 0.163E+06 STIFF: 4.374 LT 6.396 Input Y H D Top Bat No H T K /- Code V/D H 2 Y tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only OUTPUT 2-BAR Y-BAR AREA 122 0.00 0.00 25.07 50.11 0.00 0.00 25.07 50.11 0.00 0.00 32.71 69.38 0.00 0.00 41.90 92.54 0.00 0.00 55.32 126.40 0.00 0.00 55.32 126.40 ^»CT.-^^^aK3gKa»^eai».Ba«^^ - vl.OO 02/09/89 Page 4 1YY E 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 •• RT C.O.: 0.668 LT 0.456 RT Fact T H Fact L Ex In L Ex In E Store Area Izz E Store IYY E 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 &7*<n3&7 1 1 1 1nm I i I i• i I^^..~ • i i I i i 1 t I I' I I ! . : I I File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/69 Page 5 CANNON ROAD BRIDGE AT HACARIO CANYON HENBER 7 PROPERTIES LENGTH; 57.4 (UN Eti: G.io3E-H)6 STIFF: 4.327 LT 5.887 RT C.O.s 0.641 LT 0.471 RT Section Properties - Input Hen Re No Lot. Call Z 8 0.0 01 3 32.5 01 8 40.8 02 8 44.8 03 8 49.0 04 8 51.4 04 Y D Top Bot No » T H Fact T H Fact L Ex In L Ex In- E Store +/- Code V/D II Recall Only II Recall Only II Recall Only II Recall Only II Recall Only II Recall Only H I Area Izz Store SECTION PROPERTIES - OUTPUT NO LOC. DEPTH Z-BAR Y-BAR AREA 8 0.0 0.00 0.00 0.00 25.07 8 32.5 0.00 8 40.8 0.00 0.00 0.00 0.00 25.07 0.00 0.00 32.71 0.00 0.00 41.90 0.00 0.00 55.32 0.00 0.00 55.32 IZZ 50.11 50.11 69.38 92.54 126.40 126.40 IYY £ 0.00 3250.00 0.00 3250.00 0,00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 8 44.8 8 49.0 0.00 8 51.4 0.00 MEMBER 8 PROPERTIES LENGTH: 51.4 HIN EH: 0.163E+06 STIFF: 4.348 LT 6.097 RT C.O.: 0.653 LT 0.466 RT Section Properties - Input Hei Re No Loc. Call Z Y H D Top Bot No H T H Fact T Si Fact L Ex In L Ex In E Store +/- Code V/D H Z Y Area Izz E Store 9 0.0 01 II Recall Only 9 26.5 01 II Recall Only 9 34.8 02 II Recall Only File: B 389 I 3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page & CANNON ROAD BRIDGE AT MAC ARID CANYON Section Prooerties - In out Hei Re No Loc. Call Z 9 38.8 03 9 43.0 04 9 45.4 04 D Top Bot No H T H Fact T H Fact L Ex In L Ex In E Store */- Code V/D tt Recall Only tt Recall Only It Recall Only H Area Izz Store SECTION PROPERTIES - OUTPUT m • NO LOC. DEPTH Z-BAR Y-BAR AREA 9 0.0 0.00 0.00 0.00 25.07 9 26.5 0.00 9 34.8 0.00 9 38.8 0.00 9 43.0 0.00 9 45.4 0.00 MEMBER 9 PROPERTIES LENGTH: 45.4 NIK EtI: 0.163E+06 STIFF: 4.370 LT 4.350 RT C.O.: 0.665 LT 0.458 RT 0.00 0.00 25.07 0.00 0.00 32.71 0.00 0.00 41.90 0.00 0.00 55.32 0.00 0.00 55.32 IZZ 50.11 50.11 69.38 92.54 126.40 126.40 IYY E 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 dLp^rfssogsfsss |1 Fil" f «. »-•* 1 _i|) • H •k rfi P HEN NO 1 2 3 4 5 6 7 8 9 *, j&fifesas£S3ii88Ej&^^ B389I3 HcDANIEL ENGINEERING - PCBDS - vl. CANNON ROAD BRIDGE AT HACARIO CANYON NO ERRORS FOUND PROPERTIES END SUPPORT JT CONO LT RT LT RT DIR 1 2 3 4 5 7 8 9 10 2 R 3 4 5 6 2 3 4 5 S 6 6 6 R 6 SPAN 74.5 101.0 101.0 101.0 74.5 44.4 57.4 • 51.4 45.4 fllN EtI 0.4180E+06 0.4180E+06 0.4180Er06 C.4130E+06 0.4180E+06 0.1629E+06 0.1629E+06 0.1629E+06 0.1629E+06 OR HINSE/ .___.,' — -----/ 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 E 3372. 3372. 3372. 3372. 3372. 3250. 3250. 3250. 3250. 00 02/09/89 Page 7 CARRY OVER DISTRIBUTION FACTORS LT RT 0.500 0.500 0.500 0.500 0.000 0.668 0.641 0.653 0.665 / o.ooc 0.500 0.500 0.500 0.500 0.456 0.471 0.466 0.458 FACTORS LT RT 0.000 0.291 0.332 0.316 0.3$ ^yo.ool O.OM 0.000 / 0.296 0.332 0.316 0.295 0.000 0.413 0.335- 0.368 0.406 III IF MEMBER IS HORIZONTAL SUPPORT OR HIN8E FIELD EQUALS LOCATION OF HINGE FRO* LEFT END OF NEH8ER tUU ttm IF MEMBER IS VERTICAL SUPPORT OR HIN6E FIELD EQUALS SUPPORT HIDTH USED FOR HOMENT REDUCTION U«tt IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HOKENT REDUCTION HILL NOT TAKE PLACE WJ! ttt File: B389I3 ar'atS^HBttjijUa^^ HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 8 CANNON ROAD BRIDGE AT HACARIO CANYON LOAD DATA TRIAL 0 LINE HEN L2A3 FlA'ED END ?!Ci"ENT: 1 5 1 2 2 3 3 4 4 5 * OR P 30.510 30.510 34.285 34.285 34.285 34.285 34.285 34.285 34.285 34.285 CODE P P P P P P P P P P A 0.0 74.5 74.5 0.0 101.0 0.0 101.0 0,0 101.0 0.0 s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LEFT 0.c. 0. 0. 0. 0. 0. 0. 0. 0. 8I6HT DEFLT 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. CQilHENTS END DIAPHRAGM END DIAPHRAGM BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 FIXED END MOMENTS TRIAL 0 MEM FIXED END MOMENTS REN NO LT RT NO 1 0. -5904. 2 4 -7234. -7234. 5 7 0. 0. 8 FIXED END MOMENTS LT RT -7234. -5904. 0. -7234. 0. 0. HEN NO 3 6 9 FIXED END MOMENTS LT RT -7234. 0. 0. -7234. 0. 0. IJ, IIr File: B389I3 !$g8$^«^s&i^^ NcDANIEL ENGINEERING- PCBDS - vl. 00 02/09/89 Page 9 CANNON ROAD BRIDGE AT HACARIO CANYON S1DE3WAY DIAGNOSTICS NO ERRORS FOUND t i r i i i t t RESULTS OF i INCH SHAY TO THE RI6HT VERTICAL SHEAR (KIPS) HEHBER 252.8 136.3 190.4 241.1 HOHENTS <FT-KIPS) LT. RT BASED ON E GIVEN BY USER -5587. 5636. -3724. 4101. -4472. 4798. -5415. 5533. t t t File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 10 CANNON ROAD BRIDGE AT HACARIO CANYON W S!DES«AV INCLUDES, 1« HORIZONTnL 3EH3E3 HCiOTS TRIAL •; HEil NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 1494. 2516. 3066. 3143. 2747. 1880. 540. -1272. -3557. -6314. ( -5367.) 2 -6871. -3013. -23. 2099. 3352. 3737. 3254. 1903. -316. -3403. -7358. ( -5849.) ( -6311.) 3 -7273. -3366. -328. 1842. 3144. 3578. 3144. 1842. -329. -3367. -7274. ( -6239.) ( -6240.) 4 -7356. -3401. -314. 1904. 3255. 3737. 3351. 2097. -25. -3016. -6874. { -6309.) ( -5853.) 5 -6311. -3554. -1270. 542. 1882. 2749. 3144. 3066. 2517. 1494. 0. { -5364.) HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 0. -196. -331. -403. -413. -361. -247. -71. 167. 468. 2 769. 396. 3. -276. -441. -491. -428. -250. 43. -242. -413. -471. -413. -242. 41. -250. -428. -491. -441. -276. 706. 42. 447. 830. 43. 443. 821.820. 443. 830. 447. 705. 467. 167. -71. -247. -361. -413. -403. -331. -197. 3. 397.770. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIBER 1 0. 138. 233. 284. 291. 254. 174. 50. -118. -329. -497. 2 -542. -279. -2. 194. 310. 346. 301. 176. -29. -315. -584. 3 -578. -312. -30. 171. 291. 331. 291. 171. -30. -312. -578. 194. -2. -279. -542.4 -584. -315. -29. 176. 301. 346. 310. 5 -497. -329. -118. 50. 174. 255. 291. 284. 233. 138. VERTICAL MEMBER MOMENTS TRIAL 0 0. tf W I 6 250. 169. 88. 8. -73. -154. -234. -315. -396. -476. -557. ; 7 -43. -30. -17. -4. 8. 21. 34. 47. 60. 73. 86. 4 8 35. 23. 11. 0. -12. -23. -35. -47. -58. -70. -82. «, 9 -262. -180. -97. -15. 68. 150. 233. 316. 398. 481. 563. A I' I File: B3B9I3 HcDANlEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page il CANNON ROAD BRIDGE AT HACARIO CANYON m 5IDESWSY INCLUDED, tit HORIZONTAL MEMBER SHEARS TRIAL 0 HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .6 PT .9 PT RIGHT •fj ••t MKf 1•I11_ 1 1 •1* t tt* I 262.8 168.9 105.5 42.1 -21.3 -84.7 -148.1 -211.6 -275.0 -338.4 -436.0 2 459.2 339.0 253.0 167.1 81.1 -4.8 -90.8 -176.7 -262.7 -348.6 -468.9 3 464.0 343.8 257.8 171.9 85.9 0.0 -86.0 -171.9 -257.9 -343.8 -464.1 4 468.8 348.6 262.6 176.7 90.7 4.8 -81.2 -167.1 -253.1 -339.0 -459.3 5 436.0 338.3 274.9 211.5 148.1 84.7 21.3 -42.1 -105.5 -168.9 -262.8 VERTICAL MEMBER SHEARS TRIAL 0 6 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 -18.2 7 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 8 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 9 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 VERTICAL MEMBER REACTIONS TRIAL 0 MEM LT RT MEMBER NO REACTION REACTION HEIGHT 6 1100.1 895.3 204.8 7 1186.6 932.9 253.7 8 1164.0 932.9 231.1 9 1103.9 895.3 208.6 ^ File: B389I3 HcDANIEl ENGINEERING - PCBDS - vl. 00 02/09/89 Page 12 CANNON ROAD BRIDGE AT MACARIO CANYON TRIAL 0 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN IT. END RT. END SPAN LT, END RT. END 1 0.001134 0.000169 2 0.000169 -0.000032 3 -0.000032 0.000033 4 0.000033 -0.000168 5 -0.000168 -0.001134 6 0.000000 0.000169 7 0.000000 -0.000032 8 0.000000 0.000033 9 0.000000 -0.000168 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRON LEFT END - DOWNWARD POSITIVE MEMBER MEHBER MEMBER MEMBER MEMBER 1 2 3 4 5 VERTICAL MEMBER MEMBER MEHBER MEHBER MEMBER 6 7 8 9 E= E= E= E= E= 3372. 3372. 3372. 3372. 3372. DEFLECTIONS E= E= E= E= 3250. 3250. 3250. 3250. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 000 017 000 037 000 035 000 038 000 021 IN FEET AT 0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.002 0.008 0.011 0.006 0.029 0.005 0.026 0.005 0.030 0.001 0.020 1/10 POINTS 0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.002 0.015 0.006 0.018 0.017 0.015 0.015 0.017 0.018 0.006 0.015 FROM LEFT 0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.001 0.020 0.001 0.030 0.005 0.026 0.005 0.029 0.006 0.011 0.008 END. -0.001 -0.001 0.000 0.000 0.000 0.000 0.001 0.001 0. 0. 0. 0. 0. 0. 0. 0-. 021 000 038 000 035 000 037 000 0.017 0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.020 0.041 0.037 0.041 0.020 -0.001 0.000 0.000 0.001 A IIIII#I' fl File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 13 CANNON ROAD BRIDGE AT MAC ARID CANYON1 cj,,a 1 - »|i t LOAD DATA TRIAL LINE NEK U ! 1 2 3 4 5 1 3R P 3.200 3.200 3.200 3.200 3.200 CODE A 3 U 0.0 0.0 ASSUMED DATA 74.5 U 0.0 0.0 ASSUMED DATA 101.0 D 0.0 0.0 ASSUMED DATA 101.0 U 0.0 0.0 ASSUMED DATA 101.0 U 0.0 0.0 ASSUMED DATA 74.5 ii END HOHEii'TS LEFT RIGHT DEFLT COMMENTS 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD FIXED END MOMENTS TRIAL 1 MEM NO 1 4 7 FIXED END MOMENTS LT RT 0. -2720. 0. -2220. -2720. 0. MEM NO 2 5 8 FIXED END MOMENTS LT RT -2720. -2220. 0. -2720. 0. 0. HEM NO 3 & 9 FIXED END MOMENTS LT RT -2720. 0. 0. -2720. 0. 0. * t -'*"^ File: B389I3 HcDANIEL ENGINEERING - PCBOS - vl.OO CANNON ROAD BRIDGE AT HACAR10 CANYON 02/09/89 Page 14 W SIDE3MAV INCLUDED, m HORIZONTAL fl£,lBtR HOHtNTS TRIAL i HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 562. 946. 1153. 1182. 1033. 707. 203. -9. 789. 1260. 1405. 1224. 716.2 -2583. -1133. ( -2199.) 3 -2735. -1266. -123. 693. 1182. 1345. 1182. 692. ( -2346.) 4 -2766. -1279. -118. 716. 1224. 1405. 1260. 788. ( -2372.) 5 -2373. -1336. -477. 204. 708. 1034. 1182. 1153. ( -2017.) HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 1 0. -74. -124. -152. -155. -136. -93. -27. 2 289. 149. 1. -104. -166. -185. -161. -94. 3 308. 166. 16. -91. -155. -177. -155. -91. 4 312. 168. 16. -94. -161. -185. -166. -104. 5 265. 176. 63. -27. -93. -136. -155. -152. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIBER 1 0. 52. 88. 107. 109. 96. 65. 2 -204. -105. -1. 73. 117. 130. 113. 64. 109. 125. 109. 478. -1337. -2374. { -2018.) 119. -1280. -2767. < -2373.) 124. -1266. -2735. ( -2346.) -9. -1134. -2585. { -2201.) 946. 562. 0. -217. -117. -11. 19. 66. 64. 4 -220. -118. -11. 66. 113. 130. 117. 73. 5 -187. -124. -44. 19. 66. 96. 109. 107. VERTICAL MEMBER MOMENTS TRIAL 1 6 94. 64. 33. 3. -27. -58. -88. -118. 7 -16. -11. -7. -2. 3. 8 13. 9. 4. 0. -4. 9 -99. -68. -37. -5. 26. 63. 16. 16. 1. -124. -44. -11. -11. -1. 176. 168. 167. 149. -74. 265. 312. 309. 289. 0. 8. 13. 18. -9. -13. -18. 57. 88. 119. -149. 23. -22. 150. -124. -187. -118. -220. -117. -217. -105. -204. 52. 0. -179. -209. 27. 32. -26. -31. 181. 212. I tIr |l I I |l t t ss^VBatsswesB^ File: B3B9I3 HcDANIEL ENGINEERING - PCBDS - vl.00 02/09/89 Page 15 CANNON ROAD BRIDGE AT HACARIO CANYON ttt SIDESMAY INCLUDED. W HORIZONTAL HEHBER SHEARS TRIAL 1 HEH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 87.3 63.5 39.7 15.8 -8,0 -31.9 -55.7 -79.5-103.4 -127.2 -151.1 2 159.8 127.5 95.1 62.8 30.5 -1.8 -34.1 -66.5 -98.8 -131.1 -163.4 3 161.6 129.3 97.0 64.6 32.3 0.0 -32.3 -64.6 -97.0 -129.3 -161.6 4 163.4 131.1 98.8 66.4 34.1 1.8 -30.5 -62.8 -95.2 -127.5 -159.8 5 151.1 127.2 103.4 79.5 55.7 31.9 8.0 -15.8 -39.7 -63.5 -87.3 VERTICAL HEHBER SHEARS TRIAL 1 6 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 7 0.8 0.8 0.3 0.8 0.8 0.8 0.8 0,8 0.8 0.8 0.8 8 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 9 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 VERTICAL HEHBER REACTIONS TRIAL 1 HEH NO 6 7 8 9 LT REACTION 310.8 325.0 •325.0 310.9 RT REACTION 310.8 325.0 325.0 310.9 HEHBER HEIGHT t «S5e£efc#^'SS^^ ^5*WW«5f^VWS!J^ File: B3B9I3 HcOANlEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 16 CANNON ROAD BRIDGE AT HACARIO CANYON TRIAL •! TANSENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 0.000426 0.000064 2 0.000064 -0.000012 3 -0.000012 0.000012 4 0.000012 -0.000063 5 -0.000063 -0.000426 6 7 0.000000 -0.000012 B 0.000000 0.000012 9 0.000000 0.000064 0.000000 -0.000063 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE O.OOB 0.015 0.014 0.015 O.OOB MEMBER 1 MEMBER 2 MEMBER 3 MEMBER 4 MEMBER S VERTICAL MEMBER MEMBER 6 MEMBER 7 MEMBER 8 MEMBER 9 E= 3372. E= 3372. E= 3372. E= 3372. E= 3372. DEFLECTIONS E= 3250. E= 3250. E= 3250. E= 3250. 0.000 0.006 0.000 0.014 0.000 0.013 0.000 0.014 0.000 0.008 IN FEET AT 0.000 -0.001 0.000 0.000 0.000 0.000 0.000 0.001 0.003 0.004 0.002 0.011 0.002 0.010 0.002 0.011 0.000 0.007 1/10 POINTS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.006 0.002 0.007 0.006 0.006 0.006 0.006 0.007 0.002 0.006 FROM LEFT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.007 0.000 0.011 0.002 0.010 0.002 0.011 0.002 0.004 0.003 END. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.008 0.000 0.014 0.000 0.013 0.000 0.014 0.000 0.006 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 III' r i t f i i i vi2^ File: B389I3 HcDANIEL ENGINEERING - PCBOS - vl.OO 02/09/89 Page 17 CANNON ROAD BRIDGE AT MACARID CANYON LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD MEM NO. 1 2 3 4 5 LIVE LOAD NO. NUMBER OF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT.END LT.END RT. 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 1.0 1. 1.0 1. 1.0 1. 1.0 1. 1.0 1. RESISTING MOMENT OF PLOT PLOT INFLU- UNIT STEEL N S SCALE ENCE END POSITIVE NEGATIVE ENV. LINES GEN 0 0 0 0 0 TRUCK PI Di P2 D2 P3 0. 0. 0. 0. 0, 0. 0 0 'NO NO 0. 0. 0. 0. LANE NO. LIVE UNIFORM NOW. RIDER SHEAR LL LOAD RIDER IMPACT LNS. SIDESHAY 1. 8.0 14.0 32.0 14.0 32.0 0.440 18.0 26.0 YES 0.00 NO COMMENTS: HS20-44 AASHTO LOADING WITHOUT ALTERNATIVE 1 .1 £W 1 1 IMPACT FACTORS CALCULATED BY PROGRAM HEM IMPACT NO Z 1 25. 2 22. 3 22. 4 22. 5 25. 1 1 * ! ) File: B389I3 LL NO. 'I. !i£H IE; NO 1 .1 ft ^*jg&»*N^ HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 18 CANNON ROAD BRIDGE AT MAC ARID CANYON MESATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS .5 PT ,i PT .7 PT .3 PT .9 PT RISHT 0. -118. -236. -353. -471. -589. -707. -825. -943. -1676. -2730. ( -2352.) SHEAR 0.0 -15.8 -15.8 -15.8 -15.8 -15.8 -15.8 -15.8 -5.1 -124.0 -159.6 2 -3064. -1599. -680. -553. -489. -542. -595. -733. -907. -1736. -3182. ( -2676.) ( -2799.) SHEAR 164.0 118.5 12.6 12.6 -5.2 -5.2 -5.2 -17.1 -17.1 -53.3 -163.6 3 -3209. -1747. -894. -726. -637. -628. -620. -689. -848. -1754. -3228. ( -2822.) ( -2838.) SHEAR 165.2 117.6 16.7 16.7 0.8 0.8 0.8 -15.7 -15.7 -119.0 -165.9 4 -3191. -1737. -865. -700. -573. -529. -485. -559. -689. -1587. -3045. ( -2806.) ( -2659.) SHEAR 163.8 116.7 16.3 16.3 4.4 4.4 4.4 -12.8 -12.8 -117.6 -163.4 5 -2726. -1673. -948. -830. -711. -593. -474. -356. -237. -119. 0. < -2348.) SHEAR 159.6 123.9 15.9 15.9 15.9 15.9 15.9 15.9 15.9 HORIZONTAL MEMBER STRESSES LL HAX NEG BOTTOM FIBER 1 2 3 4 5 0. 15. 352. 210. 371. 230. 369. 228. 31. 89. 118. 114. 125. 46. 73. 95. 92. 109. 62. 64. 84. 75. 94. 77. 71. 83. 70. 78. 93. 78. 82. 64. 62. 15.9 0.0 108. 124. 220. 309. 96. 119. 228. 368. 91. 111. 231. 373. 91. 209. 350.74. 47. 31. 16. 0. HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0. -11. -22. -33. -44. -55. -65. -76. -87. -155. -218. -45.2 -248. -148. -63. -51.-50. -55. -68. -84. -161. -259. 3 -261. -162. -83. 4 -260. -161. -80. 5 -217. -155. -88. -67. -59.-58. -57. -64. -78. -162. -263. -65. -53. . -49. -45. -52. -64. -147. -246. -77. -66. -55. -44. -33. -22. -11. 0. ll Iri i i v t P1 I File: B 389 1 3 IfcOANlEL ENGINEERING - PCBOS - vl.OO 02/09/89 Page 19 CANNON ROAD BRIDGE AT MAC ARID CANYON LL NO, !, DE«5 LOAD *VX NE3ATIVE LIVE LOAD 5 FT .0 FT HOHENT .7 FT -265. 1170. 1152. 1538. 2711. m LEFT .1 FT .2 ?T .3 FT .4 FT NO 1 0. 1376. 2280. 2712. 2671. 2153. 1173. 2 -9934. -4611. -703. 1546. 2863. 3195. 2660. { -8525.) 3 -10482. -5113. -1222. 1116. 2508. 2950. 2524. ( -9061.) 4 -10547. -5138. -1179. 1205. 2681. 3208. 2866. ( -9115.) 5 -9037. -5227. -2218. -287. 1171. 2156. 2670. ( -7681.) HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NE6 BOTTOM FIBER 1 0. -181. -300. -357. -351. -284. -154. 37. 2 1121. 606. 92. -203. -376. -420. -350. -154. 3 1191. 672. 161. -147. -330. -388. -332. -152. 4 1199. 676. 155. -158. -353. -422. -377. -202. 5 1010. 687. 292. 38. -154. -284. -351. -356. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG TOP FIBER 1 0. 127. 211. 251. 247. 200. 109. -26. 2 -789. -427. -65. 143. 265. 296. 246. 108. 3 -839. -473. -113. 103. 232. 273. 234. 107. 4 -844. -476. -109. 112. 248. 297. 265. 142. 5 -711. -484. -205. -27. 108. 200. 247. 251. .3 PT .9 FT RiSHT 2215. -5232. -9044. ! -7687.) 1222. -5139. -10540. I -91)0.) 1177. -5122. '-10502. I -9078.) -714. -4602. -9919. ( -8512.) 2280. 1376. 0. 291. 161. 155. 94. -300. 688. 1011. 676. 1198. 673. 1194. 605. 1119. -181. 0. -205. -484. -113. -476. -109. -474. -66. -426. 211. 127. -712. -844. -841. -788. 0. File: B389I3 HcDANIEL ENGINEERINS - PCBDS - vl.OO 02/09/89 Page 20 CANNON ROAD BRIDGE AT HACARIO CANYON LL NO. ':. POSITIVE LIVE LOAD FOMENT ENVELOPE AND ASSOCIATED SHEARS ftEN LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .3 PT .9 FT RIGHT NO 1 0. 1341. 2206. 2649. 2787. 2666. 2280. 1631. 816. 315. 200. SHEAR 0.0 180.0 148.0 107.9 78.5 -113.0 -140.6 -165.5 -186.9 -71.9 2.7 2 479. 457. 1177. 2093. 2693. 2885. 2747. 2198. 1306. 511. 358. SHEAR -17.1 64.3 174.0 146.5 116.2 84.7 -111.6 -142.3 -170.6 -68.7 7.4 3 420. 526. 1299. 2200. 2764. 2917. 2745. 2164. 1255. 523. 453. SHEAR -9.9 66.1 171.3 143.5 113.0 -83.3 -114.6 -144.9 -172.5 -64.9 16.7 4 367. 503. 1265. 2162. 2722. 2870. 2690. 2100. 1188. 451. 455. SHEAR -7.5 67.9 171.4 143.3 112.6 -83.7 -115.3 -145.8 -173.4 -64.9 16.3 5 193. 313. 824. 1639. 2287. 2671. 2791. 2652. 2208. 1342. 0. SHEAR '-2.6 72.0 186.7 165.3 140.5 112.8 -78.6 -108.1 -148.2 -180.1 0.0 HORIZONTAL MEMBER STRESSES LL MAI POS BOTTOM FIBER 1 0. -176. -290. -348. -366. -351. -300. -215. -107. -41. -26. 2 -63. -60. -S55. -275. -354. -379. -361. -289. -172. -67. -47. 3 -55. -69. -171. -289. -363. -384. -361. -285. -165. -69. -60. 4 -48. -66. -166. -284. -358. -377. -354. -276. -156. -59. -60. 5 -25. -41. -108. -216. -301. -351. -367. -349. -290. -176. HORIZONTAL NENBER STRESSES LL HAK POS TOP FIBER 124. 204. 245. 258. 247. 211. 109. 120. 204. 256. 270. 117. 76. 152. 212. 247. 1 2 3 4 5 0. 44. 39. 34. 18. 124. 42. 49. 47. 29. 211. 254. 254. 249. 258. 151. 204. 200. 194. 246. 76. 121. 116. 110. 204. 29. 47. 48. 42. 124. 0. 19. 33. 42. 42. 0. •5»sI 11 I * I 11 I I I H Ifl ji'fM Inralmm Inj%J li II II File: B389I3 LL m. !, HcDANlEL ENGINEERING - PCBDS - vl.OO 02/09/69 Page 21 CANNON ROAD BRIDGE AT NACARIO CANYON DEAD LOAD PLUS DCS!TIVE LIVE LOAD *0*ENT ENVELOPE HEH LEFT .1 FT .2 FT .3 FT .4 FT .5 FT .6 FT .7 FT .8 FT .9 FT RIGHT NO 1 C. 2836. 4722. 5715. 5929. 5414. 4160. 2171. -456. -3242. -6114. ! -5197.) 2 -6392. -2556. 1154. 4192, 6045. 6623. 6001. 4101. 991. -2892. -7000. ( -5433.) { -5950.) 3 -6852. -2840. 971. 4042. 5908. 6495. 5889. 4005. 926. -2844. -6821. ( -5824.) ( -5798.) 4 -6989. -2898. 950. 4066. 5976. 6607. 6041. 4197. 1163. -2564. -6419. ( -5940.) ! -5456.) 5 -6118. -3241. -446. 2181. 4169. 5420. 5935. 5719. 4724. 2836. 0. ( -5200.) HORIZONTAL HEHBER STRESSES FOR DL+LL HAX POS BOTTOH FIBER ! 0. -373. -621. -751. -780. -712. -547. -286. 60. 426. 683. 2 714. 336. -152. -551. -795. -871. -789. -539. -130. 380. 782. 3 766. 373. -128. -532. -777. -854. -774. -527. -122. 374. 762. 4 781. 381. -125. -535. -786. -869. -794. -552. -153. 337. 717. 5 684. 426. 59. -287. -548. -713. -780. -752. -621. -373. 0. HORIZONTAL HEHBER STRESSES FOR DL+LL HAK POS TOP FIBER 1 0. 263. 437. 529. 549. 501. 385. 201. -42. -300. -481. 2 -503. -237. 107. 388. 560. 613. 556. 380. 3 -539. -263. 90. 374. 547. 601. 545. 371. 92. -268. -551. 86. -263. -537. -550. -268. 88. 376. 553. 612. 559. 389. 108. -237. -505. -481. -300. -41. 202. 386. 502. 550. 530. 437. 263.0. f-.'&r File: B389I3 HcDANIEL ENGINEERING - PCBDS -vl. 00 02/09/89 Page CANNON ROAD BRIDGE AT HACARIO CANYON t. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED KOHENTS 1 LEFT A PI .2 PT .3 PT .4 PI .5 PT .6 FT .7 PI .3 PI .9 PI 22 LL NO, HEHBES POS. V WON. NE6. V NOH. RANGE LL NO. HEHBER POS. V HOH. NEG. V HCH. RANGE LL NO. HEHBER POS. V HOH. NEG. V HOH. RANGE LL NO. HEHBER POS. V HOH. NEG. V HOH. RANGE LL NO. HEHBER POS. V HOH. NEG. V HOH. RANGE 213.2 180.0 148.0 117.8 89.8 64.6 42. S 24.7 12.2 5.6 0. 1341. 2206. 2432. 2676. 2407. 1911. 1288. 39. -34. -15.8 -22.8 -38.4 -62.0 -91.8 -123.0 -152.2 -178.9 -202.5 -222.5 0. 818. 1515. 2102. 2497. 2556. 2238. 1618. 784. -161. 229.1 202.8 186.5 179.8 181.6 187.6 194.9 203.6 214.7 228.1 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 234.4 214.9 189.7 160.8 129.7 98.2 68.3 41.5 23.8 13.5 -1175. -17. 1127. 2051. 2617. 2760. 2485. 1871. 552. 228. -17.1 -17.1 -24.9 -33.6 -64.3 -93.7 -125.0 -156.3 -185.9 -212.0 479. 306. 1221. 1835. 2422. 2747. 2665. 2156. 1268. 124. 251.5 232.0 214.7 199.4 194.0 192.0 193.3 197.8 209.7 225.5 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 233.2 212.6 186.9 157.6 126.5 95.4 65.9 40.0 26.0 17.2 -1094. 112. 1260. 2158. 2684. 2784. 2475. 927. 465. 830. -15.8 -16.4 -26.0 -40.8 -67.3 -96.9 -128.1 -159.1 -188.2 -213.6 311. 787. 1341. 1872. 2497. 2788. 2667. 2122. 1211. 63. 249.0 229.0 212.9 198.4 193.8 192.3 194.0 199.1 214.2 230.8 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED NQHENTS 4 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 233.3 212.8 186.8 157.3 126.0 94.6 65.0 38.9 24.7 16.3 -1113. 80. 1223. 2119. 2641. 2736. 2422. 1790. 354. 290. -12.8 -13.4 -23.5 -40.7 -67.3 -97.2 -128.7 -159.9 -189.1 -214.5 349. 720. 1342. 1841. 2459. 2743. 2613. 2057. 1140. -3. 246.2 226.2 210.4 198.0 193.3 191.8 193.7 198.9 213.8 230.8 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS 5 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 238.2 222.3 202.3 178.7 152.0 122.8 91.7 61.9 38.4 22.8 -1090. -153. 792. 1626. 2245. 2561. 2500. 2104. 1513. 817. ' -2.6 -5.6 -12.2 -24.8 -42.9 -64.8 -89.9 -117.9 -148.2 -180.1 193. 374. 729. 1293. 1917. 2412. 2680. 2636. 2208. 1342. 240.8 227.9 214.6 203.5 194.9 187.6 181.6 179.8 186.6 203.0 RIGHT 2.7 200. -238.3 -1096. 241.0 RIGHT 12.6 336. -232.9 •1085. 245.5 RIGHT 16.7 453. -233.7 -1124. 250.4 RIGHT 16.3 455. -234.2 •1165. 250.5 RIGHT 15.9 0. -213.3 0. 229.2 4*a I f f f II I 13 H I f File: B389I3 McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page CANNON ROAD BRIDGE AT MACARID CANYON LL NO. i. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 FT .9 PT POS. V 476.0 348.9 253.5 159.8 68.4 -20.1-105.4 -186.9 -262.7-332.8 NEG. V 247.0 146.1 67.0 -19.9 -113.1 -207.7 -300.3 -390.4 -477.4 -560.8 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 693.6 553.9 442.8 327.8 210.8 93.4 -22.5 -135.3 -238.9 -335.2 NEG. V 442.1 321.8 228.1 128.5 16.8 -98.6 -215.8 -333.0 -448.6 -560.7 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 697.3 556.4 444.7 329.5 212.4 95.4 -20.1 -132.0 -231.8 -326.6 NEG. V 448.3 327.4 231.8 131.1 18.7 -96.9 -214.1 -331.0 -446.1 -557.4 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 4 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ;B PT .9 PT POS. V 702.2 561.4 449.5 334.0 216.7 99.4 -16.2 -128.2 -228.4 -322.7 NEG. V 456.0 335.2 239.1 136.0 23.4 -92.5 -209.9 -327.1 -442.2 -553.5 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE HEHBER 5 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 674.2 560.7- 477.2 390.2 300.1 207.6 113.0 19.8 -67.1 -146.1 NEG. V 433.4 332.7 262.7 186.7 105.2 20.0 -68.6 -160.0 -253.7 -349.0 23 RIGHT -433.4 -674.4 RIGHT -456.3 -701.8 RIGHT -447.4 -697.8 RIGHT -443.0 -693.5 RIGHT -246.9 -476.1 n •*&&eXSfSR&&36X File: B389I3 LL NG. 1 SUPPORT HEHBER HEHBER HEHBER HEHBER SUPPORT 53£5fg£355SSSE3«^^ HcDANIEL ENGINEERING - PCBOS - vl.OO 02/09/89 Pag CANNON ROAD BRIDGE AT HACARIO CANYON LiV£ LOAD SUPPGRf XE3ULT3 JT. 1 POSITIVE NEGATIVE 6 POSITIVE . NEGATIVE 7 POSITIVE NEGATIVE 8 POSITIVE NEGATIVE 9 POSITIVE NEGATIVE JT. 6 POSITIVE NEGATIVE HAX. AXIAL LOAD 75.1 -5.6 113.3 -7.0 117.2 -8.5 117.4 -8.9 113.2 -6.7 ~ 75.1 -5.6 AXIAL LOAD __ _ MflUCUTflUntnl' TOP 0. 0. -103. 98. -8. 44. 11. -52. 99. -92. 0. 0. SOT. 0. 0. 47. -45. 4. -21. -5. 24. -45. 42. 0. 0. MAX. AXIAL LOAD 0.0 0.0 66.3 62.2 65.1 61.5 61.8 65.1 61.9 66.4 0.0 0.0 LONGITUDINAL HOHENT vnMCUT. TOP 0. 0. 510. -578. 476. -480. 530. -523. '. 565. -500. 0. 0. BOT. 0. 0. -233. 264. -224. 226. -247. 244. -259. 229. 0. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.352 II I viKisi9aegtB»i^^^a» File: B389I3 McDANIEL ENGINEERING - PCBDS - vt.OO 02/09/89 Page 25 CANNON ROAD BRIDGE AT HACARIO CANYON i • PRESTRESS COMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS HERE USED. LIVE LOAD NUMBER T RESULTS USED FOR P/S DESIGN OR ANALYSIS. II I THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OF MOMENT t SHEAR REQUIREMENTS. D.L. LOAD FACTOR: 1.30 L.L. LOAD FACTOR: 2.17 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR HOHENT: 0.95 ULTIMATE MOMENT APPLIED = 1.30 X (DL+ADL) + 2.17 X (LL+I) + 1.00 X (P/S SEC. HOHENT) H | £» &J ULTIMATE SHEAR APPLIED = 1.30 I (DL+ADL) + 2.17 X (LL+I) * 1.00 X (P/S SEC. SHEAR) II II II ^^ File: B3B9I3 HcDANIEL ENGINEERING - PC8DS - vl.OO 02/09/89 Page 26 CANNON ROAD BRIDGE AT HACARIO CANYON INPUT PRESTRESSED DATA TRIAL 20 FRAME 1 PATH 1 HEN NO. 1 2 3 4 5 LLT/X 0.00 0.10 0.10 0.10 0.10 LLP/Y 0.42 0.50 0.50 0.50 0.58 LRT/Z 0 0 0 0 0 .10 .10 .10 .10 .00 YLT/TYPE YLP/SLOPE YRT 2 1 1 1 1 .00 .08 .08 .08 .08 3. 3. 3. 3. 3. 17 17 17 17 17 1.08 1.08 1.08 1.08 2.00 U 0.25 0.25 0.25 0.25 0.25 K 0.0002 0.0002 0.0002 0.0002 0.0002 HIT(FT) = 0.0 IBT(FT) = 0.0 STEEL STRESS(KSI) - 270. JACKING I = 0.75 JACKING ENDS = B ANCHOR SET(IN); LEFT = 0.375 RIGHT = 0.375 CONC. STRENGTH(PSI) '- 3500. ALLOW. TENSION(PSI) = -177. P-JACK(KIPS) * 5400. SHORTENING PERCENT- 100 TOTAL LOSSES(KSI) = 20 RELATIVE HUMIDITY I - 70. LOU-LAX - YES PLOT PATHS = NO PLOT STRESSES - NO CABLE PATH OFFSETS MEMBER LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 2.00 2.49 2.85 3.07 3.17 3.12 2.93 2.58 2.09 1.44 1.08 2 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 l.OB 3 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 1.08 4 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 l.OB 5 1.08 1.44 2.09 2.58 2.93 3.12 3.17 3.07 2.85 2.49 2.00 CABLE PATH ECCENTRICITIES 1 0.347 0.838 1.196 1.422 1.515 1.469 1.274 0.929 0.433 -0.212 -0.573 2 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577 -0.155 -0.573 3 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577 -0.155 -0.573 4 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577 -0.155 -0.573 5 -0.573 -0.212 0.433 0.929 1.274 1.469 1.515 1.422 1.196 0.838 0.347 FORCE COEFFICIENTS :l 2 0.327 0.810 0.803 0.797 0.790 0.734 0.779 0.772 0.7i6 0.760 0.743 ^%£feZ&&M£9£g^^ 4 0.743 0.760 0.766 0.772 0.779 0.784 0.790 0.797 0.803 0.810 0.827 5 0.827 0.838 0.832 0.825 0.819 0.813 0.807 0.801 0.796 0.790 0.784 TJJF xHixjT gp >JQ ^gyritpij- j? 7,* qp.v -^ 50 _ 5,3 CCCT CSQM THE LEFT END OF THE S?AN THE LEFT ANCHOR SET LENGTH IS 69.55 THE RIGHT ANCHOR SET LENGTH 18 69.55 THE FORCE COEF. AT THE LEFT END IS 0.784 THE FORCE COEF. AT THE RIGHT END IS 0.784 INITAL FORCE COEFF. AT POINT OF NO HOVEHENT = 0.803 ,.,-J <z: o (£. O (f) LJJ DCI m] s&^ File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 27 CANNON ROAD BRIDGE AT HACARIO CANYON SECONDARY mmm TRIAL 20 FRAHE 1 PATH i FEN'S DUE TO SECONDARY EFFECTS BEFORE BALANCING NEHBER LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END 1 4 1 4 0.000 0.535 0.000 0.489 0.823 2 0.534 0.535 0.534 5 0.823 0.000 DEM'S DUE TO SECONDARY EFFECTS 0.738 2 0.619 0.489 0.620 5 0.737 0.000 0.483 0.483 0.485 0.485 P/S MOMENT COEF. MEM NO LEFT ttt SIDESWAY INCLUDED. DEAD LOAD HAS SWAYED. Ill ADJUSTED FOR LOSSES i SECONDARY MOMENTS BUT NO SHORTENING .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -0.2722 -0.5881 -0.8042 -0.9182 -0.9277 -0.8255 -0.6011 -0.2504 0.2296 0.8416 1.2108 2 1.0931 0.7320 0.1304 -0.2952 -0.5489 -0.6349 -0.5588 -0.3209 0.0731 0.6194 0.9145 3 0.9114 0.5983 0.0690 -0.3020 -0.5184 -0.5840 -0.5186 -0.3024 0.0683 0.5975 0.9103 4 0.9150 0.6199 0.0736 -0.3205 -0.5585 -0.6347 -0.5488 -0.2951 0.1304 0.7320 1.0930 5 1.2105 0.8413 0.2294 -0.2506 -0.6013 -0.8256 -0.9278 -0.9183 -0.8043 -0.5881 -0.2722 I s#¥S I I I I I I I I I I I ^w^^ File: B389I3 HcDANlEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 28 CANNON ROAD BRIDGE AT HACARIO CANYON 'E!*S SELTA£ IN "DL'JMNS 3UE TC Sr-OPTENI"S - ?'-C^-l 1 1 11 mini, -iv ri\nnt =i rHiii = i HEH FEH FEH DELTA TOP OF COL. NO LT. END RT. END (POSITIVE TO RIGHT) 6 -0.36425690 0.46524900 0.00000420 7 -0.06677174 0.08143920 0.00000132 8 0.08425739 -0.10476270 -0.00000132 9 0.34762740 -0.44219390 -0.00000420 tmt POINT OF NO MOVEMENT IS 51.07 FEET FROM THE LEFT END OF SPAN 3 ttttt P/S MOHENT COEF. ADJUSTED FOR LOSSES i 1 tfl H 1] 1 i HEM NO 1 2 3 4 5 LEFT -0.2722 1.2315 0.9117 0.8373 1.0804 .1 PT -0.6018 0.8490 0.5996 0.5635 0.7242 .2 PT -0.8316 0.2262 0.0712 0.0384 0.1253 .3 PT -0.9593 -0.2207 -0.2988 -0.3345 -0.3416 .4 PT -0.9825 -0.4957 -0.5142 -0.5512 -0.6794 SECONDARY .5 PT -0.8940 -0.6030 -0.5788 -0.6061 -0.8907 MOMENTS .6 PT -0.6834 -0.5482 -0.5124 -0.4989 -0.9799 t SHORTENING .7 PT -0.3463 -0.3316 -0.2953 -0.2240 -0.9573 .8 PT 0.1200 0.0411 0.0765 0.2227 -0.8303 .9 PT 0.7182 0.5661 0.6066 0.8455 -0.6011 RIGHT 1.0737 0.8399 0.9205 1.2279 -0.2722 i File: B389I3 HcDANlEL ENGINEERING - PCBDS - vl.00 02/09/8? Page 29 CANNON ROAD BRID6E AT HACARIO CANYON TRIAL 20 FRAHE 1 PATH 1 HORIZONTAL HEHBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSD HEfl NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 711. 949. 1116. 1211. 1231. 1172. 1027. 791. 464. 44. -216. 2 -328. -67. 370. 683. 874. 946. 904. 746. 477. 100. -105. 3 -156. 56. 427. 686. 835. 877. 833. 683. 423. 51. -162. 4 -103. 102. 479. 748. 906. 948. 877. 686. 373. -65. -326. 5 -221. 40. 461. 788. 1024. 1170. 1229. 1210. 1115. 949. 711. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSD 1 382. 221. 110. 50. 42. 90. 200. 372. 610. 913. 1083. 2 1162. 960. 644. 416. 274. 217. 241. 345. 527. 785. 911. 3 947. 781. 513. 324. 212. 176. 213. 326. 516. 785. 951. 4 910. 784. 526. 343. 239. 215. 273. 414. 642. 958. 1160. 5 1087. 916. 612. 375. 202. 92. 44. 51. 111. 221. 382. I I I I I I I I I I I I I I I I I I I fi., In I I I I An 0 0 n n wois«K»sKiaiaiefi)^a6m» File: B389I3 MeDANIEL ENGINEERING - PCBDS - vl.OO 02/09/69 Page 30 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL MEHBER MOMENTS DUE TO P/5 HEM NO LEFT .1 PT .2 PT .3 ?T .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -1470. -3250. -4491. -5130. -5306. -4828. -3690. -1870. 648. 3878. 5798. 2 6650. 4585. 1221. -1192. -2677. -3256. -2960. -1791. 222. 3057. 4535. 3 4923. 3238. 385. -1613. -2777. -3125. -2767. -1594. 413. 3276. 4970. 4 4522. 3043. 207. -1806. -2976. -3273. -2694. -1210. 1203. 4566. 6630. 5 5834. 3911. 677. -1845. -3669. -4810. -5291. -5170. -4484. -3246. -1470. VERTICAL MEHBER MOMENTS DUE TO P/S LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT 6 -1214. -1007. -801. -594. -388. -181. 26. 232. 439. 645. 352. 7 -339. -266. -194. -121. -48. 24. 97. 170. 242. 315. 388. 8 397. 312. 228. 143. 59. -26. -111. -195. -280. -364. -449. 9 1144. 950. 756. 562. 368. 174. -20. -214. -408. -602. -796. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 -0.002241 0.000496 2 0.000496 0.000025 3 0.000025 -0.000038 4 -0.000038 -0.000481 5 -0.000481 0.002233 6 -0.000514 -0.000018 7 -0.000127 -0.000102 8 0.000136 0.000098 9 0.000496 0.000015 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 E= 3372. MEHBER 2 E« 3372. MEMBER 3 E= 3372. MEMBER 4 E= 3372. 0.000 -0.016 -0.028 -0.037 -0.041 -0.040 -0.035 -0.026 -0.016 -0.006 0.000 0.000 0.000 -0.008 -0.018 -0.027 -0.030 -0.029 -0.022 -0.013 -0.004 0.000 0.000 -0.004 -0.013 -0.022 -0.030 -0.032 -0.030 -0.022 -0.013 -0.004 0.000 0.000 -0.004 -0.013 -0.023 -0.029 -0.031 -0.027 -0.019 -0.008 0.000 0.000 MEMBER 5 E= 3372. 0.000 -0.006 -0.016 -0.026 -0.035 -0.040 -0.041 -0.037 -0.028 -0.016 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. 0.000 MEMBER 7 E= 3250. 0.000 -0.001 -0.001 0.000 ^ 0.000 0.000 MEMBER 8 E= 3250. MEMBER 9 E= 3250. 0.000 0.000 0.000 -0.001 0.000 0,002 0.002 0.001 0.001 -0.001 0.003 0.000 0.001 0.000 0.003 0.000 0.000 0.000 0.003 0,000 0.000 0.002 OJm0) o o I I I I I I I I I I I I I I I fi i i II tf I 11 I I! I * File: B389I3 T9"l 20 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 31 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL HErtBER STRESSES FOR AU P/S PATHS BEFORE L&SSES BOTTOM FIBER (PSD MEM HO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 801. 1067. 1253. 1357. 1377. 1308. 1143. 877. 509. 37. -255. 2 -357. -66. 423. 774. 988. 1068. 1019. 840. 536. 108. -126. -178.63. 485. 781. 952. 1001. 951. 778. 482. 58. -184. 4 -124. 110. 537. 842. 1021. 1070. 990. 776.1 426. -64. -355. 5 -260. 32. 505. 874. 1140. 1306. 1375. 1355. 1252. 1066. 801. HORIZONTAL HEHBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSD 1 430. 249. 125. 59. 51. 105. 229. 423. 690. 1029. 1222. 2 1294. 1070. 718. 463. 306. 242. 271. 390. 597. 891. 1037. 3 1074. 887. 583. 368. 241. 200. 242. 370. 586. 891. 1078. 4 1036. 890. 596. 388. 269. 240. 304. 462. 716. 1069. 1292. 1225. 1032. 692. 426. 231. 107.52.60. 126. 250. 430. II n I I I I I I I I I I I I I I I I I I File: B3B9I3 TRIAL 20 FRAHE 1 NcDANlEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 32 CANNON ROAD BRIDGE AT HACARID CANYON HORIZONTAL HEHBER STRESSES FOR ALL F/S PATHS AFTER ALL LOSSES BOTTOM FIBER iPSIim NO LEFT .1 FT .2 PT .3 PT .4 PT .5 FT .0 PT .7 PT .8 FT .9 PT RISHT 1 711. 949. 1116. 1211. 1231. 1172. 1027. 791. 464. 44. -216. 2 -328. -67. 370. 683. 874. 946. 904. 746. 477. 100. -105. 3 -156. 56. 427. 686. 835. 877. 833. 683. 423. 51. -162. 4 -103. 102. 479. 748. 906. 948. 877. 686. 373. -65. -326. 5 -221. 40. 461. 788. 1024. 1170. 1229. 1210. 1115. 949. 711. HORIZONTAL HEHBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSD 1 332. 221. 110. 50. 42. 90. 200. 372. 610. 913. 1083. 2 1162. 960. i.44. 416. 274. 217. 241. 345. 527. 785. 911. 3 947. 781. 513. 324. 212. 176. 213. 326. 516. 785. 951. 4 910. 784. 526. 343. 239. 215. 273. 414. 642. 958. 1160. 5 1087. 916. 612. 375. 202. 92. 44. 51. 111. 221. 382. 3 i ] 3 I 3 ] 0 I I I I 1 File: B389I3 IS SAL 20 FRA*E ! HcDANlEL ENGINEERING - PCBDS - vl.OO 02/09/69 Page 33 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL HEHBER STRESSES DL + P/S BEFORE ALL LOSSES BOTTOH FIBER (PSDm NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RI6HT 1 801. 870. 922. 954. 964. 947. 896. 806. 676. 504. 451. 2 412. 642. 330. 426. 498. 547. 577. 591. 590. 577. 556. 704. 506. 528. 539. 538. 531. 537. 536. 525. 501. 636. 706. 557. 579. 592. 593. 579. 550. 501. 429. 333. 415. 446.500. 672. 802. 893. 944. 962. 952. 921. 870. 801. HORIZONTAL HEHBER STRESSES DL + P/S BEFORE ALL LOSSES TOP FIBER (PSI) 1 430. 388. 358. 342. 342. 360. 403. 473. 572. 700. 725. 2 752. 791. 715. 658. 616. 588. 572. 566. 568. 576. 452. 3 496. 576. 553. 539. 532. 531. 533. 540. 555. 579. 500. 4 451. 575. 567. 564. 570. 586. 614. 656. 713. 789. 750. 5 728. 703. 575. 476. 405. 362. 343. 344. 359. 388. 430. 1 1 «»?Sf«59SaP^5Pft«?RJiBSHI File: B38913 TRIAL 20 'RA*E 1 SSH3SSSWSBC*SS^^ McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 34 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL jOBER STRESSES DL 1 I 1 1 1 - 1 1 1 1 1 1 1 • 1 1 HEM NO 1 2 3 4 5 LEFT 711. 441. 664. 726. 435. HORIZONTAL 1 2 3 4 5 382. 620. 369. 326. 590. HORIZONTAL 1 2 3 4 5 711. 730. 973. 1038. 750. HORIZONTAL 1 2 3 4 5 382. 417. 152. 106. 403. .1 PT 753. 329. 498. 549. 507. .2 PT 786. 373. 470. 520. 628. MEMBER STRESSES DL 359. 681. 470. 469. 587. 343. 642. 483. 496. 495. MEMBER STRESSES DL 679. 478. 665. 717. 683. 661. 374. 486. 536. 690. MEMBER STRESSES DL 411. 576. 353. 351. 463. 431. 641. 471. 485. 451. + P/S AFTER ALL .3 PT 808. 407. 443. 498. 717. .4 PT 818. 433. 421. 478. 776. + P/S AFTER ALL 334. 610. 495. 520. 425. + ADDED 656. 303. 352. 403. 690. + ADDED 441. 684. 559. 586. 444. 333. 585. 504. 540. 376. DL + P/S 663. 268. 266. 317. 683. DL + P/S 443. 701. 613. 654. 441. LOSSES .5 PT 811. 455. 406. 457. 308. LOSSES 345. 563. 508. 561. 346. AFTER 675. 270. 229. 272. 672. AFTER 440. 693. 632. 691. 442. BQTTOH FIBER (PSIi .6 PT . 779. 476. 420. 436. 816. TOP FIBER 374. 542. 504. 583. 335. ALL LOSSES 686. 315. 265. 270. 661. ALL LOSSES 439. 655. 614. 700. 444. 7 ?T 720. 496. 441. 410. 806. (PSD 422. 521. 496. 609. 335. BOTTOH 694. 401. 350. 306. 655. .8 PT 632. 519. 466. 376. 785. 492. 498. 485. 640. 344. FIBER 695. 534. 483. 377. 660. .9 PT RIGHT 511. 490. 548. 725. 494. 658. 332. 444. 752. 711. 584. 586. 470. 327. 473. 374. 679. 618. 360. 382. (PSD 687. 755. 716. 1037. 660. 967. 481. 733. 678. 711. TOP FIBER (PSD 441. 587. 560. 682. 442. 448. 487. 474. 639. 431. 460. 399. 352. 107. 356. 156. 574. 415. 412. 382. 1 ] 3 1 1 fl0 Yvjt&y^r File: 'RI4L jaSSHKSSBW'JSBS^^ B3B9I3 HcDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON 20 FftAilE ! HORIZONTAL HEHBER STRESSES DL * HEH NO LEFT .i PT .2 PT i 2 3 4 5 711. 675. 915. 987. 728. 503. 418. 596. 651. 641. 371. 220. 315. 370. 582. 1 HORIZONTAL HEKBER STRESSES DL * ] -n J 1 1 2 3 4 5 382. 456. 193. 142. 418. j HORIZONTAL 3. ' j 1 2 3 4 5 711. 1082. 1344. 1407. 1054. j HORIZONTAL 3 1I 1 1 1 2 3 4 5 tttt 382. 169. -109. -154. 189. 536. 618. 401. 397. 492. 635. 750. 591. 603. 527. HEHBER STRESSES DL + 694. 688. 895. 946. 903. 692. 464. 604. 650. 815. MEMBER STRESSES DL 401. 428. 191. 190. 308. Hin Pjack = 409. 578. 388. 405. 363. 5400. Kips ADDED .3 PT 308. 28. 63. 119. 475. ADDED 686. 877. 762. 786. 596. ADDED 703. 376. 448. 495. 799. DL * HAK .4 PT 296. -86. -98. -41. 383. DL + HAK 701. 951. 869. 906. 653. DL + HAX 725. 332. 349. 392. 777. POS LL + .5 PT . 324. -109. -154. -105. 321. POS LL + 687. 960. 902. 957. 689. NEG LL + 752. 341. 312. 342. 750. MvB8vv!vv!9@93tiVHHR0l 02/09/89 Page 35 I t p/S BOTTOH FIBER iPSIi 6 PT .7 PT .8 PT .9 PT RIGHT 387. -46. -96. -83. 293. 479. 112. 65. 30. 306. 587. 362. 318. 221. 370. 646. 733. 649. 987. 591. 906. 421. 681. 502. 711. I + P/S TOP FIBER <PSI) 650. 909. 868. 949. 703. 592. 791. 761. 876. 687. 523. 608. 590. 749. 636. 489. 415. 399. 143. 404. 199. 616. 452. 536. 382. I + P/S BOTTOH FIBER (PSD 779. 393. 346. 334. 723. + ADDED DL + HAX NEG LL + I + 408. 632. 492. 521. 367. Cone S 399. 656. 554. 601. 376. 386. 642. 574. 642. 387. trength at 28 Days 374. 600. 557. 655. 400. r 802. 498. 440. 380. 701. P/S FOR 365. 519. 497. 630. 409. 3518. psi 819. 653. 594. 468. 691. TOP FIBER 360. 403. 395. 575. 409. at Stress 908. 1060. 944. 1405. 891. 1340. 689. 1083. 694. 711. (PSI) 305. 185. 191. -152. 193. -106. 427. 168. 401. 382. ing = 1753. I I I I I I I I I I I I I I I I I I ^.gE^.^**^^^ iijMjf^iiiii^r.1!f— . ^ ^ . - —*• ;" ,,j- v -.------.—••••«•*• File: B389I3 NcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 36 CANNON ROAD BRIDGE AT MACARID CANYON TOTAL PE MOMENTS FOR ALL *E'8ERS. NEK NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .o PT .7 PT .8 PT .9 PT RiSHT 1 -1470. -3250. -4491. -5180. -5306. -4328. -3690. -1870. 648. 3878. 5798. 2 6650. 4585. 1221. -1192. -2677. -3256. -2960. -1791. 222. 3057. 4535. 3 4923. 3238. 385. -1613. -2777. -3125. -2767. -1594. 413. 3276. 4970. 4 4522. 3043. 207. -1806. -2976. -3273. -2694. -1210. 1203. 4566. 6630. 5 5834. 3911. 677. -1845. -3669. -4810. -5291. -5170. -4484. -3246. -1470. 6 -1214. -1007. -801. -594. -388. -181. 26. 232. 439. 645. 852. 7 -339. -266. -194. -121. -48. 24. 97. 170. 242. 315. 388. 8 397. 312. 228. 143. 59. -26. -111. -195. -280. -364. -449. 9 1144. 950. 756. 562. 368. 174. -20. -214. -408. -602. -796. TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 -0.002241 0.000496 2 0.000496 0.000025 3 0.000025 -0.000038 4 -0.000038 -0.000481 5 -0.000481 0.002233 6 -0.000514 -0.000018 7 -0.000127 -0.000102 8 0.000136 0.000098 9 0.000496 0.000015 HORIZONTAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END - DOHNHARD POSITIVE HEHBER 1 E: 3372. 0.000 -0.016 -0.028 -0.037 -0.041 -0.040 -0.035 -0.026 -0.016 -0.006 0.000 MEMBER 2 E= 3372. 0.000 0.000 -0.008 -0.018 -0.027 -0.030 -0.029 -0.022 -0.013 -0.004 0.000 MEMBER 3 E= 3372. 0.000 -0.004 -0.013 -0.022 -0.030 -0.032 -0.030 -0.022 -0.013 -0.004 0.000 MEMBER 4 E= 3372. 0.000 -0.004 -0.013 -0.023 -0.029 -0.031 -0.027 -0.019 -0.008 0.000 0.000 MEMBER 5 E= 3372. 0.000 -0.006 -0.016 -0.026 -0.035 -0.040 -0.041 -0.037 -0.028 -0.016 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END. HEHBER & E' 3250. 0.000 -0.002 -0.003 -0.003 -0.003 -0.002 -0.002 -0.001 0.000 0.000 0.000 HEHBER 7 E= 3250. 0.000 -0.001 -0.001 0.000 0.000 0.000 1 ] 4EHBER 3 E= 3250. HEMBER 9 E- 3250. 0.000 0.000 0.001 .0.000 -0.081 ... ,-0.001 0.001 0?000 0.000 0.000 0.002 0.002 0.001 0.003 0.000 0.003 0.000 0.003 0.002 0.000 03m o2o I 3 ] I J 1 I I I I I I I I I I I I I I I I I I File: B3B9I3 HcDANIEl EN6INEERINB - PCBOS - vl.OO 02/09/89 Page 37 CANNON ROAD BRIDGE AT HACARIO CANYON TOTAL TOF'.PF FOR TRIAL HEM NO LEFT .1 PT 1 0. 0. 2 4464. 4375. 3 4014. 3935. 4 4014. 4103. 5 4464. 4524. PT .3 PT .4 FT .5 PT .6 PT .7 PT .3 PT .9 PT RISHT 0. 4524. 4464. 0. 4103. 4014. 0. 3935. 4014. 0. 4375. 4464. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. TOTAL BOTTOH PF FOR TRIAL 1 4232. 4264. 4296. 4328. 4359. 4389. 4423. 4457. 4491. 0. 0. 2 0. 0. 4336. 4301. 4267. 4232. 4204. 4170. 4137. 0. 0. 3 0. 0. 3900. 3868. 3836. 3805. 3836. 3868. 3900. 0. 0. 4 0. 0. 4137. 4170. 4204. 4232. 4267. 4301. 4336. 0. 0. 0.0. 4491. 4457. 4423. 4389. 4359. 4328. 4296. 4264. 4232. 1 1 3 a i File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 38 CANNON ROAD BRIDGE AT HACARIO CANYON > LONG TERU LOSSES TOTAL LuSS (KSi) = iH t ES + CSC t CSS »£« NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT t 18.4 19.3 20.1 20.7 21.0 20.9 20.5 19.8 19.2 19.3 18.7 2 18.1 18.1 1B.2 17.9 17.7 17.6 17.6 17.6 17.6 17.2 15.2 3 15.3 16.4 16.5 16.2 15.8 15.5 15.8 16.2 16.5 16,4 15.3 4 15.2 17.2 17.6 17.6 17.6 17.6 17.7 17.9 18.2 18.6 18.1 5 18-.7 19.3 19.2 19.8 20.5 20.9 21.0 20.7 20.1 19.3 18.4 I I 1 I I I I I I I I I I I I I I I I I I I I 7**gWB§ife^ File: B389I3 MeDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT MACARID CANYON SHEAR DESI5N - AASHTQ !°81 02/09/89 Page 39 LEFT .1 PT PI PT .4 PT .5 PT .6 PT PT .3 PT .9 PT RIGHT NEHBER: 1 V-CABLE SECONDARY VU VC REQD WEB AS(IN)/FT MEMBER: 2 V-CABLE SECONDARY VU VC REQD m ASUN1/FT MEMBER: 3 V-CABLE SECONDARY VU VC REQD WEB ASUN)/FT MEMBER: 4 V-CABLE SECONDARY VU VC REQD HEB AS(IN)/FT MEMBER: 5 V-CABLE SECONDARY VU VC REQD m AS( INI/FT 306. 53. 971. 1141. 60. 0.60 1 46. -7. 1306. 901. 60. 2.87 42. 0. 1319. 858. 60. 3.17 42. 7. 1335. 858. 60. 3.26 54. -53. 1227. 909. 60. 2.37 243. 53. 746. 1080. 60. 0.60 t 333. -7. 1066. 1180. 60. 0.60 t 299. 0. 1076. 1109. 60. 0.60 t 312. 7. 1092. 1124. 60. 0.60 t 403. -53. 1034. 1243. 60. 0.60 t 168. 53. 563. 725. 60. 0.60 * 269. -7. 857. 1113. 60. 0.60 t 242. 0. 867. 1049. 60. 0.60 » 256. 7. 882. 1083. 60. 0.60 t 343. -53. 877. 935. 60. 0.60 » 92. 53. 384. 435. 60. 0.60 t 178. -7. 641. 665. 60. 0.60 1 160. 0. 649. 677. 60. 0.60 t 172. 7. 664. 717. 60. 0.60 » 251. -53. 713. 1105. 60. 0.60 t 15. 53. 210. 291. 60. 0.60 t 68. -7. 419. 397. 60. 0.60 I 79. 0. 428. 393. 60. 0.60 t 87. 7. 443. 416. 60. 0.60 t 160. -53. 541. 782. 60. 0.60 t 71. 53. 365. 523. 60. 0.60 t 0. -7. 219. 232. 60. 0.60 t 0. 0. 210. 232. 60. 0.60 1 0. 7. 221. 232. 60. 0.60 ) 71. -53. 365. 521. 60. 0.60 1 160. 53. 542. 785. 60. 0.60 t 87. -7. 441. 412. 60. 0.60 t 79. 0. 432. 396. 60. 0.60 t 88. 7. 418. 396. 60. 0.60 t 15. -53. 210. 291. 60. 0.60 t 251. 53. 713. 1105. 60. 0.60 1 172. -7. 662. 707. 60. 0.60 I 160. 0. 653. 685. 60. 0.60 * 178. 7. 639. 664. 60. 0.60 1 92. -53. 385. 434. 60. 0.60 t 343. 53. 878. 855. 60. 0.62 256. -7. 380. 1083. 60. 0.60 1 242. 0. 870. 1049. 60, 0.60 t 269. 7. 856. 1113. 60. 0.60 t 168. -53. 564. 724. 60. 0.60 t 403. 53. 1035. 1240. 60. 0.60 t 312. -7. 1091. 900. 60. 1.62 299. 0. 1079. 1109. 60. 0.60 1 333. 7. 1065. 1180. 60. 0.60 t 243. -53. 746. 1030. 60. 0.60 » 54. 53. 1227. 909. 60. 2.37 21. -7. 1334. 837. 60. 3.36 21. 0. 1321. 837. 60. 3.28 23. 7. 1306. 878. 60. 2.99 306. -53. 971. 1141. 60. 0.60 ] 1 :i i „ y ;i 3 3 I 3 1 | ' 3 J J¥i»f | File: B3B9I3 HcOANIEL ENGINEERING - PCBDS - vl.OO 02/09/8 CANNON ROAD BRIDGE AT NACARIO CANYON ^JHTQ ULT!NaT£ FOMENT SECOND uLi HGH ULT ,10« AVERAGE NEUTRAL MILD STEEL MOMENT APPLD RESIST FSU AXIS REQD COMBINED !K-FTJ (K-FT) SK-FT) <KSI) !IN) (SQ.IN) STEEL RATI MEMBER: 1 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. MEMBER: 2 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. 0. 398. 796. 1194. 1593. 1991. 2389. 2787. 3185. 3583. 3982. 3346. 3276. 3205. 3134. 3063. 2993. 2922. 2851. 2781. 2710. 2639, 0. 5982. 10084. 12427. 13262. 12691. 10700. 7293. 2680. 6415. 10721. 12924. 5583. 5717. 11430. 14903. 15940. 14704. 11026. 5051. 7144. 14725. 0. 14724. 17126. 18653. 19285. 18975. 17651. 15329. 12055. 14387. 16657. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. 0.00 253.51 255.15 256.18 256.59 256.39 255.51 253.93 251.70 247.86 248.46 248.46 247.75 252.31 254.71 256.13 256.61 256.13 254.71 252.31 247.75 248.46 0.00 5.60 5.63 5.66 5.67 5.66 5.64 5.61 5.52 10.87 11.32 11.32 10.81 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.135 0.119 0.111 0.108 0.109 0.116 0.131 0.160 0.171 0.150 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.1501 •&s?SSa 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 • • 1 ra*»ggaMBigaBSB^^ jBgfsagas^agaaBWBBiB^j File: B 389 I 3 McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 41 CANNON ROAD BRIDGE AT MACARIO CANYON AA3HTO UIT'*ATE FOMENT SECOND JLT HOH ULT MQH Av'ERASE NEUTRAL HiLB STEEL HOHENT APPLD RESIST FSU AXIS REQD COMBINED U-FTJ iK-FT) (K-FTi (KSU (IN) tSG.IN) STEEL RATIO MEMBER: 3 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT, 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. MEMBER: 4 0.0 PT. 0.1 PT, 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. 2623. 2622. 2621. 2621. 2620. 2620. 2619. 2619. 2618. 2617. 2617. 2642. 2713. 2783. 2853. 2924. 2994. 3064. 3135. 3205. 3275. 3346. 14661. 7191. 4654. 10690. 14243. 15331. 14201. 10608. 4752. 7213. 14704. 14732. 7141. 4965. 10950. 14651. 15907. 14895. 11442. 5738. 5562. 12893. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. 248.46 247.75 252.31 254.71 256.13 256.61 256.13 254.71 252.31 247.75 248.46 248.46 247.75 252.31 254.71 256.13 256.61 256.13 254.71 252.31 247.75 248.46 11.32 10.81 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 11.32 10.81 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 0.00 0.00 0.00 0.00 o.oe 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.150 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.150 £<5$?-*Sgi«?'&8Oi&ttff»W 1 I '1 3 I File: B389I3 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 42 CANNON ROAD BRIDGE AT MACARID CANYON a«y*C ULTIMATE NW SECOND ULT Hurt ULT HCH AVERAGE NEUTRAL MILD STEEL MOMENT (K-FT) MEMBER: 5 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. 3980. 3582. 3184. 2786. 2388. 1990. 1592. 1194. 796. 398. 0. APPLD (K-fT) 10711. 6405. 2700. 7313. 10717. 12704. 13273. 12435. 10088. 5983. 0. RESIST iK-FTi 16657. 14387. 12054. 15329. 1765S. 18975. 19285. 18653. 17126. 14724. 0. FSU (KSI) 248.46 247.86 251.70 253.93 255.51 256.39 256.59 256.18 255.15 253.51 0.00 AIIS (IN) 11.32 10.87 5.52 5.61 5.64 5.66 5.67 5.66 5.63 5.60 0.00 REQD COMBINED (SQ.IN) STEEL RAT! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.150 0.171 0.160 0.131 0.116 0.109 0.108 0.111 0.119 0.135 0.000 TENDON ELONGATION PATH NO.P-JACK (KIPS) Z JACK FY (KSI) AS (SO IN) AVE STRESS (KSI) TENDI 1 5400. 75. 270. NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. MODULUS USED FOR P/S STEEL IS 28000. KSI 26.67 183.29 TENDON LENGTH ELON6ATION <FT) t 456.00 35.82 I I I I I I I I I I I I I I I I I I I File: B389I3 HcDAHIEL ENGINEERS - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON 02/09/89 Page 43 ttm CONCRETE SUPER W» CONCRETE SUB tlttt P/S TRIAL 1032 C.Y. WU 221 C.Y. mtt 40981 IBS. W« THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT HEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT HAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. Tiie of Day: 14:20:57.48 Date: 02/09/89 File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 1 CANNON ROAD BRIDGE AT HACARIO CANYON E DESCRIPTION END m JT. CQND NO 1 2 3 4 5 6 7 8 9 LT 1 2 3 4 5 7 8 9 10 RT LT RT 2 R 3 4 5 6 R 2 3 4 5 DIR 6 6 6 6 6 SPAN 74.5 101.0 101.0 101.0 74.5 0.0 0.0 0.0 0.0 I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUPPORT OR HINBE 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 E 3372. 3372. 3372. 3372. 3372. 3250. 3250. 3250. 3250. DEAD UNI 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LOAD SEC .150 .150 .150 .150 .150 .150 .150 .150 .150 K LT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CArtfiV OVER FACTORS RECALL RT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' RT HEH 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i i i i i i i i i i i i i i i i i i File: B389I4 HcDAJHEL ENGINEERING - PCBDS - vl.00 02/09/89 Page 2 CANNON ROAD BRIDGE AT HACARIQ CANYON . ?sc'ion Prsc-e'tiss - Inout Het Re No Loc. Call Z Y N D Top Bot No H T H Fact! H Facf:'L Ex In, I Ex In E Store */- Code V/D HZ Y Area Izz E Store 1 0.0 0.0 0.0 39.8 4.00 8.00 5.50 3 12. 1 12. 1.50 1 12. 1.50 3.4 7. 12. 3.4 7. 12. 3372. 01 SECTION PROPERTIES - OUTPUT r r NEH NO LOC, DEPTH Z-B IZZ IYY E 123.94 6741.88 .3372.00 Y-BAR AREA 1 0.0 4.00 19.90 2.35 56.74 MEMBER 1 PROPERTIES LENGTH: 74.5 HIN EH: 0.418E+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input net Re No Loc. Call Z Y N D Top Bot No H T H Fact T N Fact L Ex In L Ex In E Store +/- Code V/D H Z Y Area Izz E Store 2 0.0 01 U Recall Only SECTION PROPERTIES - OUTPUT HEH NO LOC. DEPTH Z-BAR Y-BAR AREA 2 0.0 4.00 19.90 2.35 56.74 HEHBER 2 PROPERTIES LENGTH: 101.0 HIN EtI: 0.418E+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input Hen Re No Loc. Call Z Y H D Top Bot No H T N Fact T N Fact L Ex In L Ex In E Store I IZZ IYY E 123.96 6741.88 3372.00 c L I 3 0.0 01 SECTION PROPERTIES - OUTPUT HEH */- Code V/D H »t Recall Only Z Area Izz Store IZZ IYY E 123.96 6741.88 3372.00 NO LOC. DEPTH Z-BAR Y-BAR AREA 3 0.0 4.00 19.90 2.35 56.74 HEHBER 3 PROPERTIES LENGTH: 101.0 NIN EH: 0.418E+06 STIFF: 4.000 LT 4.000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input L 1 1 1 1 1 1 1 1 1 1• 1 1 1 •1 1 1 1 1 File: B38914 SECTION PROPERTIES HEN NO LOC. DEPTH 6 0.0 0.00 6 25.5 0.00 6 33.8 0.00 6 37.8 0.00 6 42.0 0.00 6 44.4 0.00 HcOANIEL EN6INEERIN6 - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON - OUTPUT Z-BAR Y-3AR AREA IZZ IYY 0.00 0.00 25.07 50.11 0.00 0.00 0.00 25.07 50.11 0.00 0.00 0.00 32.71 69.38 0.00 0.00 0.00 41.90 92.54 0.00 0.00 0.00 55.32 126.40 0.00 0.00 0.00 55.32 126.40 0.00 02/09/89 Page 4 . - :..-,-. . %V,. . ,.;. E 3250.00 3250.00 3250.00 3250.00 3250.00 3250.00 HEN8ER 6 PROPERTIES LENGTH; 44.4 MIN Section Properties Mei Re No Loc. Call Z 7 0.0 01 7 38.5 01 7 46.8 02 7 50.8 03 7 55.0 04 7 57.4 04 SECTION PROPERTIES HEM NO LOC. DEPTH 7 0.0 0.00 7 38.5 0.00 7 46.8 0.00 7 50.8 0.00 7 55.0 0.00 7 57.4 0.00 Ell: 0.163E+06 STIFF: 4.374 LT 6.396 RT C.O.: - Input Y H D Top Bot No N T N Fact T N +/- Code V/D H Z Y Area tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only - OUTPUT Z-BAR Y-BAR AREA IZZ IYY 0.00 0.00 25.07 50.11 0.00 0.00 0.00 25.07 50.11 0.00 0.00 0.00 32.71 69.38 0.00 0.00 0.00 41.90 92.54 0.00 0.00 0.00 55.32 126.40 0.00 0.00 0.00 55.32 126.40 0.00 • 0.668 LT 0.456 RT Fact L Ex In L Ex In E Store Izz E Store E 3250.00 3250.00 3250.00 3250.00 3250.00 3250.00 r r ,— L r r 1. 1 r. i L- L i\i [ PIy I L L L C File: 8389I4 HcOANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 5 CANNON ROAD BRIDGE AT I1ACARIO CANYON - HEH3ER 7 PROPERTIES LENGTH: 57.4 HIN Eli: 0.1&3E+06 STIFF: 4.327 LT 5.887 j?T C.O.: 0.441 LT 0.471 RT Section Properties - Input Hei Re No Loc. Call Z Y D Top Bot No H T H Fact T N Fact L Ex In L Ex In E Store Z Area Izz Store 8 0.0 01 8 32.5 01 8 40.8 02 8 44.8 03 8 49.0 04 8 51.4 04 SECTION PROPERTIES - HEH NO 8 8 8 8 8 8 LOC. 0.0 32.5 40.8 44.8 49.0 51.4 DEPTH 0.00 0.00 0.00 0.00 0.00 0.00 tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only tt Recall Only OUTPUT Z-BAR 0.00 0.00 0.00 0.00 0.00 0.00 Y-BAR 0.00 0.00 0.00 0.00 0.00 0.00 AREA 25 25 32 41 55 55 .07 .07. .71 .90 .32 .32 IZZ 50 50 69 92 126 126 .11 .11 .38 .54 .40 .40 IVY 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 E 3250.00 3250.00 3250.00 3250.00 3250.00 3250.00 MEMBER 8 PROPERTIES LENGTH: 51.4 HIN EtI: 0.163E+06 STIFF: 4.348 LT 6.097 RT C.O.: 0.653 LT 0.466 RT ^ Section Properties - Input Men Re No Loc. Call Z Y H D Top Bot No H T M Fact T H Fact L Ex In L Ex In E */- Code V/D H Z Y Area Izz E Store 9 0.0 01 tt Recall Only 9 26.5 01 tt Recall Only 9 34.8 02 tt Recall Only Store I I I I I I I I I I I I I I l I l l File: B389I4 McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 6 CANNON ROAD BRIDGE AT HACARIO CANYON Section Praoertias - Inout 4*~*<4Mr r H Hei Re No Loc. Call Z V H */- Code V/D 9 38.8 03 It Recall Only 9 43.0 04 tt Recall Only 9 45.4 04 t! Recall Only SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR Y-BAR AREA ? 0.0 0.00 0.00 0.00 25.07 9 26.5 0.00 9 34.8 0.00 0.00 D Top Bot No H T H Fact T N Fact L Ex In L Ex In E Store Z Y Area Izz E Store 0.00 0.00 25.07 0.00 0.00 32.71 0.00 0.00 41.90 0.00 0.00 55.32 0.00 0.00 55.32 9 38.8 9 43.0 0.00 9 45.4 0.00 MEMBER 9 PROPERTIES LENGTHS 45.4 KIN EtI: 0.163E+06 STIFF: 4.370 LT 6.350 RT C.O.: 0.665 LT 0.458 RT IZZ 50.11 50.11 69.38 92.54 126.40 126.40 IYY E 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 0.00 3250.00 r i c r I [ L ^»^^^ES6^Ki«r<^« File: B389I4 NO ERRORS FOUND FSriifE PROPERTIES HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 7 CANNON ROAD BRIDGE AT HACARIO CANYON HEH NO 1 2 3 4 5 6 7 8 9 END JT COND LT RT LT RT DIR 1 2 3 4 5 7 8 9 10 2 R 3 4 5 6 2 3 4 5 G 6 G G R 6 SPAN 74.5 101.0 101.0 101.0 74.5 44.4 57.4 51.4 45.4 HIN Ell 0.4180E+06 0.4180E+06 0.4180E+06 0.4180E+06 0.41BOE+06 0.1629E+06 0.1629E+06 0.1629E+06 0.1629E+06 SUPPORT OR HINGE 0.0 0.0 0.0 0.0 0.0 6.0 6.0 6.0 6.0 E 3372. 3372. 3372. 3372. 3372. 3250. 3250. 3250. 3250. CARRY OVER FACTORS LT RT 0.500 0.500 0.500 0.500 0.000 0.668 0.641 0.653 0.665 0.000 0.500 0.500 0.500 0.500 0.456 0.471 0.466 0.458 DISTRIBUTION FACTORS LT RT 0.000 0.291 0.332 0.316 0.300 0.000 0.000 0.000 0.000 J 0.296 0.332 0.316 0.295 0.000 0.413 0.335 0.368 0.406 IF fOBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROH LEFT END OF HENBER J*W mtt IF NEKBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION tmt t*m IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HONEN7 REDUCTION MILL NOT TAKE PLACE Wtt n iiiiiintliliMIHMIIiiiiWI ' Lumtzssi I 1 • 1 1 1 1 1 File: B3B9I4 CANNON LOAD DATA TRIAL 0 -^rti. LINE m '* OR P CODE 1 30.510 P 5 30.510 P 1 34.285 P 2 34.285 P 2 34.285 P 3 34.285 P 3 34.285 P 4 34.285 P 4 34.285 P 5 34.285 P FIXED END J10MENTS TRIAL 0 HEH FIXED END MOMENTS NO LT RT 1 0. -5904. 4 -7234. -7234. 7 0. 0. HcDANIEL ENGINEERING - PCBDS - ROAD BRIDGE AT MACARIO AH 0.0 74.5 74.5 0.0 101.0 0.0 101.0 0.0 101.0 0.0 NEK NO 2 5 8 B 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 FIXED LT -7234. -5904. 0. CANYON FIXED END LEFT 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. END MOMENTS RT -7234. 0. 0. "^flt^WKE vl.OO S-K3T3 SiSHT 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 02/09/89 Page 8 . DEFLT COMMENTS END DIAPHRAGM END DIAPHRAGM BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 MEM FIXED END MOMENTS NO LT RT 3 -7234. -7234. f> 0. 0. 9 0. 0. I I I I I I I I I I r i c 1 c L File: B 389 I 4 3 "ESSAY OIA5NQSTICS HcDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON 02/09/89 Page 9 NO ERRORS FOUND RESULTS OF 1 INCH SHAY TO THE RISHT 1 VERTICAL SHEAR (KIPS) MEMBER 252.3 136.3 180.4 241.1 HOHENTS (FT-KIPS) LT RT BASED ON E GIVEN BY USER -5537. 5636. -3724. 4101. -4472. 4798. -5415. 5533. 1 1 1 1 1 1 •1 1 1 1 1 1 1 1w 1 1 File: nO.-; ; . NO 1 2 ( 3 ( 4 { 5 ( 838914 -rt ' ••<>• LEFT 0. -4371. -5849. -7273. -6239. -7356. -6309. -6311. -5364. HORIZONTAL i ni 3 4 5 0. 769. 820. 830. 705. HORIZONTAL 1 2 3 4 5 0. -542. -578. -584. -497. '£:"«* ''» .1 PT 1494. -3013. ) -3366. ! -3401. ) -3554. Me WIN I EL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 10 CANNON ROAD BRIDGE AT HA CAR 10 CANYON ttt 5I5E3UAY INCLUDED. W .- !- \ . f -. !•-.**- -*•!.- 'i • - .2PT 2516. -23, -328. -314. -1270. MEMBER STRESSES -196. 396. 443. 447. 467. -331. 3. 43. 41. 167. MEMBER STRESSES 138. -279. -312. -315. -329. 233. -2. -30. -29. -118. ''••rti- ••• .3 PT 3066. 2099. 1842. 1904. 542. TRIAL 0 -403. -276. -242. -250. -71. TRIAL 0 284. 194. 171. 176. 50. .4 PT 3143. 3352. 3144. 3255. 1882. .5PT 2747. 3737. 3578. 3737. 2749. .6 PT 1880. 3254. 3144. 3351. 3144. .7 PT 540. 1903. 1342. 2097. 3066. .8 PT -1272. -316. -329. -25. 2517. .9 PT RIGHT -3557. -6314. ( -5367.) -3403. -7358. ( -6311.) -3367. -7274. ( -6240.) -3016. -6874. ( -5853.) 1494. 0. BOTTOM FIBER -413. -441. -413. -428. -247. TOP 291. 310. 291. 301. 174. -361. -491. • -471. -491. -361. FIBER 254. 346. 331. 346. 255. -247. -428. -413. -441. -413. 174. 301. 291. 310. 291. -71. -250. -242. -276. -403. 50. 176. 171. 194. 284. 167. 42. 43. 3. -331. -118. -29. -30. -2. 233. 468. 706. 447. 830. 443. 821. 397. 770. -197. 0. -329. -497. -315. -584. -312. -578. -279. -542. 133. 0. VERTICAL MEMBER MOMENTS TRIAL 0 6 7 8 9 250. -43. 35. -262. 169. -30. 23. -180. 83. -17. 11. -97. 8. -4. 0. -15. -73. 8. -12. 63. -154. 21. -23. 150. -234. 34. -35, 233. -315. 47. -47. 316. -396. 60. -58. 393. -476. -557. 73. 86. -70. -82. 481. 563. r r c r r, i c i '^t^^^tS?(!^l^ff^ File: B3S9I4 HcDAMEL ENGINEERING - PCBDS - vl.00 02/09/89 Page 11 CANNON ROAD BRIDGE AT HACARIO CANYON - ttl SI9E33IAY INCLUDED, ttt HORIZONTAL REUSE* SHEARS TRIAL 0 NEH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT 1 262.8 168.9 105.5 42.1 -21.3 -84.7 -148.1 2 459.2 339.0 253.0 167.1 81.1 -4.8 -90.8 3 464.0 343.8 257.8 171.9 85.9 0.0 -86.0 4 468.8 348.6 262.6 176.7 90.7 4.8 -81.2 5 436.0 338.3 274.9 211.5 148.1 84.7 21.3 VERTICAL MEMBER SHEARS TRIAL 0 6 -18.2 -18.2 -13.2 -18.2 -18.2 -18.2 -18.2 7 2.2 2.2 2.2 2.2 2.2 2.2 2.2 8 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 -2.3 9 18.2 18.2 18.2 18.2 18.2 ' 18.2 18.2 .7 PT .8 PT .9 PT RI6HT -211.6 -275.0 -338.4 -436.0 -176.7 -262.7 -348.6 -468.9 -171.9 -257.9 -343.8 -464.1 -167.1 -253.1 -339.0 -459.3 -42.1 -105.5 -168.9 -262.8 -18.2 -18.2 -18.2 -18.2 2.2 2.2 2.2 2.2 -2.3 -2.3 -2.3 -2.3 18.2 18.2 18.2 18.2 VERTICAL MEMBER REACTIONS TRIAL 0 m NO LT REACTION 6 1100.1 7 1186.6 8 1164.0 9 1103.9 RT REACTION 895.3 932.9 932.9 895.3 HEHBER HEIGHT 204.8 253.7 231.1 208.6 I -•^*33S^^i^ File: B389I4 McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 12 CANNON ROAD BRIDGE AT HACARIO CANYON , .,. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TRIAL 0 TANGENTIAL ROTATIONS - RADIANS - CLuCKillSt POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 0.001134 0.000169 2 4 0.000033 -0.000168 5 7 0.000000 -0.000032 8 0.000169 -0.000032 -0.000168 -0.001134 0.000000 0.000033 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - MEMBER 1 E= 3372. 0.000 0.017 MEMBER 2 E= 3372. 0.000 0.037 MEMBER 3 E= 3372. 0.000 0.035 MEMBER 4 E= 3372. 0.000 0.038 MEMBER 5 E= 3372. 0.000 0.021 VERTICAL MEMBER DEFLECTIONS IN FEET AT MEMBER 6 E= 3250. 0.000 -0.001 MEMBER 7 E= 3250. 0.000 0.000 MEMBER 8 E= 3250. 0.000 0.000 MEMBER 9 E= 3250. 0.000 0.002 0.008 0.015 0.020 0.011 0.006 0.001 0.006 O.OJB . 0,030 0.029 0.017' ' 0.005 0.005 0.015 0.026 0.026 0.015 0.005 0.005 0.017 0.029 0.030 0.013 0.006 0.001 0.006 0.011 0.020 0.015 0.008 1/10 POINTS FROM LEFT END. 0.000 0.000 -0.001 -0.001 -0.001 -0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.002 0.001 0.001 3 -0.000032 0.000033 6 0.000000 0.000169 9 0.000000 -0.000168 OONNHARD POSITIVE 0.021 0.020 0.000 0.038 0.041 0.000 0.035 0.037 0.000 0.037 0.041 0.000 0.017 0.020 0.000 -0.001 -0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.000 L C L I File: B339I4 McDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 13 CANNON ROAD BRIDGE AT HACARIO CANYON LOAD DATA TRIAL 1 LOAD LINE HEH Ji Oft F CODE A S U 0.0 0.0 ASSUMED DATA 74.5 U 0.0 0.0 ASSUMED DATA 101.0 U 0.0 0.0 ASSUMED DATA 101.0 U 0.0 0.0 ASSUMED DATA 101.0 U 0.0 0.0 ASSUMED DATA 74.5 FIXED END MOMENTS TRIAL 1 FIXED END .10IOTS LEFT RIGHT DEFLT COMMENTS1 2 3 4 5 3.200 3.200 3.200 3.200 3.200 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD MEM NO 1 4 7 FIXED END MOMENTS LT RT 0. -2220. -2720. -2720. 0. 0. MEM NO 2 5 8 FIXED END MOMENTS LT RT -2720. -2720. -2220. 0. 0. 0. MEM NO 3 & 9 FIXED END MOMENTS LT RT -2720. -2720. 0. 0. 0. 0. 1 1 1 1 1 •1 1 1 •B j^^ 1 1 1 File: B389I4 McDAHIEL ENGINEERING - PCBDS - vl. 00 02/09/89 Page 14 . CANNON ROAD BRIDGE AT HACARIO CANYON lit SIDESHAY INCLUDED, ttt HORIZONTAL HEHBER HOHENTS TRIAL i HEH NO LEFT 1 0. 2 -2583. ( -2199. 3 -2735. ( -2346. 4 -2766. ( -2372. 5 -2373. ( -2017. HORIZONTAL 1 0. 2 289. 3 308. 4 312. 5 265. HORIZONTAL 1 0. 2 -204. 3 -217. 4 -220. 5 -187. .1 PT 562. -1133. ) -1266. ) -1279. ) -1336. ) .2 PT 946. -9. -123. -118. -477. HEHBER STRESSES -74. 149. 166. 168. 176. -124. 1. 16. 16. 63. HEHBER STRESSES 52. -105. -117. -118. -124. 88. -1. -It. -11. -44. .3 PT 1153. 789. 693. 716. 204. TRIAL 1 -152. -104. -91. -94. -27. TRIAL 1 107. 73. 64. 66. 19. .4 PT 1182. 1260. 1182. 1224. 708. .5PT 1033. 1405. 1345. 1405. 1034. .6 PT 707. 1224. 1182. 1260. 1182. .7PT 203. 716. 692. 788. 1153. .8 PT -478. -119. -124. -9. 946. .9 PT RI6HT -1337. -2374. ( -2018.) -1280. -2767. ( -2373.) -1266. -2735. ( -2346.) -1134. -2585. J ( -2201.) 562. 0. r F rI;. f 1 £i H BOTTOH FIBER j -155. -166. -155. -161. -93. TOP 109. 117. 109. 113. 66. -136. -185. -177. -185. -136. FIBER 96. 130. 125. 130. 96. -93. -161. -155. -166. -155. 65. 113. 109. 117. 109. -27. -94. -91. -104. -152. 19. 66. 64. 73. 107. 63. 16. 16. 1. -124. -44. -11. -11. -1. 88. 176. 265. 168. 312. 167. 309. 149. 289. -74. 0. -124. -187. -118. -220. -117. -217. -105. -204. 52. 0. *— • i f" rL H t VERTICAL HEHBER MOMENTS TRIAL 1 1 1 1 1 1 6 94. 7 -16. 8 13. 9 -99. 64. -11. 9. -68. 33. -7. 4. -37. 3. -2. 0. -5. -27. 3. -4. 26. -58. 8. -9. 57. -88. 13. -13. 88. -118. 18. -18. 119. -149. 23. -22. 150. -179. -209. 27. 32. -26. -31. 181. 212. I L fu iL ^ File: B389I4 HcOANIEL ENGINEERING - PCBDS - vl.00 02/09/89 Page 15 ....... CANNON ROAD BRIDGE AT HACARIO CANYON - • . . - W SIDESJIAY INCLUDED, ttt HGRiZONTAL MEilSER SHEARS TRIAL i HEH NO LEFT .1 PT .2 PT .3 FT .4 PT .5 PT .4 PT .7 PT .3 PT .9 PT RIGHT 1 87.3 63.5 39.7 15.8 -8.0 -31.9 -55.7 -79.5 -103.4 -127.2 -151.1 2 159.8 127.5 95.1 42.8 30.5 -1.8 -34.1 -64.5 -98.8 -131.1 -163.4 3 161.6 129.3 97.0 64.6 32.3 0.0 -32.3 -64.6 -97.0 -129.3 -161.6 4 163.4 131.1 98.8 66.4 34.1 1.8 -30.5 -62.8 -95.2-127.5 -159.8 5 151.1 127.2 103.4 79.5 55.7 31.9 8.0 -15.8 -39.7 -63.5 -87.3 VERTICAL NEKBER SHEARS TRIAL 1 6 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 -6.8 7 0.3 0.3 0.3 0.8 0.8 0.8 0.8 0.8 0.8 0.3 0.8 8 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 -0.9 9 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.3 6.8 6.8 6.8 VERTICAL HEHBER REACTIONS TRIAL 1 HEH NO 6 7 8 9 LT REACTION 310.8 325.0 325.0 310.9 RT REACTION 310.8 325.0 325.0 310.9 MEMBER WEIGHT I•. 1 1 1 1 1 1 1 1 1 1 1 1 1 rue; 000717 nLvrmicL cnoinccnino - runva - TI. CANNON ROAD BRIDGE AT HACARIO CANYON . TRIAL 1 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END 1 0.000426 0.000064 2 0.000064 -0.000012 4 0.000012 -0.000063 5 -0.000063 -0.000426 7 0.000000 -0.000012 8 0.000000 0.000012 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END MEMBER 1 E= 3372. 0.000 0.003 0.006 0.007 0.006 0.004 0.002 0.000 MEMBER 2 E= 3372. 0.000 0.002 0.007 0.011 0.014 0.011 0.006 0.002 MEMBER 3 E= 3372. 0.000 0.002 0.006 0.010 0.013 0.010 0.006 0.002 MEMBER 4 E= 3372. 0.000 0.002 0.006 0.011 0.014 0.011 0.007 0.002 MEMBER 5 E= 3372. 0.000 0.000 0.002 0.004 0.008 0.007 0.006 0.003 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. MEMBER 6 E= 3250. 0.000 0.000 0.000 0.000 -0.001 0.000 0.000 0.000 MEMBER 7 E= 3250. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 MEMBER 8 E= 3250. 0.000 '0.000 0.000 0.000 0.000 0.000 0.000 0.000 MEMBER 9 E= 3250. 0.000 0.000 0.000 0.000 0.001 0.001 0.000 0.000 vv V4JV7IO7 r*ge 10 .., ... ,-, :. ..* „,::,,, SPAN LT. END RT. END 3 -0.000012 0.000012 6 0.000000 0.000064 9 0.000000 -0.000063 - DOWNWARD POSITIVE 0.008 0.008 0.000 0.014 0.015 0.000 0.013 0.014 0.000 0.014 0.015 0.000 0.006 0.008 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.OOi 0.000 File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 17 CANNON ROAD BRIDGE AT KACARIO CANYON LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES HEM SUPERSTRUCTURE SUBSTRUCTURE NO. LT.END RT.END LT.END RT.END RESISTING MOMENT OF UNIT STEEL POSITIVE NE6ATIVE PLOT PLOT INFLU- N S SCALE ENCE ENV. LINES BEN 1 2 3 4 5 LIVE LOAD NO. 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 TRUCK PI Dl P2 02 P3 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. LANE UNIFORM HCH. RIDER SHEAR RIDER IMPACT 0 NO. LL LNS. 0 NO LIVE LOAD SIDES WAY NO 1. 8.0 14.0 32.0 14.0 32.0 0.640 18.0 26.0 YES 0.00 NO COMMENTS: HS20-44 AASHTO LOADING WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM MEH NO IMPACT Z 25. 22. 22. 22. 25. 1 1 1• 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 File: B389I4 LL HO. 1. m LEFT NO 1 0 SHEAR 0 2 -3064 ( -2676. SHEAR 164 3 -3209 ( -2822. HcDANIEL ENGINEERING - PCBDS CANNON ROAD BRIDGE AT HACAfilO CANYON NEGATIVE .1 Pi . -118. .0 -15.8 . -1599. ) .0 118.5 . -1747. ) SHEAR 165.2 117.6 4 -3191 ( -2806. SHEAR 163 5 -2726 ! -2348. SHEAR 15? HORIZONTAL 1 0. 2 352. 3 371. 4 369. 5 309. HORIZONTAL 1 0. 2 -248. 3 -261. 4 -260. 5 -217. . -1737. ) .8 116.7 . -1673. .a 123.? .2 PT -236. -15.8 -680. 12.6 -894. 16.7 -865. 16.3 -943. 15.? MEMBER STRESSES LL 15. 210. 230. 228. 220. 31. 89. 118. 114. 125. MEMBER STRESSES LL -11. -148. -162. -161. -155. -22. -63. -83. -80. -88. .3 PT -353. -15.8 -553. 12.6 -726. 16.7 -700. 16.3 -830. 15.9 MAX NE6 46. 73. 95. 92. 109. MAX NE6 -33. -51. -67. -65, -77. - vl.OO 02/09/89 Page 18 LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS .4 PT -471 -15 -489 -5 -637 0 -573 4 -711 15 .5 PT . -589. .8 -15.8 . -542. .2 -5.2 . -628. .8 0.8 . -529. .4 4.4 . -593. .9 15.9 .6 PT -707. -15.8 -595. -5.2 -620. 0.8 -485. 4.4 -474. 15.9 .7 PT -825. -15.8 -733. -17.1 -689. -15.7 -559. -12.8 -356. 15.9 .3 PT -943. -5.1 -907. -17.1 -848. -15.7 -689. -12.8 -237. 15.9 .9 PT -1676. ( -124.0 -1736. ( -53.3 -1754. { -119.0 -1587. { -117.6 -119. 15.9 SISHT -2730. -2352.) -159.6 -3182. -2799.) -163.6 -3228. -2838.) -145.9 -3045. -2659.) -1*3.4 0. 0.0 BOTTOM FIBER 62. 64. 84. 75. 94. TOP -44. -45. -59. -53. -66. 77. 71. 83. 70. 78. FIBER -55. -50. -58. -49. -55. 93. 78. 82. 64. 62. -65. -55. -57. -45. -44. 108. 96. 91. 74. 47. -76. -68. -64. -52. -33. 124. 119. 111. 91. 31. -87. -84. -78. -64. -22. 220. 228. 231. 209. 16. -155. -161. -162. -147. -11. 309. 368. 373. 350. 0. -218. -259. -263. -246, 0. L File: 838914 HcOANIEL ENGINEERING - PCBDS - vi.OO CANNON ROAD BRIDGE AT ftACARIO CANYON- • - LL NO, 1. 9EAD LOAD 1«S NEGATIVE LIVE LOAD XOHENT MEM Lin .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT NO 1 0. 1376. 2280. 2712. 2671. 2158. 1173. -285. 2 -9934. -4611. -703. 1546. 2863. 3195. 2660. 1170. ( -8525.) 3 -10482. -5113. -1222. 1116. 2508. 2950. 2524. 1152. ( -9061.) 4 -10547. -5138. -1179. 1205. 2681. 3208. 2866. 1538. { -9115.) 5 -9037. -5227. -2218. -287. 1171. 2156. 2670. 2711. ( -7681.) HORIZONTAL HEHBER STRESSES FOR DULL HAX NE6 BOTTOH FIBER 1 0. -181. -300. -357. -351. -284. -154. 37. 2 1121. 606. 92. -203. -376. -420. -350. -154. 3 1191. 672. 161. -147. -330. -388. -332. -152. 4 1199. 676. 155. -158, -353. . -422. -377. -202. 5 1010. 687. 292. 38. -154. -284. -351. -356. HORIZONTAL HEHBER STRESSES FOR DULL NAX NE6 TOP FIBER 1 0. 127. 211. 251. 247. 200. 109. -26. 2 -789. -427. -65. 143. 265. 296. 246. 108. 3 -839. -473. -113. 103. 232. 273. 234. 107. 4 -844. -476. -109. 112. 248. 297. 265. 142. 5 -711. -484. -205. -27. 108. 200. 247. 251. 02/09/89 Page 19 ENVELOPE .8 PT .? PT RiSHT -2215. -5232. -9044. ( -7687.) -1222. -5139. -10540. ( -9110.) -1177. -5122. -10502. ( -9078,! -714. -4602. -9919. ( -8512.) 2280. 1376. 0. 291. 688. 1011. 161. 676. 1198. 155. 673. 1194. 94. 605. 1119. •300. -181. 0. •205. -484. -712. •113. -476. -844. •109. -474. -841. -66. -426. -788. 211. 127. 0. •• • 1 1 1 1 1 1 1 1 1 1 1 " '• "^^pl^^^sHfi-^-. , , -:.-'.-fipft- '-- • '•""'* ' 1 1 1^v 1 1 1 1 1• 1 1 1 1 1 1 1 1 1 File: LL NO. HEH NO 4i SHEAR 2 SHEAR 3 SHEAR 4 SHEAR 5 SHEAR B389I4 1, LEFT 0 0 479 -17 420 -9 367 -7 193 -2 HORIZONTAL 1 i 3 4 5 0. -63. -55. -48. -25. HORIZONTAL 1 2 3 4 5 0. 44. 39. 34. 18. He DAN I EL ENGINEERING - PCBDS CANNON ROAD BRIDGE AT HACARIO CANYON POSITIVE .1 PI . 1341. .0 180.0 . 457. .1 64.3 . 526. .9 66.1 . 503. .5 67.9 . 313. .6 72.0 .2 ?T 2206. 148.0 1177. 174.0 1299. 171.3 1265. 171.4 824. 186.7 HEHBER STRESSES LL -176. -60. -69. -66. -41. -290. _' rr1--JU * -171. -166. -108. MEHBER STRESSES LL 124. 42. 49. 47. 29. 204. 109. 120. 117. 76. ,3 ?1 2649. 107.9 2093. 146.5 2200. 143.5 2162. 143.3 1639. 165.3 HAX POS -348. -275. -289. -284. -216. HAX POS 245. 194. 204. 200. 152. - vl.OO 02/09/89 Page 20 LIVE LOAD HOKENT ENVELOPE AND ASSOCIATED SHEARS ,4 PI 2787 78 2693 116 2764 113 2722 112 2287 140 .5 PI . 2666. .5 -413.0 . 2885. .2 84.7 . 2917. .0 -83.3 . 2870. .6 -83.7 . 2671. .5 112.8 .0 PI 2280. -140.6 2747. -111.6 2745. -114. 6 2690. -115.3 2791. -78.6 .7 PI 1631. -165.5 2198. -142.3 2164. -144.9 2100. -145.8 2652. -108,1 .8 PI 316. -186.9 1306. -170.6 1255. -172.5 1188. -173.4 2208. -148.2 .9 PI RIGHT 315. 200. -71.9 2.7 511. 358. -68.7 7.4 523. 453. -44.9 16.7 451. 455. -64.9 16.3 1342. 0. -180.1 0.0 BOTTOM FIBER -366. -354. -363. -358. -301. TOP 258. 249. 256. 252. 212. -351. -379. -384. -377. -351. FIBER 247. 267. 270. 266. 247. -300. -361. -361. -354. -367. 211. 254. 254. 249. 258. -215. -289. -285. -276. -349. 151. 204. 200. 194. 246. -107. -172. -165. -156. -290. 76. 121. 116, 110. 204. -41. -26.' -67. -47. -69. -60. -59. -60. -176. 0. 29. 19. 47. 33. 48. 42. 42. 42. 124. 0. t L~ 'SiSS^yg^^^^^f^^S^^ File: B389I4 NcDANIEL ENGINEERING - PCBDS - vl.OO LL NO, i, CANNON ROAD BRIDGE AT HACARIO CANYON • <• DEAD tO*D PLUS POSITIVE LIVE LOAD ilOHENT MEN NO i LEFT .1 FT .2 FT .3 FT .4 FT .5 FT .6 FT .7 FT 0. 2836. 4722. 5715. 5929. 5414. 4160. 2171. 2 -6392. -2556. 1154. 4192. 6045. 6623. 6001. 4101. ( -5433.) 3 -6852. -2840. 971. 4042. 5908. 6495. 5889. 4005. ( -5824.) 4 -6989. -2898. 950. 4066. 5976, 6607. 6041. 4197. ( -5940.) 5 -6118. -3241. -446. 2181. 4169. 5420. 5935. 5719. ( -5200.) 02/09/89 Page 21 ENVELOP .8 FT .9 FT filSHT -456. -3242. -6114. ( -5197.) 991. -2892. -7000. ( -5950.) 926. -2844. -6821. ! -5798.) 1163. -2564. -6419. ( -5456.) 4724. 2836. 0. HORIZONTAL i ni 3 4 5 0 7S4 766 781 684 HORIZONTAL 1 2 3 4 5 0 -503 -539 -550 -481 HEH8ER STRESSES . -373. 336. . 373. . 381. . 426. -62! -152 -128 -125 59 MEMBER STRESSES . 263. . -237. . -263. . -268. . -300. 437 107 90 88 -41 FOR DL+LL , -751. . -551. . -532. . -535. . -237. FOR DL+LL 529. 388. . 374. 376. 202. HAX POS BOTTOM FIBER -780, -795. -777. -786. . -548. HAX POS 549. 560. 547. 553. 386. -712. -871. -854. -869. -713. -547. -739. -774. -794. -780. -286. -539. -527. -552. -752. 60. -130. -122. -153. -621. 426. 380. 374. 337. -373. 633. 782. 762. 717. 0. TOP FIBER 501. 613. 601. 612. 502. 385. 556. 545. 559. 550. 201. 380. 371. 389. 530. -42. 92. 86. 108. 437. -300. -268. -263. -237. 263. -481. -551. -537. -505. 0. lag* 1 1 1 1 1 1 1 1 • 1 1^M I • 1 •™ 1 • 1 1 •• File: LL NO. ?O8£R POS. V HOH. NEG. V HOH. RANGE LL NO. HEHBER POS. V HOH. HE8. V HOH. RANGE LL NO. HEH8ER PQS. V HOH. NEG. V HQH. RANGE LL NO. HEHBER POS. V HOH. NEG. V HOH. RANGE LL NO. HEHBER POS. V HOH. NE6. V HOH. RANGE M^n B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON 1, LIVE LOAD SHEAR ENVELOPES AND 1 LEFT 213.2 0. -15.8 0. 229.1 1. 2 LEFT 234.4 -1175. -17.1 479. 251.5 1. 3 LEFT 233.2 -1094. -15.8 311. 249.0 1. 4 LEFT 233.3 -1113. -12.8 349. 246.2 1. 5 LEFT 238.2 -1090. -2.6 193. 240.8 MHI .1 ?T 180.0 1341. -22.8 818. 202.8 .2 ?T 148.0 2206. -38.4 1515. 136.5 .3 PI 117.3 2632. -62.0 2102. 179.8 .4 FT .5 PT 39.8 64.6 2676. 2407. -91.8 -123.0 2497. 2556. 131.6 137.4 .6 PT 42.3 If It.-ii.2 2238. 19*.9 LIVE LOAD SHEAR ENVELOPES AND .1 PT 214.9 -17. -17.1 306. 232.0 .1 PT 212.6 112. -16.4 787. 229.0 .1 PT 212.8 80. -13.4 720. 226.2 .1 PT 222.3 -153. -5.6 374. 227.9 •^ .2 PT 139.7 1127. -24.9 1221. 214.7 .2 PT 186.9 1260. -26.0 1341. 212.9 .2 PT 186.8 1223. -23.5 1342. 210.4 .2 PT 202.3 792. -12.2 729. 214.6 ••• .3 PT 160.3 2051. -33.6 1335. 199.4 LIVE .3 PT 157.6 2158. -40.8 1872. 198.4 LIVE .3 PT 157.3 2119. -40.7 1841. 198.0 LIVE .3 PT 178.7 1626. -24.3 1293. 203.5 ^•1 .4 PT .5 PT 129.7 98.2 2617. 2760. -64.3 -93.7 2422. 2747. 194.0 !92.0 ,6PT 68.3 2485. -125.0 2665. 193.3 LOAD SHEAR ENVELOPES AND .4 PT .5 PT 126.5 95.4 2634. 2784. -67.3 -96.9 2497. 2788. 193.8 192.3 .6 PT 65.9 2475. -128.1 2667. 194.0 LOAD SHEAR ENVELOPES AND .4 PT .5 PT 126.0 94.6 2641. 2736. -67.3 -97.2 2459. 2743. 193.3 191.8 .6 PT 65.0 2422. -128.7 2613. 193.7 LOAD SHEAR ENVELOPES AND .4 PT .5 PT 152.0 122.8 2245. 2561. -42.9 -64.8 1917. 2412. 194.9 187.6 .6 PT 91.7 2500. -89.9 2680. 181. s QQRBSRKBIDBtri^wHBIHWflHE^HpK 02/09/89 Page 22 ASSOCIATED *0*ENTS .7 PT 24.7 1288. -178.9 1618. 203.6 .5 FT .? PT 12.2 5.6 39. -34. -202.5 -222.5 784. -161. 214.7 228.1 RIGHT 2.7 200. -238.3 -1094. 241.0 ASSOCIATED HOHENTS .7 PT 41.5 1871. -156.3 2156. 197. S .8 PT .9 PT 23.8 13.5 552. 228. -135.9 -212.0 1268. 124. 209.7 225.5 RIBHT 12.6 336. -232.9 -1085. 245.5 ~~ r r f **1 r. § n L ASSOCIATED HGHES73 ( .7 PT 40.0 927. -159.1 2122. 199.1 .8 PT .9 PT 26.0 17.2 465. 830. -188.2 -213.6 1211. 63. 214.2 230.8 RIGHT 16.7 453. -233.7 -1124. 250.4 ASSOCIATED HOHENTS .7 PT 38.9 1790. -159.9 2057. 198.9 .8 PT .9 PT 24.7 16.3 354. 290. -189.1 -214.5 1140. -3. 213.8 230.8 RIGHT 16.3 455. -234.2 -1165. 250.5 ASSOCIATED HOHENTS .7 PT 61.9 2104. -117.9 2636. 179.8 .8 PT .9 PT 38.4 22.8 1513. 317. -148.2 -180.1 2208. 1342. 186.6 203.0 RIGHT 15.9 0. -213.3 0. 229.2 C [ L § 1 r rL rtL. I (. File: B389I4 KcDANIEL ENGINEERING - PCBOS - vl.00 02/09/89 Page 23 CANNON ROAD BRIDGE AT HACAR10 CANYON -- ~ ~~ LL NO: !. DEAD LQ3D PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 ?T .5 PT .6 PT .7 PT .8 PT .9 PT RISHT PCS. V 476.0 NE6. V 247.0 LL NO. 1. MEMBER 2 LEFT POS. V 693.6 NE6. V 442.1 LL NO. 1. MEMBER 3 LEFT POS. V 697.3 NES. V 445,3 LL NO. 1. MEMBER 4 LEFT POS. V 702.2 NE6. V 456.0 LL NO. 1. MEMBER 5 LEFT POS. V 674.2 NE6. V 433.4 .348.9 253.5 159.3 68.4 -20.1 -105.4 -186.9 146.1 67.0 -19.9 -113.1 -207.7 -300.3 -390.4 -262.7 -332.8 -433.4 -477.4 -560.8 -674.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 553.9 442.8 327.8 210.8 93.4 -22.5 -135.3 321.8 228.1 128.5 16.8 -98.6 -215.8 -333.0 -238.9 -335.2 -456.3 -448.6 -560.7 -701.8 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 ?T .5 PT .6 PT .7 PT .8 PT .9 PT RIBHT 556.4 444.7 329.5 212.4 95.4 -20.1 -132.0 327.4 231.3 131.1 18.7 -96.9 -214.1 -331.0 -231.8 -326.6 -447.4 -446.1 -557.4 -697.8 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PJ .5 PT .6 PT .7 PT .8 PT .9 PT RIBHT 561.4 449.5 334.0 216.7 99.4 -16.2 -128.2 335.2 239.1 136.0 23.4 -92.5 -209.9 -327.1 -228.4 -322.7 -443.0 -442.2 -553.5 -693.5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 540.7 477.2 390.2 300.1 207.6 113.0 19.8 332.7 262.7 186.7 105.2 20.0 -68.6 -160.0 -67.1 -146.1 -246.9 -253.7 -349.0 -476.1 I I I I I I I I I I I I I I I I I I File: 8389I4 HcOANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 24 CANNON ROAD BRIDGE AT MACAR10 CANYON -- ... . ....... LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD AL HGHENT LOAD TOP BOT. mi. LONGITUDINAL MOMENT AXIAL BOHENT LOAD TOP BOT. SUPPORT JT. 1 POSITIVE 75.1 NEGATIVE -5.6 MEMBER 6 POSITIVE 113.3 NE6ATIVE -7.0 MEMBER 7 POSITIVE 117.2 NEGATIVE -3.5 MEMBER S POSITIVE 117.4 NE6ATIVE -8.9 MEMBER 9 POSITIVE 113.2 NEGATIVE -6.7 SUPPORT JT. 6 POSITIVE 75.1 NEGATIVE -5.6 0. 0. -103. 98. -8. 44. 11. -52. 99. -92. 0. 0. 0. 0. 47. -45. 4. -21. -5. 24. -45. 42. 0. 0. 0.0 65.1 61.5 61.S 65.1 61.9 66.4 0.0 0.0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.352 0. 0. 66.3 510. 62.2 -578. 476. -480. 530. -523. 565. -500. 0. 0. 0. 0. -233. 264. -224. 226. -247. 244. -259. 229. 0. 0. r c r c i r. c i c File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 25 CANNON ROAD BRIDGE AT HACARIO CANYON LIVE LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES HEN SUPERSTRUCTURE SUBSTRUCTURE NO. LT.ENO RT.END LT.END RT.END RESISTING HQHENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT INFLU- H S SCALE ENCE ENV. LINES GEN 1 2 3 4 5 LIVE LOADm 4. 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 2.839 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. NO YES TRUCK OR TRAIN LOADING —-- PI 01 P2 02 P3 D3 . P4 D4 P5 D5 P6 06 LOAD 26.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 0. P7 D7 P8 08 P9 09 P10 .010 Pll Oil P12 D12 48.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P13 013 P14 014 P15 015 P16 016 P17 017 P18 018 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P19 019 P20 020 P21 021 P22 022 P23 023 P24 D24 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P25 025 P26 026 P27 027 P28 028 P29 D29 P30 030 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P31 031 P32 D32 P33 D33 P34 D34 P35 035 P36 D36 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P37 037 P38 038 P39 D39 P40 040 P41 041 P42 042 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P43 043 P44 044 P45 045 P46 D46 P47 D47 P43 048 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 '0.0 0.0 0.0 P49 049 P50 050 P51 051 P52 052 P53 053 P54 054 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P55 055 P5o 056 P57 D57 P58 053 P59 059 P60 D60 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P61 061 P62 D62 P63 063 P64 064 P65 D65 P66 D66 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P67 067 P68 D68 P69 D69 P70 D70 P71 D71 P72 D72 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVER RRL IMPACT COHB CARD CONTROL YES P79 079 P80 080 P8i P82 082 P83 D83 P84 084 I I I I I I I I I I I I I I I I I I P85 085 P86 086 P87 087 P88 088 P89 089 P90 090 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 " • - . •'•'•• r • - - - ' • ^-S/vr-'-' •'' .-.-?. ?•:. P91 091 P92 092 P93 093 P94 094 P95 095 P96 096 P97 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 IMPACT FACTORS CALCULATED BY PR06RAH m NO IMPACT Z 25. 22. 22. 22. 25. ****'* r r r r i c c o I File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 26 CANNON ROAD BRIDGE AT NACARIO CANYON ll NO. 4, NE3ATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS m LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. -282. -563. -845. -1126. -1408. -1689. -1971. -2252. -3514. -6350. ( -5397.) SHEAR 0.0 -37.8 -37.8 -37.8 -37.8 -37.8 -37.8 -37.8 -37.8 -360.1 -427.9 2 -7435. -3167. -1341. -1090. -840. -923. -1336. -1749. -2162. -3111. -7242. ( -6320.) ( -6156.) .SHEAR 501.4 392.2 24.8 24.8 24.8 -40.9 -40.9 -40.9 -40.9 -343.2 -450.6 3 -7301. -3131. -2123. -1723. -1323. -924. -1261. -1637. -2013. -3173. -7394. ( -6206.) ( -6285.) SHEAR 452.9 344.9 39.6 39.6 39.6 39.6 -37.3 -37.3 -37.3 -346.3 -455.0 4 -7308. -3142. -2066. -1672. -1278. -884. -847. -1103. -1359. -3123. -7363. { -6212.) { -6259.) SHEAR 451.6 343.8 39.0 39.0 39.0 39.0 -25.3 -25.3 -25.3 -390.4 -499.3 5 -6343. -3508. -2262. -1979. -1496. -1414. -1131. -848. -565. -283. 0. f -5391.) SHEAR 427.8 360.0 37.9 37.9 37.9 37.9 37.9 37.9 37.9 37.9 0.0 HORIZONTAL HEHBE8 STRESSES LL MAX NE6 BOTTOM FIBER 0.37.74. 111. 148. .. 185. 222. 259. 296. 462. 710. 831. 416. 176. 143. 110. 121. 176. 230. 284. 409. 809. 816. 412. 279. 227. 174. 121. 166. 215. 265. 417. 826. 817. 413. 272. 220. 168. 116. 111. 145. 179. 411. 823. 709. 461. 297. 260. 223. 186. 149. 112. 74. 37. 0. HORIZONTAL MEMBER STRESSES LL MAX NE8 TOP FIBER 1 0. -26. -52. -78. -104. -130. -156. -182. -209. -325. -500. 2 -585. -293. -124. -101. -78. -85. -124. -162. -200. -288. -570. 3 -575. -290. -197. -160. -123. -86. -117. -152. -186. -294. -582. 4 -575. -291. -191. -155. -118. -82. -78. -102. -126. -289. -580. 5 -499. -325. -209. -183. -157. -131. -105. -79. -52. -26. 0. I I I I I I I I I I I I I I I I I I NT ENVELOPE .7 PT .8 FT .9 PT RiSHT -1431. -3525. -7071. -12663. ( -10764.) 154. -2478. -6514. -14601. ( -12460.) 205. -2342. -6541. -14668. { -12517.) 994. -1384. -6139. -14237, ( -12102.) 2218. 1951. 1212. 0. File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 27 CANNON ROAD BRIDGE AT HACARIO CANYON ....... , LL NO, 4. DEAD LOAD *LUS NEGATIVE LIVE LO*D HEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT NO 1 0. 1213. 1953. 2221. 2016. 1340. 191. 2 -14306. -6180. -1364. 1008. 2512. 2814. 1918. ( -12160.) 3 -14574. -6497. -2451. 119. 1821. 2655. 1883. ( -12436.) 4 -14664. -6543. -2381. 232. 1977. 2853. 2504. ( -12514.) 5 -12654. -7062. -3531. -1437. 185. 1335. 2013. ( -10755.) HORIZONTAL NEHBER STRESSES FOR DL+LL HAX NE8 BGTTOH FIBER 1 0. -159. -257. -292. -265. -176. -25. 2 1599. 813. 179. -133. -330. -370. -252. 3 1635. 854. 322. -16. -239. -349. -248. 4 1646. 860. 313. -31. -260. . -375. -329. 5 1414. 929. 464. 189. -24. -176. -265. HORIZONTAL MEMBER STRESSES FOR DL+LL HAX NE8 TOP FIBER 1 0. 112. 131. 206. 187. 124. 13. 2 -1126. -572. -126. 93. 233. 261. 178. 3 -1151. -602. -227. 11. 169. 246. 174. 4 -1159. -606. -220. 21. 183. 264. 232. 5 -996. -654. -327. -133. 17. 124. 186. 133. 463. 930. 1415. -20. 326. 857. 1638. -27. 308. 860. 1646. -131. 182. 807. 1591. -292. -257. -159. 0. -132. -326. -655. -997. 14. -229. -603. -1154. 19. -217. -606. -1159. 92. -128. -568. -1121. 205. 181. 112. 0. r c r i. i i File: B389I4 i HcDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANTON 02/09/89 Page 28 °OSITIVE LI')? LOAD ^C*ET ENVELOPE AN" ?EEOC!ATED SHEARS rttrt NO i SHEAR 2 SHEAR 3 SHEAR 4 SHEAR 5 SHEAR LEFT 0. 0.0 1142. -40.9 997. -37.3 688. -25.3 462. -6.2 .1 PI 2266. 304.2 729. -40.9 621. -37.3 432. -25.3 416. -6.2 .2 PI 3520. 236.2 1574. 253.4 1759. 286.9 1706. 249.5 1019. 272.3 HORIZONTAL MEMBER STRESSES LL 1 2 3 4 S 0. -150. -131. -90. -it. -298. -96. -82. -57. -55. -443. -207. -231. -224. -134. HORIZONTAL MEMBER STRESSES LL i 2 3 4 5 0. 106. 92. 64. 43. 210. 68. 57. 40. 38. 326. 146. 163. 158. 94. .3 PT 4409. 164.1 3660. 274.5 3913. 266.5 3818. 265.1 2579. 285.4 MAX POS -530. -481. -515. -502. -339. NAK POS 408. 339. 362. 354. 239. .4 PT 4789. 93.2 5089. 130.2 5259. 172.3 5151. 170.9 3878. 218.6 BOTTOH -630. -669. -492. -677. -. -510. .5 PT 4459. -144.5 5632. 90.3 5718. -86.5 5596. -87.9 4470. 144.2 FIBER -534. -741. -752. -736. -588. .6 PT 3864. -219.0 5212. -168.5 5217. -176.3 5078. -177.9 4798. -93.5 -508. -685. -686. -668. -631. .7 PT 2563. -285.7 3905. -262.6 3829, -270.6 3674. -272.1 4415. -164.4 -337. -513. -503. -483. -581. .3 PT 1008. -272.5 1775. -285.0 1690. -251.2 1591. -252.6 3524. -236.5 -133. -233. -222. -209. -463. .9 PT 429. 6.4 412. 24.8 676. 39.6 692. 39.0 2268. -304.5 -56. -54. -89. -'}• -298. RIGHT 477. 6.4 663. 24.8 1076. 39.6 1087. 39.0 0. 0.0 -63. -37. -141. -143. 0. TOP FIBER 443. 471. 487. 477. 359. 413. 521. 529. 518. 414. 358. 483. 483. 470. 444. 237. 362. 355. 340. 409. 93. 164. 156. 147. 326. 40. 38. 63. 64. 210. 44. 61. 100. 101. 0. 1 1 1 1 1 1 1 1M 1 1 • ' 1 1 1 1 1 1 i.'i'-TL1 -,•- •• -f-w-S '..... p. . t ' . ** File: B389I4 HcDANIEL ENGINEERING - PCBDS CANNON ROAD BRIDGE AT HACARIO CANYON LL NO. i, M£H LEFT NO 1 0 2 -5728 ( -4869. 3 -6276 ( -5341. 4 -6668 ( -5689. 5 -5849 ( -4972. HORIZONTAL 1 0. 2 440. 3 702. 4 748. 5 654. HORIZONTAL 1 0. 2 -451. 3 -495. 4 -527. 5 -460. • - vl.OO 02/09/89 Page 29 *&av« s**-****'*** f||f •m-. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE § .1 FT .2 FT .3 PT . 3760. 6036. 7474. . -2284. 1551. 5759. ! . -2746. 1431. 5756. . -2969. 1392. 5723. . -3139. -251. 3121. ' MEMBER STRESSES FOR DL+LL -494. -794, -983. 300. -204. -757. 361. -188. -757. 390. -183. -752. 413. 33. -410. MEMBER STRESSES FOR DL+LL 348. 559. 692. -211. 144. 533. -254. 132. 533. -275. 129. 530. -291. -23. 289. .4 FT .5 FT .6 PT 7932. 7207. 5744. 8441. 9349. 8447. 8404. 9294. 8341. 8406. 9332. 8429. 5759. 7219. 7942. MAX POS BOTTOM FIBER -1043. -948. -755. -1110. -1232. -1113. -1105. -1222. -1099. -1105.. -1227. -1108. -757. -949. -1044. MAX POS TOP FIBER 734. 667. 532. 782. 867. 784. 778. 861. 774. 778. 864. 780. 533. 663. 735. .7 PT .8 FT .9 FT RiSHT 3103. -264. -3127. -5837. ( -4961.) 5808. 1459. -2991. -6694. ! -5715.) 5671. 1361. -2691. -6198. ( -$270.) -1 5771. 1566. -2323. -5787. 1 -4919.) 7482. 6041. 3763. 0. -408. 35. 411, 652. -764. -192. 393. 751. -746. -179. 354. 693. -759. -206. 305. 647. -984. -794. -495. 0. 287. -24. -290. -459. 538. 135. -277. -529. 525. 126. -249. -488. 534. 145. -215. -455. 693. 559. 343. 0. f? ll c o f 1 T. [ £'"i i 1 f £ L 1 I File: B389I4 NcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page CANNON ROAD BRIDGE AT KACARIO CANYON LL N0= 4. LIvE LOAD SHEAR ENVELOPES AN3 ASSOCIATED XQKEN'TS HtHSES 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 Pi .7 PT .8 PT .9 PT PQS. V 380.7 304.2 236.2 176.8 126.5 87.7 55.8 29.7 9.9 6.4 HON. 0. 2266. 3520. 3952. 3770. 3267. 2494. 1550. 592. 429. NES. V -37.8 -37.8 -45.5 -80.7 -124.3 -169.7 -238.6 -309.2 -376.9 -451.4 HOH. 0. -282. 1862. 2744. 3337. 3522. 2986. 1337. -237. -2967. • RANGE 418.5 342.0 281.7 257.6 250.8 257.4 294.4 338.9 386.8 457.8 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS HEHBER 2 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 561.7 469.7 374.2 286.1 209.9 146.9 94.0 54.0 24.8 24.8 HOH. -6827. -2648. 992. 3142. 4037. 4065. 3420. 2442. 162. 412. NES. V -40.9 -40.9 -40.9 -50.2 -88.4 -139.5 -200.8 -275.6 -365.9 -459.9 HCH. 1142. 729. 316. 2336. 3323. 4033. 4104. 3341. 811. -2288. • RANGE 602.6 510.6 415.1 336.4 298.3 286.4 294.9 329.6 390.6 484.7 LL SO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HONENTS HEN8ER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 554.6 463.5 369.0 279.3 204.1 142.4 90.7 51.9 39>6 39.6 HOH. -6402. -2350. 791. 3350. 4145. 4098. 3404. 2407. 276. 676. NE8. V -37.3 -37.3 -37.3 -53.1 -92.7 -144.9 -207.2 -282.9 -371.9 -467.0 HOH. 997. 621. 244. 2443. 3436. 4109. 4122. 3281. 713. -2480. RANGE 591.9 500.8 406.2 332.4 296.8 287.3 298.0 334.7 411.5 506.6 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS HEHBER 4 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 553.0 461.8 367.4 277.7 202.5 140.8 89.4 50.8 39.0 39.0 HOH. -4911. -2390. 744. 3270. 4065. 4017. 3328. 2342. 298. 692. NE8. V -25.3 -25.3 -25.3 -53.0 -92.7 -145.2 -207.9 -283.9 -371.8 -467.4 HOH. 688. 432. 176. 2406. 3382. 4036. 4025. 3153. 1028. -2594. RANGE 578.3 487.2 392.3 330.7 295.2 236.0 297.2 334.7 410.8 506.5 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS HEHBER 5 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT POS. V 516.0 451.3 376.7 309.0 238.4 169.5 124,1 80.6 45.4 37.9 HON. -6060. -2958. -228. 1344. 2993. 3529. 3391. 2748. 1363. -233. NES. V -6.2 -6.2 -10.0 -29.8 -56.0 -87.9 -126.3 -177.1 -236.5 -304.5 HON. 462. 416. 593. 1555. 2501. 3275. 3777. 3958. 3524. 2263. RANGE 522.2 457.5 386.7 338.9 294.4 257.4 250.9 257.7 282.0 342.4 30 RIGHT 6.4 477. -516.1 -6068. 522.5 RIGHT 24.8 663. -551.5 •6819. 576.3 RIGHT 39.6 1076. -558.4 •6588. 598.0 RIGHT 39.0 1087. -559.4 -6744. 598.4 RIGHT 37.9 0. -381.0 0. 418.9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 File: B389M LL NO, 4, BERBER i LEFT POS. V 643.4 NES, V 225.0 LL NO. 4. MEMBER 2 LEFT POS. V 1021.0 NES. V 418.3 LL NO. 4. HEHBER 3 LEFT FOS, V 1013.7 NES. V 426.3 LL NO. 4. MEMBER 4 LEFT POS. V 1021.8 NES. V 443.5 LL NO. 4. MEMBER 5 LEFT POS. V 952.0 NES. V 429.8 HcOANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 31 CANNON ROAD BRIDGE AT MACARIO CANYON - DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .i PT .2 PT .3 PT .4 ?T .5 ?T .6 PT .7 ?T .3 FT .9 PT RiSHT 473.0 341.7 218.9 105.2 3.0 -92.4 -181.8 131.1 60.0 -38.7 -145.6 -254.4-386.7 -520.7 -265.0 -332.0 -429.6 -651.8 -789.8 -952.1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT R1BHT 808.6 627.3 453.2 291.0 142.1 3.3 -122.8 298.1 212.1 116.9 -7.3 -144.3 -291.6 -452.4 -237.9 -323.9 -444.1 -628.5 -808.6 -1020.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .3 PT .9 PT RISHT 807.3 626.S 451.1 290.0 142.3 4.3 -120.1 306.5 220,6 US. 3 -s.7 -S44.9 -293.2 -454.3 -213.3 -304.2 -424.5 -629.3 -310.8 -1022.5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT ,4 P.T .5 PT .6 PT .7 PT .8 PT .9 PT RISHT 810.4 630.1 454.4 293.3 145.6 8.2 -116.3 323.3 237.3 123.6 -1.9 -140.4 -289.0 -451.1 -214.1 -300.0 -420.3 -624.9 -806.5 -1018.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RISHT 789.6 651.6 520.6 386.5 254.2 145.4 38.5 332.1 265.0 181.7 92.2 -3.2 -105.4 -219.2 -60.1 -131.0 -224.9 -342.0 -473.4 -643.8 r r [ I, File: B389I4 u. m. 4, HcDANIEL ENGINEERING - PCBOS - vl.OO 02/09/89 Page 32 CANNON ROAD BRIDGE AT NACARIO CANYON - ' LIVE LOAD SUPPQRf RESULTS SUPPORT JT. 1 POSITIVE NEGATIVE HEHBER 6 § POSITIVE NEGATIVE MEMBER 7 POSITIVE NEGATIVE MEMBER 3 POSITIVE NEGATIVE MEMBER 9 POSITIVE NEGATIVE SUPPORT JT. 6 POSITIVE NEGATIVE MAX AXIAL LOAD 134.1 -13.3 299.7 -16.7 301.8 -15.4 302.2 -14.2 299.4 -15.9 134.2 -13.4 THE RATIO OF SUBSTRUCTURE s . AXIAL LOAD—» .unitcuTnunc TO? 0. 0. -271. 234. -6. 183. 10. -211. 261. -220. 0. 0. ni BOT. 0. 0. 124. -107. 3. -86. -4. 98. -120. 101. 0. 0. / SUPERSTRUCTURE LOADING MAX. LONGITUDINAL AXIAL -HOHE LOAD TOP 0.0 0.0 156.0 179.9 176.3 178.1 178.9 176.4 179.1 156.1 0.0 0.0 IS 0.352 0. 0. 1005. -1382. 1130. -1145. 1267. -1243. 1348. -987. 0. 0. MOMENT UT— __—HI™- - BOT. 0. 0. -459. 631. -533. 540. -590. 578. -617. 452. 0. 0. I I I I I I I I I I I I I I I I I I I I I File: B389I4 HcDANIEL ENGINEERING - PCBOS - vl.OO 02/09/89 Page 33 CAMNON ROAD BRIDGE AT HACARIO CANYON ^ - -' PRESTRESS COMBINATION DATA INPUT: L.L. L.L. L.L. L.L. L.L. L.L. (1) (2! 13) (4) (5) (6) LIVE LOADS TO BE COMBINED:0 i LIVE LOAD LOAD FACTORS: 2.17 2.17 2,17 1.30 1.30 1.30 DEAD LOAD LOAD FACTOR: 1.30 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR MOMENT: 0.95 ULTIMATE MOMENT APPLIED = 1.30 X (DL+ADL) M.30 K LL(4) +1.00 X (P/S SEC. MOHENT) ULTIMATE SHEAR APPLIED -- 1.30 X (DL+ADL) + 1.30 X LL(4) M.OO X (P/S SEC. SHEAR) PHI FACTOR FOR SHEAR = 0.90; PHI FACTOR FOR MOMENT = 0.95 I e r r I L File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 34 CANNON R8AB BRIDGE AT HACARIO CANYON :~ INPUT PRE3TRE3SE3 DATA TRIAL 20 FRAME 1 PATH 1 m NO. 1 2 3 4 S LLT/K LLP/Y LRT/2 0.00 0.42 0.10 0.10 0.50 0.10 0.10 0.50 0.10 0.10 0.50 0.10 0.10 0.58 0.00 YLT/TYPE YLP/SLOPE YRT 2 1 1 1 1 .00 .08 .08 .08 .08 3. 3. 3. 3. 3. 17 17 17 17 17 1.08 1.08 1.08 1.08 2.00 U 0 0 0 0 0 K .25 .25 .25 .25 .25 0 0 0 0 0 .0002 .0002 .0002 .0002 .0002 KLT(FT) = 0.0 KRT(FT) = 0.0 STEEL STRESS(KSI) = 270. JACKIN6 Z = 0.75 JACKIN6 ENDS = 8 ANCHOR SETUNJj LEFT = 0.375 RIGHT = 0.375 CONC. STRENSTH(PSI) = 3500. ALLfW. TENSIONIPSI) = -177. P-JACK(KIPS) = 5400. SHORTENIN6 PERCENT- 100 TOTAL LOSSES(KSI) = 20 RELATIVE HUMIDITY Z = 70. LOU-LA* = YES PLOT PATHS = YES PLOT STRESSES = NO CABLE PATH OFFSETS MEMBER LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RI6HT 1 2.00 2.49 2.85 3.07 3.17 3.12 2.93 2.58 2.09 1.44 1.08 2 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 1.08 3 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 1.08 4 1.08 1.50 2.23 2.75 3.07 3.17 3.07 2.75 2.23 1.50 1.08 5 1.08 1.44 2.0? 2.58 2.93 3.12 3.17 3.07 2.85 2.49 2.00 CABLE PATH ECCENTRICITIES 1 0.347 0.838 1.196 1.422 1.515 1.469 1.274 0.929 0.433 -0.212 -0.573 2 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577 -0.155 -0.573 3 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577 -0.155 -0.573 4 -0.573 -0.155 0.577 1.099 1.413 1.517 1.413 1.099 0.577-0.155 -0.573 5 -0.573 -0.212 0.433 0.929 1.274 1.469 1.515 1.422 1.196 0.838 0.347 FORCE COEFFICIENTS 2 ;).327 0.810 0.803 0.797 0.790 0.734 0.779 0.772 0.74s 0.7iO 0.743 I I I I I I I I I I I I I I I I I I 4 0.743 0.760 0.766 0.772 0.779 0.784 0.790 0.797 0.803 0.810 0.827 5 0.827 0.838 0.832 0.825 0.819 0.813 0.807 0.801 fr;796 -0.790 0.78<r-~ m POINT QF NO MOVEMENT IS IN SPAN 3, 50,50 FEET FROW THE LEFT END (F THE SPAN THE LEFT ANCHOR SET LENGTH IS 69.55 THE RIGHT ANCHOR SET LENGTH IS 69.55 - THE FORCE COEF. AT THE LEFT END IS 0.784 THE FORCE COEF. AT THE RIGHT END IS 0.784 INITAL FORCE COEFF. AT POINT OF NO HOVEHENT = 0.803 o F r [ F r L C L I L File: B389I4 NcOANIEL ENGINEERING - PCBOS - vl.OO 02/09/89 Page 35 CANNON ROAD BRIDGE AT NACARIO CANYON ... SECONDARY MOMENTS TRIAL 20 FRAME 1 PATH i FEH'S DUE,TO SECONDARY EFFECTS BEFORE BALANCING MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END 1 4 1 4 0.000 0.535 0.000 0.489 0.823 2 0.534 0.535 0.534 5 0.823 0.000 DEM'S DUE TO SECONDARY EFFECTS 0.738 2 0.619 0.489 0.620 5 0.737 0.000 3 0.483 0.483 0.485 0.485 P/S MOMENT COEF. W SIDESHAY INCLUDED. DEAD LOAD HAS SNAYED. W ADJUSTED FOR LOSSES i SECONDARY MOMENTS BUT NO SHORTENING HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -0.2722 -0.5881 -0.8042 -0.9182 -0.9277 -0.8255 -0.6011 -0.2504 0.2296 0.8416 1.2108 2 1.0931 0.7320 0.1304 -0.2952 -0.5489 -0.6349 -0.5588 -0.3209 0.0731 0.6194 0.9145 3 0.9114 0.5983 0.0690 -0.3020 -0.5184 -0.5840 -0.5186 -0.3024 0.0683 0.5975 0.9103 4 0.9150 0.6199 0.0736 -0.3205 -0.5585 -0.6347 -0.5488 -0.2951 0.1304 0.7320 1.0930 5 1.2105 0.8413 0.2294 -0.2506 -0.6013 -0.8256 -0.9278 -0.9183 -0.8043 -0.5881 -0.2722 i i i i i i i i i i i i i i i i i i File: B389I4 IkDANIEL ENGINEERING - PCBDS - vi.OO 02/09/89 Page 36 CANNON ROAD BRIDGE AT KACARIO CANYON - FEHS DELTAS IN COLUHNS DUE TO SHORTENING - ?.1ACK=! TRIAL =20 FRAHE =1 PATH = i r r M 10 6 7 8 9 FEH LT. END -0.36425690 -0.06677174 0.08425739 0.34762740 FEH RT. END 0.46524900 0.08143920 -0.10476270 -0.44219390 DELTA TOP OF COL. (POSITIVE TO RIGHT 0.00000420 0.00000132 -0.00000132 -0.00000420 ttm POINT OF NO HOVEHENT IS 51.07 FEET FROM THE LEFT END OF SPAN 3 WU P/S HOHENT COEF. ADJUSTED FOR LOSSES i SECONDARY NGHENTS i SHORTENINGm NO LEFT .1 PT .2 PT .3 ?T .4 PT .5 PT .6 PT .7 PT .3 PT .9 PT RiSHT 1 -0.2722 -0.6018 -0.8316 -0.9.593 -0.9825 -0.8940 -0.6834 -0.3463 0.1200 0.7182 1.0737 2 1.2315 0.8490 0.2262 -0.2207 -0.4957 -0.6030 -0.5482 -0.3316 0.0411 0.5661 0.8399 3 0.9117 0.5996 0.0712 -0.2988 -0.5142 -0.5788 -0.5124 -0.2953 0.0765 0.6066 0.9205 4 0.8373 0.5635 0.0384 -0.3345 -0.5512 -0.6061 -0.4989 -0.2240 0.2227 0.8455 1.2279 5 1.0804 0.7242 0.1253 -0.3416 -0.6794 -0.8907 -0.9799 -0.9573 -0.8303 -0.6011 -0.2722 c c i r t: File: B389I4 NcMNIEL ENGINEERING - PCBDS - vi.OO 02/09/89 Page 37 • CANNON ROAD BRIDGE AT HACARIO CANYON ' ; ' TRIAL 20 FSAHE 1 PATH I HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSD HEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RI6HT 1 711. 2 -328. 3 -156. 44. -216. 100. -105. 51. -162. 949. 1116. 1211. 1231. 1172. 1027. 791. 464. -67. 370. 683. 874. 946. 904. 746. 477. 56. 427. 636. 835. 377. 833. 683. 423. 4 -103. 102. 479. 748. 906. 948. 877. 686. 373. -65. -326. 5 -221. 40. 461. 788. 1024. 1170. 1229. 1210. 1115. 949. 711. HORIZONTAL HEHBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSD 1 382. 221. 110. 50. 42. 90. 200. 372. 610. 913. 1083. 2 1162. 960. 644. 416. 274. 217. 241. 345. 527. 785. 911. 3 947. 781. 513. 324. 212. 176. 213. 326. 516. 785. 951. 4 910. 784. 526. 343. 239. 215. 273. 414. 642. 958. 1160. 5 1087. 916. 612. 375. 202. 92. 44. 51. 111. 221. 382. I I I I I I I I I I I I I I I I I I File: B389I4 HcDANlEL ENGINEERING-PCBDS - vl.00 02/09/89 Page 38 CANNON ROAD BRIDGE AT HACARIO CANYON TRIAL 20 fRAHE i PATH 1 HORIZONTAL MEMBER MOMENTS Out TO P/S HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .4 PT .7 PT .8 PT .9 PT RIGHT 1 -1470. -3250. -4491. -5180. -5304. -4828. -3490. -1870. 448. 3878. 5798. 2 4450. 4585. 1221. -1192. -2477. -3254. -2940. -1791. 222. 3057. 4535. 3 4923. 3238. 385. -1413. -2777. -3125. -2747. -1594. 413. 3274. 4970. 4 4522. 3043. 207. -1804. -2974. -3273. -2494. -1210. 1203. 4544. 4430. 5 5834. 3911. 477. -1845. -3449. -4810. -5291. -5170. -4484. -3246. -1470. VERTICAL MEMBER MOMENTS DUE TO P/S MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .4 PT .7 PT .8 PT .9 PT RI8HT 6 -1214. -1007. -301. -594. -388. -181. 24. 232. 439. 445. 852. 7 -339. -244. -194. -121. -48. 24. 97. 170. 242. 315. 368. 8 397. 312. 228. 143. 59.' -24. -111. -195. -280. -344. -449. 9 1144. 950. 754. 542. 348. 174. -20. -214. -408. -402. -794. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END 1 -0.002241 0.000494 4 -0.000038 -0.000481 7 -0.000127 -0.000102 2 0.000494 0.000025 5 -0.000481 0.002233 8 0.000134 0.000098 SPAN LT. END RT. END 3 0.000025 -0.000038 4 -0.000514 -0.000018 9 0.000494 0.000015 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 £= 3372. MEMBER 2 E= 3372. 0.000 -0.014 -0.028 -0.037 -0.041 -0.040 -0.035 -0.024 -0.014 -0.004 0.000 0.000 0.000 -0.008 -0.013 -0.027 -0.030 -0.029 -0.022 -0.013 -0.004 0.000 MEMBER E= 3372.0.000 -0.004 -0.013 -0.022 -0.030 -0.032 -0.030 -0.022 -0.013 -0.004 0.000 MEMBER 4 £= 3372, HEHBER 5 E= 3372. O.C -0.004 -0.013 -0.023 -0.029 -0.031 -0.027 -0.019 -0.008 0.000 0.000 0.000 -0.004 -0.014 -0.024 -0.035 -0.040 0.000-0.041 -0.037 -0.028 -0.014 VERTICAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. r r ! c L MEMBER 8 E= 3250.0.000 0.000 0.000 -0.001 0.001 -0.001 0.001 0.000 0.000 0.000 MEMBER 9 E= 3250. 0.000 0.002 0.003 0.003 0.003 0.000 0,000 0.000 .,-•>• " -••. 0.002 o 73o I I I I I I I I I I I I I I I I I I File: B389I4 McDANIEL ENGINEERING - PCBDS - vl.OO ' 02/09/89 Page 39 CANNON ROAD BRIDGE AT HACARIO CANYON ; '' HORIZONTAL HEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES BOTTOM FIBER (PSD REH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT 801. 1067. 1253. 1357. 1377. 1308. 1143. 877. 509. -357.-66. 423. 774. 988. 1068. 1019. 840. 536. 3 -173. 63. 485. 781. 952. 1001. 951. 778. 482. 4 -124. 110. 537. 842. 1021. 1070. 990. 776. 426. 5 -260. 32. 505. 874. 1140. 1306. 1375. 1355. 1252. HORIZONTAL HEHBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER iPSIS 1 430. 249, 125. 59. 51. 105. 229. 423. 690. 2 1294. 1070. 718. 463. 306. 242. 271. 390. 597. 3 1074. 887. 583. 368. 241. 200. 242. 370. 586. 4 1036. 890. 596. 388. 269. 240. 304. 462. 716. 5 1225. 1032. 692. 426. 231. 107. 52. 60. 126. .9 PT 37. 108. 58. -64. 1066. 1029. 891. 891. 1069. 250. RISHT -255. -126. -184. -355. 801. 1222. 1037. 1078. 1292. 430. I File: B389I4 TRIAL 20 FRA*c \ HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 40 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSDm NO LEFT 1 711. 2 -328. 3 -156. 4 -103. 5 -221. 51. .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 949. 1116. 1211. 1231. 1172. 1027. 791. 464. 44. -67. 370. 683. 874. 946. 904. 746. 477. 100. 56. 427. 686. 835. 377. 833. 683. 423. 102. 479. 748. 906. 948. 877. 686. 373. -65. 40. 461. 788. 1024. 1170. 1229. 1210. 1115. 949. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI! 1 382. 221. 110. 50. 42. 70, 200. 372. 610. 913. 2 1162. 960. 644. 416. 274. 217. 241. 345. 527. 785. 3 947. 781. 513. 324. 212. 176. 213. 326. 516. 785. 4 910. 784. 526. 343. 239. 215. 273. 414. 642. 958. 5 1087. 916. 612. 375. 202. 92. 44. 51. 111. 221. RIGHT -216. -105. -162. -326. 711. 1033. 911. 951. 1160. 382. I I 1 ., ,~ w. ., -« ,,w««, -», *«*. .,., , ^ ., *»* ««.*«*» • File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 41 CANNON ROAD BRIDGE AT ItACARIO CANYON • r*"L 20 ?R3HE ! HORIZONTAL MEMBER STRESSES DL + P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) • MEM • NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT • 1 801. 870. 922. 954. 964. 947. 896. 806. 676. 504. 451. 2 412. 330. 426. 498. 547. 577. 591. 590. 577. 556. 704. I 3 642. 506. 528. 539. 538. 531. 537. 536. 525. 501. 636. 4 706. 557. 579. 592, 593. 579. 550. 501. 429, 333. 415. I ' 5 446. 500. 672. 802. 893. 944. 962. 952. 921, 870. 801. • HORIZONTAL MEMBER STRESSES DL + P/S BEFORE ALL LOSSES TOP FIBER (PSI) 1 430. 388. 358. 342. 342. 360. 403, 473. 572. 700. 725. • 2 752. 791. 715. 658. 616. 588. 572. 566. 568. 576. 452. 3 496. 576. 553. 539. 532. 531. 533. 540. 555. 579. 500. | 4 451. 575. 567. 564. 570. 586. 614. 656. 713. 789. 750. • 5 728. 703. 575. 476. 405. 362. 343. 344. 359. 388. 430. 1 1 1 1 1 1 1 1 -- - ~ ' — _• —^w6, fi c r [*. n1 G f: I. E 1 i 1 i [ [.. • — L I ^^___^^_^________BB File: B389I4 •?:AL 20 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 42 CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL MEMBER STRESSES DL + P/S AFTER ALL LOSSES BOTTOM FIBER (PSD - HEX NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 711. 753. 786. 808. 818. 811. 779. 720. 632. 511. 490. 2 441. 329. 373. 407. 433. 455. 476. 496. 519. 548. 725. 3 664. 498. 470. 443. 421. 406. 420. 441. 466. 494. 658. 4 726. 549. 520. 498. 478. 457. 436. 410. 376. 332. 444. 5 485. 507. 628. 717. 776. 808. 816. 806. 785. 752. 711. HORIZONTAL MESBER STRESSES DL + P/S AFTER ALL LOSSES TOP FIBER (PSD 1 332. 359. 343. 334. 333. 345. 374. 422. 492. 534. 586. 2 620. 681. 642. 610. 585. 563. 542. 521. 498. 470. 327. 3 369. 470. 483. 495. 504. 508. 504. 496. 435. 473. 374. 4 326. 469. 496. 520. 540. 561. 583. 609. 640. 679. 618. 5 590. 587. 495. 425. 376. 346. 335. 335. 344. 360. 382. HORIZONTAL MEMBER STRESSES DL + ADDED OL * P/S AFTER ALL LOSSES BOTTOM FIBER (PSD 1 711. 679. 661. 656. 663. 675. 686. 694. 695. 687. 755. 2 730. 478. 374. 303. 268. 270. 315. 401. 534. 716. 1037. 3 973. 665. 486. 352. 266. 229. 265. 350. 483. 660. 967. 4 1038. 717. 536. 403. 317. 272. 270. 306. 377. 481. 733. 750.683. 690. 690. 683. 672. 661. 655. 660. 673. 711. HORIZONTAL MEMBER STRESSES DL t ADDED DL + P/S AFTER ALL LOSSES TOP FIBER (PSD 1 382. 411. 431. 441. 443. 440. 439. 441. 448. 460. 399. 2 417. 576. 641. 684. 701. 693. 655. 587. 487. 352. 107. 3 152. 353. 471, 559. 613. 632. 614. 5oO. 474. 356. 156. 4 106. 351. 485. 586. 654. 691. 700. 682. 639. 574. 415. 5 403. 463. 451. 444. 441. 442. 444. 442. 431. 412. 382. 1 1 1 •1 1 1 1 1 1 1 1 1 1 1 1 File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO CANNON ROAD BRIDGE AT HACARIO CANYON HORIZONTAL MEMBER STRESSES DL *MEM NO LEFT 1 711. 2 601. 3 855. 4 957. 5 698. HORIZONTAL i 392. I 508. 3 235. 4 164. 5 439. HORIZONTAL 1 711. 2 1560. 3 1788. 4 1854. 5 1459. HORIZONTAL 1 382. 2 -167. 3 -422. .1 PT 381. 382. 583. 661. 628. .2 PT 198. 167. 255. 312. 556. MEilBER STRESSES DL 4 621, 644. 410. 391. 502. 757. 787. 634. 643. 545. ADDED .3 PT 77. -178. -162. -99. 351. ADDED 849. 1022. 921. 939. 683. MEMBER STRESSES DL + ADDED 716. 894. 1077. 1131. 1144. 735. 551. 765. 808. 988. MEMBER STRESSES DL 385. 283. 63. 378. 517. 275. 767. 447. 579. 623. 950. DL 4 MAX .4 PT 33. -401. -426. -360. 173. DL 4 MAX 386. 1173. 1100. 1131. 800. DL 4 MAX 811. 378. 440. 465. 906. POS LL 4 .5 PT 89. -471. -523. -464. 84. POS LL 4 853. 1214. 1162. 1209. 856. NE6 LL 4 860. 391. 351. 389. 858. + ADDED DL 4 HAX NE6 LL 362. 583. 399. 338. 624. 491. 310. 607. 547. 02/09/89 Page 43 . , . I 4 P/S BOTTOM FIBER .6 PT 178. -370, -421. -398. 30. .7 PT 357. -112. -154. -177. 74. .8 PT 562. 301, 260. 168. 197. (PSI) -„.., „. ;,,..,.. .9 PT RIGHT 631. 702. 662. 958. f 571. 839. 390. 610. 380. 711. I 4 P/S TOP FIBER (PSI) 797. 1138. 1097. 1170. 888. 679. 949. 915. 1022. 851. 541. 651. 630. 786. 758. I 4 p/S BOTTOM FIBER 909. 491. 430. 382. 809. 4 I 4 283. 531. 497. 953. 632. 565. 451. 766. P/S FOR 259. 425. 409. 991. 819. 747. 556. 734. 499. 437. 390. 162. i 418. 246. j 638. 501. 622. 332. (PSI)i 1149. 1465. i 1125. 1845. 1077. 1792. 891. 1555. 716. 711. TOP FIBER (PSI) 239. 286. 287. 134. -100. 64. -462. 62. -425. • . " i 1 c ~ u> Fa Py L. 4 -468. 5 -96. 60. 138. Utt Min Pjack = 294. 241. 5400. Kips 431. 261. 535. 284. 609. 311. 621. 339. Cone Strength at 28 Days = 579. 363. 4636. psi 513. 379. 285. -164. 386. 382. at Stressing = 1753. psi tttt _ ^HE ALLOWABLE TENSION HS3 SEEN EXCEEDED IN THE FINAL STRESSES. IWt File: B38914 NcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 44 CANNON ROAD "BRIDGE AT HACARIO CANYON '" tT TOTAL FE JBI-OTS ?OR ALL MEMBERS. JIBI NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT > 1 -1470. -3250. -4491. -5130. -5306. -4828. -3690. -1870. 648. 3878. 5798. 2 6650. 4585. 1221.- -1192. -2677. -3256. -2960. -1791. 222. 3057. 4535. 3 4923. 3238. 385. -1613. -2777. -3125. -2767. -1594. 413. 3276. 4970. 4 4522. 3043. 207. -1306. -2976. -3273. -2694. -1210. 1203. 4566. 6630. 5 5834. 3911. 677. -1845. -3669. -4810. -5291. -5170. -4484. -3246. -1470. 01. -594. -388. -181. 26. 232. 439. 645. 852. -266. -194. -121. -48. 24. 97. 170. 242. 315. 388. 312. 228. 143. 59. -26. -111. -195. -280. -364. -449. 6 -1214. -1007. 7 -339. 8 397. 9 1144. 950. 756. 562. 368. 174. -20. -214. -408. -602. -796. TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END 1 -0.002241 0.000496 2 4 -0.000038 -0.000481 5 7 -0.000127 -0.000102 8 0.000496 0.000025 -0.000481 0.002233 0.000136 0.000098 SPAN LT. END RT. END 3 0.000025 -0.000038 6 -0.000514 -0.000018 9 0.000496 0.000015 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 E= 3372.0.000 -0.016 -0.028 -0.037 -0.041 -0.035 -0.026 -0.016 -0.006 0.000 -0.040 MEMBER E= 3372.0.000 0.000 -0.008 -0.018 -0.027 -0.030 -0.029 -0.022 -0.013 -0.004 0.000 NEHBER 3 E= 3372. NEHBER 4 E= 3372. SOBER 5 E= 3372. 0.000 -0.004 -0.013 -0.022 -0.030 -0.032 -0.030 -0.022 -0.013 -0.004 0.000 0.000 -0.004 -0.013 -0.023 -0.029 -0.031 -0.027 -0.019 -0.008 0.000 0.000 0.000 -0.006 -0.016 -0.026 -0.035 0.000 -0.040 -0.041 -0.037 -0.028 -0.016 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. MEHBER 6 E= 3250. 0.000 -0.002 -0.003 -0.003 -0.003 -0.002 -0.002 -0.001 0.000 0.000 0.000 I I I I I I I I I I I I I I I I I I File: B38914 TOTAL m NO 1 2 3 4 5 TOTAL i 2 3 4 5 Tor LEFT 0. HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 45 CANNON ROAD BRIDGE AT HflCARIO CANYON K IS [Hi .1 PT .2PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT R1BHT 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. 4464. 4375. 4014. 3935. 4014. 4103. 4464. 4524. BOTTOM PF FOR TRIAL 4232. 4244. 4294. 4328. 4359. 4389. 4423. 4457. 4491. 0. 4334. 4301. 4247. 4232. 4204. 4170. 4137. 0. 3900. 3848. 3834. 3805. 3834. 3848. 3900. 0. 4137. 4170. 4204. 4232. 4247. 4301. 4334. 0. 4524. 4444. 0. 4103. 4014. 0. 3935. 4014. 0. 4375. 4444. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 4491. 4457. 4423. 4389. 4359. 4328. 4294. 4244. 4232. r r c c i E I [ L File: B38914 NcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 46 CANNON ROAD BRIDGE AT HACARIO CANYON LONG I£RH L3S3E3 TOTAL LOSS (KSIS = SH * ES + CRC + CRS «£H NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 18.4 19.3 20.1 20.7 21.0 20.9 20.5 19.8 19.2 19.3 18.7 2 18.1 18.6 18.2 17.9 17.7 17.6 17.6 17.6 17.6 17.2 15.2 3 15.3 16.4 16.5 16.2 15.8 15.5 15.3 16.2 16.5 16.4 15.3 4 15.2 17.2 17.6 17.6 17.6 17.6 17.7 17.9 18.2 18.6 18.1 5 18.7 19.3 19.2 19.8 20.5 20.9 21.0 20.7 20.1 19.3 18.4 «EHBER 6 1= 3250. 0.000 0.000 0.001 0.001 0.000 0.000 HEHBER 9 £=3250. 0.000 0.002 0.003 0.003 0.003 0.002 0.002 0.001 0.000 0.000 0.000 m O 2 O C C c I L. I. [ 1 File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 47 CANNON ROAD BRIDGE AT HACARIO CANYON SHEAR QE3I3N - AA8HTQ 1981 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NEHBER: 1 V-CABLE SECONDARY VU VC RE9D MEB ASUN)/FT MEMBER: 2 V-CABLE SECONDARY VU VC RE9D NEB ASUN)/FT 11 EMBER: 3 V-CABLE SECONDARY VU VC REQD NEB ASUN1/FT MEMBER: 4 V-CABLE SECONDARY VU VC REQD NEB AS(IN)/FT MEMBER: 5 V-CABLE SECONDARY VU VC REQD MEB 306. 53. 1003. 1141. 60. 0.60 t 46. -7. 1S28. 901. 60. 4.15 42. 0. 1534. 858. 60. 4.41 42. 7. 1548. 858. 60. 4.49 54. -53. 1381. 909. 60. 243. 53. 751. 1080. 60. 0.60 » 333. -7. 1210. 1180. 60. 0.86 299. 0. 1218. 1109. 60. 1.27 312. 7. 1231. 1136. 60. 1.20 403. -53. 1138. 1263. 60. 168. 53. 549. 723. 60. 0.60 * 269. -7. 932. 1113. 60. 0.60 * 242. 0. 941. 889. 60. 0.81 256. 7. 954. 924. 60. 0.71 343. -53. 928. 830. 60. 92. 53. 359. 410. 60. 0.60 t 178. -7. 664. 688. 60. 0.60 I 160. 0. 670. 690. 60. 0.60 t 172. 7. 684. 732. 60. 0.60 t 251. -53. 727. 1105. 60. 15. 53. 180. 232. 60. 0.60 » 88. -7. 411. 362. 60. 0.60 * '79. 0. 419. 355. 60. 0.60 1 87. 7. 433. 376. 60. 0.60 t 160. -53. 521. 745. 60. 71. 53. 319. 451. 60. 0.60 * 0. -7. 197. 232. iO. 0.60 t 0. 0. 188. 232. 60. 0.60 t 0. 7. 199. 232. 60. 0.60 t 71. -53. 318. 449. 60. 160. 53. 522. 748. 60. 0.60 t 87. -7. 430. 371. 60. 0.60 t 79. 0. 423. 360. 60. 0.60 t 88. 7. 408. 361. 60. 0.60 » 15. -53. 180. 232. 60. 251. 53. 727. 1105. 60. 0.60 t 172. -7. 681. 719. 60. 0.60 t 160. 0. 675. 702. 60. 0.60 * 178. 7. 661. 685. 60. 0.60 I 92. -53. 359. 410. 60. 343. 53. 928. 830. 60. 1.05 256. -7. 953. 908. 60. 0.78 242. 0. 945. 910. 60. 0.73 269. 7. 929. 1113. 60. 0.60 t 168. -53. 550. 723. 60. 403. 53. 1139. 1263. 60. 0.60 1 312. -7. 1229. 1136. 60. 1.19 299. 0. 1222. 1109. 60. 1.30 333. 7. 1207. 1180. 60. 0.84 243. -53. 751. 1080. 60. 54. 53. 1381. 909. 60. 3.26 21. -7. 1546. 837. 60. 4.58 21. 0. 1539. 837. 60. 4.55 23. 7. 1525. 878. 60. 4.25 306. -53. 1004. 1141. 60. AS(INI/FT 3.26 0.60 t 1.05 0.60 t 0.60 t 0.60 I 0.60 » 0.60 t 0.60 t 0.60 t 0.60 » 1 1 1 1 1 1 1 1 •1 1 1 1 1 1 1 1 1 File: B389I4 HcDANIEL EN6INEERIN6 - PCBDS - vl.OO 02/09/89 Page 48 | CANNON ROAD BRIDGE AT HACARIO CANYON " - : ,-, - AABHTQ ULTIMATE HDHENT • ' SECOND ULTHOH ULT HOH AVERA6E NEUTRAL UlLa STEEL f HOHENT APPLD RESIST FSU AXIS J: REQD CQNB1NEO (K-FT) (K-FT) (K-FT) CKSI) (IN) (SQ.IN) STEEL RATIO MEMBER: 1 0.0 PT. O.I PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. MEMBER: 2 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. 0. 398. 796. 1194. 1593. 1991. 2389. 2787. 3185. 3583. 3982. 3346. 3276. 3205. 3134. 3063. 2993. 2922. 2851. 2781. 2710. 2639. 0. 6017. 9873. 12410. 13440. 12703. 10775. 7085. 2220. 7347. 12635. 15333. 6231. 5210. 11646. 15675. 16999. 15520. 11332. 4523. 7421. 16653. 0. 14724. 17126. 18653. 19285. 18975. 17651. 15329. 12055. 14387. 16657. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. 0.00 253.51 255.15 256.18 256.59 256.39 255.51 253.93 251.70 247.86 248.46 248.46 247.75 252.31 254.71 256.13 256.61 256.13 254.71 252.31 247.75 248.46 0.00 5.60 5.63 5.66 5.67 5.66 5.64 5.61 5.52 10.87 11.32 11.32 10.81 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.000. 0.135 0.119 0.111 0.108 0.109 0.116 0.131 0.160 0.171 0.150 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.150 • i1 c — .1L itI 1 «•-r — _ File: B389I4 KcDANIEL ENGINEERING - PCBDS - vl.OO 02/09/89 Page 49 CANNON ROAD BRIDGE AT MACARIO CANYON AnarTG ULTIMATE HGHhNT SECOND ULT MOM ULT HOM MOMENT APPLD RESIST (K-FT) (K-FT) (K-FT) MEMBER: 3 0.0 PT. O.i PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. MEMBER : 4 0.0 PT. 0.1 PT. 0.2 PT. 0.3 PT. 0.4 PT. 0.5 PT. 0.6 PT. 0.7 PT. 0.8 PT. 0.9 PT. 1.0 PT. 2623. 2622. 2621. 2621. 2620. 2620. 2619. 2619. 2618. 2617. 2617. 2642. 2713. 2783. 2853. 2924. 2994. 3064. 3135. 3205. 3275. 3346. 16605. 7470. 4321. 11004. 15032. 16454. 15025. 10891. 4227. 7532. 16716. 16719. 7456. 4439. 11223. 15442. 16953. 15661. 11662. 5229. 6179. 15260. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. 16657. 14024. 12989. 16473. 18592. 19303. 18592. 16473. 12989. 14024. 16657. AVERAGE FSU (KSI) 248.46 247.75 252.31 254.71 256. S3 256.61 256.13 254.71 252.31 247.75 248.46 248.46 247.75 252.31 254.71 256.13 256.61 256.13 254.71 252.31 247.75 248.46 NEUTRAL AXIS (IN) 11.32 10.31 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 11.32 10.81 5.57 5.62 5.66 5.67 5.66 5.62 5.57 10.81 11.32 H1LD STEEL REOD COMBINED (SB. IN) STEEL RAT I 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.29 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.150 0.150 0.175 0.150 0.123 0.111 0.108 0.111 0.123 0.150 0.175 0.150 • File: B389I4 HcDANIEL ENGINEERING - PCBDS - vl.00 02/09/89 Page 50 *!>*-. ••--,_ • •• '• •CANNON ROAD BRIDGE AT HACARIO CANYON ' | AASHTO OLTIttTE SECOND ULT WON ULT «0« AVERAGEIMOHENT APPLD RESIST FSU (K-FT) (K-FT) (K-FT) (KSI) • MEMBER: 5 0.0 PT. 3980. 12624. 16657. 248.46 1 0.1 PT. 3582. 7336. 14387. 247.86 0.2 PT. 3184. 2237. 12054. 251.70 | 0.3 PT. 2786. 7108. 15329. 253.93 • 0.4 PT. 2388. 10795. 17651. 255.51 0.5 PT. 1990. 12719. 18975. 256.39 • 0.6 PT. 1592. 13454. 19285. 256.59 0.7 PT. 1194. 12419. 18653. 256.18 1 0.8 PT. 796. 9879. 17126. 255.15 _ 0.9 PT. 398. 6020. 14724. 253.51 ™ 1.0 PT. 0. 0. 0. 0.00 1 PATH NO. P-JACK I JACK FY • (KIPS) (KSI) 1 5400. 75. 270. 1 NOTE: TENDON LENGTH INCLUDES 4 FEET FDR JACKS. HODULUS USED FOR P/S STEEL IS 28000. KSI 1 1 1 1 1 «at NEUTRAL HILD STEEL AXIS REOD COMBINED (IN) (SO. IN) STEEL RATIO 11.32 0.00 0.150 10.87 0.00 0.171 5.52 0.00 0.160 5.61 0.00 0.131 5.64 0.00 0.116 5.66 0.00 0.109 5.67 0.00 0.108 5.66 0.00 0.111 5.63 0.00 0.119 5.60 0.00 0.135 0.00 0.00 0.000 TENDON ELONGATION AS AVE STRESS TENDON LENGTH ELONGATION (SO IN) (KSI) (FT) 1 (IN) 26.67 183.29 456.00 35.82 ' r E I C C I [ ^<^»S^^ File: B389I4 Nc DAN I EL ENGINEERING - PCBDS - vl.OO 02/09/89 Page SI CANNON ROAD BRIDGE AT" HACARIO CANYON : 'A??™Ui1A7E QUANTITY' IIW CONCRETE SUPER HW CONCRETE SUB mil P/S TRIAL 1032 C.Y. UW 221 C.Y. mtt 40981 IBS. »tW THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAHE DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT HAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. Tits of Day: 14:41:08.S Date: 02/09/89 I I I I I I I I I I I I I I I I I I B389I3 CANNON ROAD BRIDGE AT MACARIO 010102R 6 745 3372 020203 61010 3372 030304 61010 3372 JiO-*05 31010 3372 050306 R6 745 3372 060702 60 3250 070803 60 3250 080904 60 3250 091005 60 3250 010000 398 400 800 550 02000001 03000001 04000001 05000001 06 00 +26 06 25501 06 338 +26 06 378 +26 06 420 +26 06 44404 07 0001 07 38501 07 46802 07 50803 07 55004 07 57404 08 0001 OS 32501 08 40802 08 44803 08 49004 08 51404 09 0001 09 26501 09 34802 09 38803 09 43004 09 45404 0001 30510P 00 0005 30510P 745 0001 34285P 745 0002 34285P 000 0002 34285P1010 0003 34285P 000 0003 34285P1010 0004 34285P 000 0004 34285P1010 0005 34285P 000 0101 3200U 0102 3200U OS 03 3200U 0!04 3200U 0105 3200U 01 2839 201 1 1 4210 200 317 108 201 1 2105010 108 317 108 201 1 3105010 108 317 108 201 1 4105010 108 317 108 201 ! 51058 IflS 317 ?CO CANYON 150 S 150 ' 150 130 150 150 150 *' 150 150 312112150112150 34 712 34 712 2507 SOU 01 3271 6938 02 4190 9254 03 5532 12640 04 SEND DIAPHRA6H END DIAPHRAGM BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 SAODED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD 3 50 540035 50 540035 50 540035 50 540035 3 SO 54MX5 000 100 100 100 loo 100 100 100 100 100 01 200 200 200 200 200 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 400 600 600 600 600 AIM r E I C BEST ORIGINAL I 638? 14 m CANNON ROAD BRIDGE AT NACAR10 010102R 6 745 3372 020203 61010 3372 030304 61010 3372 040405 61010 3372 050506 R6 745 3372 060702 60 3250 070803 60 3250 030904 60 3250 091005 60 3250 010000 398 400 800 550 02000001 03000001 04000001 05000001 06 00 +26 06 25501 06 338 +26 06 378 +26 06 420 +26 06 44404 07 0001 07 38501 07 46802 07 50803 07 55004 07 57404 08 0001 08 32501 08 40802 08 44803 08 49004 08 51404 09 0001 09 26501 09 34802 09 38803 09 43004 09 45404 0001 30510P 00 0005 30510P 745 0001 34285P 745 0002 34285P 000 0002 34285P1010 0003 34285P 000 0003 34285P1010 0004 34285P 000 0004 3428SP1010 0005 34285P 000 0101 3200U 0102 3200U 0103 3200U 0104 3200U 0105 3200U 01 2839 01 2839 1 130 217 217 201 1 1 4210 200 317 108 201 1 2105010 108 317 108 201 1 3105010 108 317 108 201 1 4105010 108 317 108 201 1 51058 108 317 200 CANYON 150 S 150 150 150 150 150 150 150 150 312112150112150 34 712 34 712 2507 5011 01 3271 6938 02 4190 9254 03 5532 12640 04 '. SEND DIAPHRAGM END DIAPHRAGM BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 BENT CAP 1/2 SADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD ADDED DEAD LOAD 217 130 130 130 090 095 3 50540035 50 540035 50 540035 50 540035 3 50 540035 000too 100 100too 100 100 100 100 100 01 200 200 200 200 200 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 201 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 400 500 550 1 600 1 600 1 600 1 600 1 600 BEST ORIGINAL I I I I I I i I i i i i i i i i i i I Sin 1C <=IIMftl_YS I £ COMPUTER OI_n~F»l_JT sssssss SSSSSSS99 33 Sb sssssssss ssssss sss ss ss sssssssss sssssss EEEEEEEEE EEEEEEEEE EE EE EEEEE EEEEE EE EE EEEEEEEEE EEEEEEEEE IIIIIIIII 1 1 1 T I 1 1 1 1 III III III III III III IIIIIIIII IIIIIIIII SSSSSSSsssssssss SS 33 SSS ssssss sssssssss ss ss sssssssss sssssss AAAAAAA AAAAAAAAA AA AA AA AA AAAAAAAAA AAAAAAAAA AA AA AA AA AA AA AA AA BBBBBBBB BBBBBPbBP BB BS BB BBS BBBBBBBB BBBBBBBB BB BBB BB BB BBBBBBBBB BBBBBBBB ###### ***#*r#**#**##*##*#«*r*###*****##*r***# * * * * * ** *** * * * * ** CSEIS3mic CAHnalysis at CB3ridges VAX 1.1/785 Ver. 1.3 - APRIL, 1985 McDANIEL ENGINEERING COMPANY 4649 CASS STREET, SUITE 1 SAN DIEGO, CALIFORNIA 92109 (619) 273-8280 * * * * * * * * * * * * * * * * DATE: 10-FEB-89 TIME: 13:46:45 I I I I I I I I I I I I I I I I I I RESPONSE SPECTRUM BLOCKING FACTOR 81 C , -«. ..., - ..,.,.- ;- , ,.K.. SPAN LENGTHS 74.5,101.0,101.0,101.0,74,5 i--,ivL.H ijo « / --r Ill 374.0 122 6742.0 133 124.0 WEIGHT 3.20 E 485592.0 C DESCRIBE COLUMN 'CANNON OCTAGONAL' SEGMENTS 2 LENGTH 0.0,1.0 AREA 25.07,652.0 111 90.0,90.0 122 50.1,50.1 133 50.1,50.1 E 467928.0 C ABUTMENT ELEVATION 81.3,56.57 CONNECTION FIX,FIX C BENT ELEVATION TOP 74,35,67.73,62.15,57.63 HEIGHT 44.4,57.4,51.4,45.4 COLUMN 'CANNON OCTAGONAL' AT 2,3,4,5 COLUMN TOP END JOINT SIZE 2.35'AT 2,3,4,5 C FOUNDATION AT ABUTMENT 1 KF1 1250.0 KF2 3850 KM2 10 KM3 10 C AT ABUTMENT 6 KF1 1250.0 KF2 3850 KM2 10 KM3 10 C LOADS RESPONSE SPECTRUM CALTRANS CURVE DEPTH TO BEDROCK: 10 TO so A 0.46 FINISH C r c r i E L ^ _ s EISA B - - - - McDANIEL ENGINEERING COMPANY <VAX -VER.1.3) PABE 1 -10-FEB-89 CANNON ROAD 8RIDG£ AT MACARIG CANYON SEISAB DATA INPUT ***************************************************** * * * * * * * * RESPONSE SPECTRUM * * * * * * * * * #:K*;jcs: *********************************************** THE BRIDGE MODEL GENERATED IS BASED ON: 3 INTERMEDIATE JOINT(S) ON EACH SPAN 2 INTERMEDIATE JOINT<S) ON EACH COLUMN THE NUMBER OF EQUATIONS PER BLOCK IS SET BY THE USER TO BE 81 OUTPUT LEVEL 0 IS IN EFFECT I I I I I I I I I I I I I I I I I I - - - - S E I .S A B,- ..-;• MeDANIEL ENGINEERING COMPANY (VAX -VER. 1 .3),,. - PAGE 2 1Q-FEB-89 CANNGN RGAD BRIDGE AT MACARIC CANYON f ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION 0.000 N OFFSET 0.000 STATION COORDINATE 0.000 E 0.000 AZIMUTH 90.000 I 0 L -:~ S Me DAN I EL PAGE 3 El S A B (VAX VERM s-3) -*v- - 10-FEB-89 ENGINEERING COMPANY CANNON ROAD BRIDGE AT HACARIO CANYON SPAN DATA INPUT SEGMENT SPAN 1 1 SPAN 2 i SPAN 3 1 SPAN 4 1 SPAN 5 1 SEGMENT SPAN 1 1 SPAN 2 1 SPAN 3 1 SPAN 4 1 SPAN 5 1 LENGTH AREA 111 122 133 74 . 50 74.50 56.74 374.00 6742.00 124.00 101.00 101.00 56.74 374.00 6742.00 124.00 101. 00 101. OO 56 . 74 374 . 00 6742 . 00 1 24 , 00 101 .OO 101.00 56.74 374.00 6742.00 124.00 74.50 74.50 56.74 374.00 6742.00 124.00 ELASTIC WT/LENGTH DENSITY MODULUS 3.200 0.150 485592. 3.200 0.150 4S5592. 3.200 0.150 485592. 3 . 200 0 . 1 50 485592 . 3.200 0.150 485592. I I I I I I I I I I I I I I I I I I .-..TV-.-.-*-S.E J.S-.A B, : McDANIEL ENGINEERING COMPANY (VAX VER.1,3) PAGE 4 1Q-FEBT89 CANNON ROAD BRIDGE AT MACARIO CANYON DESCRIBE DATA INPUT NO. COLUMN INFORMATION TITLE: CANNON 0 INFORMATION: DENSITY: 0.150 ELASTIC MODULUS: 467928. SEGMENT LENGTH AREA 111 0.00 1 .00 25.07 652.00 90.00 90.00 50.10 50.10 133 50. 10 50. 10 PAGE n- S E~ I S A B McDANIEL ENGINEERING COMPANY (VAX VER.U3) ;ANNON ROAD BRIDGE AT MACARIC CANYON I I ABUTMENT 'ABUTMENT DATA 'INPUT STATION ELEVATION AZIMUTH ABUTMENT TO BRIDGE CONNECTION TYPE 1 6 0.00 81.30 < 0.000) FIXED 56.57 < 0.000) FIXED ABUTMENT ABUTMENT FOUNDATION SPRING CONSTANTS KF1 KF2 KM1 KM2 KM3 1 6 1250. 1250. 3850, 3850. 10. 10. 10. 10. PARENTHESES INDICATE VALUE CALCULATED FROM "NORMAL1 INPUT. 1 •1 1 1 1 1 ' 1 1 1 •1 1 1 1 1 1 1 _^ - - - - .S E I S A ;B - ,, Me DAN I EL ENGINEERING COMPANY CANNON ROAD BRIDGE AT MACARIC CAN"' BENT DATA BENT GEOMETRY AND WEIGHT ,— »- -*-»«>«"**' ^mm PAGE 6 .(VAX VER.1.3) lO-FEB-89 ON INPUT INFORMATION • ! BENT TOP BENT BOT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 ( 0.000) 74.35 3 ( 0.000) 67.73 4 ( 0.000) 62.15 5 ( 0.000) 57.63 •. 29.95 0.00 10.33 0.00 10.75 0.00 1 2 . 23 0 . 00 I r i c BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA 2 SINGLE COLUMN BENT - NO 3 SINGLE COLUMN BENT - NO 4 SINGLE COLUMN BENT - NO 5 SINGLE COLUMN BENT - NO ELASTIC BENT DENSITY MODULUS 2 SINGLE COLUMN BENT - NO 3 SINGLE COLUMN BENT - NO 4 SINGLE COLUMN BENT - NO 5 SINGLE COLUMN BENT - NO 111 122 133 CAP PROPERTIES REQUIRED CAP PROPERTIES REQUIRED CAP PROPER! I ES REQU I RED CAP PROPERTIES REQUIRED CAP PROPERTIES REQUIRED CAP PROPERTIES REQUIRED CAP PROPERTIES REQUIRED CAP PROPERTIES REQUIRED * PARENTHESES INDICATE VALUE CALCULATED FROM 'NORMAL' INPUT. [ f Ife i fI f- i — r L r-SE I SAB .- • McDANIEL ENGINEERINB COMPANY (VAX VER.1.3>;«*. PAGE 7 'lO-fF-EB-891 CANNON RCAD BRIDGE AT HACARIC CANYON BENT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS BENT SPACING COL 2 1 3 1 4 1 5 1 TITLE CANNON CANNON CANNON CANNON ECCENTR. GROUP OFFSET 0 0 0 0 0 o 0 0 .00 .00 .00 . 00 0 0 0 0 .00 .00 . 00 . 00 BENT CONNECTIVITY INFORMATION BENT SUPERSTR. CONTINUITY BENT TO SUPERSTR, CONNECTION TYPE 2 CONTINUOUS 3 CONTINUOUS 4 CONTINUOUS 5 CONTINUOUS FIXED FIXED FIXED FIXED BENT COLUMN END INFORMATION BENT 2 3 4 5 END FIXITY BOTTOM FIXED FIXED FIXED FIXED CONDITIONS TOP FIXED FIXED FIXED FIXED END JOIN! BOTTOM 0 . 00 0 . 00 0.00 0 . 00 r SIZE TOP 2.35 2.35 2.35 2.35 PAGE 81 1 1 1 1 1 1 1 1 1 1 1• 1 1 1 1 .-.- ; SEISAB . (VAX VER^l.3) : K. 10-FEB-89 Me DAN I EL ENGINEERING COMPANY CANMGN RCf-iD BRIDGE AT MACARIO CANYON BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION BENT 2 SEGMENT LENGTH AREA 111 122 133 COLUMN 1 1 < 41.05) 25.07 90.00 50.10 50.10 2 1.00 652.00 90.00 50.10 50.10 DENSITY: 0.150 ELASTIC MODULUS: 467928. BENT 3 SEGMENT LENGTH AREA 111 122 133 COLUMN 1 1 ( 54.05) 25.07 90.00 50.10 50.10 2 1.00 652.00 90.00 50.10 50.10 DENSITY: 0.150 ELASTIC MODULUS: 467928. BENT 4 SEGMENT LENGTH AREA 111 122 133 COLUMN i 1 ( 48 . 05 ) 25 . 07 90 . 00 50 . 1 0 50 . 1 0 2 1.00 652.00 90.00 50.10 50.10 DENSITY: 0.150 ELASTIC MODULUS: 467928. *** PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. I P* I. l< I I i 0 i f *I 1 i iI [ — 1 I - S E I S A B - MeDANIEL ENGINEERING COMPANY (VAX VER.1.3) PAGE 9 - .*- MO-FEB-89 CAf4i\iQN ROAD BRIDGE MACARID CANYON I I I I I I BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION (CONTINUED) BENT 5 SEGMENT LENGTH AREA 111 122 133 COLUMN 1 2 42.05) 1 .00 DENSITY: 25.07 90.00 50.10 50 . 10 652.00 90.00 50.10 50.10 0.150 ELASTIC MODULUS: 46792S. I *** PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. I I I I I I I I I I I I I I I I I I .-.-S E.I SAB- MeDANIEL ENGINEERING COMPANY CANNCM ;r;i2AD BRIDGE AT rlA^ART (VAX VER.1.3).. PAGE 10 ,^., lp-FEB-89. ,.-!P4 YUOi LOAD I hiGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 3*NUMBER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS A CALTRANS TYPE <10 TO SOFT; A=0.4B) ACCELERATION DUE TO GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 2 "**i 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 24 25 26 28 29 30 31 32 33 34 35 0.001 0 . 025 0 . 050 0 , 075 0. 100 0.125 0.150 0.175 0 . 200 0 . 225 0 . 250 0 . 275 0 . 300 0 . 325 0 . 350 0 . 375 0 . 400 0 . 425 0 . 450 0 . 475 0 . 500 0 . 525 0 . 550 0 . 575 0 . 600 0 . 650 0 . 700 0 . 750 0 . BOO 0 . 850 0 . 900 0.950 1.000 1.100 1 . 200 0 . 6300 0 . 7460 0 . S60O 0 . 9670 1 . 0900 1. 1700 1 . 2480 1.3120 1 . 3590 1 . 3970 1 . 4200 1 . 4320 1 . 4390 1 . 4380 1.431O 1.4180 1 . 3930 1 . 3680 1.3410 1 . 30BO 1 . 2680 1 . 2280 1 . 1 900 1.1580 1 . 1 200 1 . 0500 0 . 9900 0,. 9220 0 . 8620 0 . 8075 0 . 7670 0 - 7075 0 . 6600 0 . 5900 0 . 5320 PAGE 11 -. SE I SAB -- McDANIEL ENGINEERING COMPANY (VAX VER.1.3) CANNON ROAD BRIDGE AT MACARIO CANYON LOADINGS DATA INPUT (CONTINUED) DIGITIZED POINT 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 ACCELERATION PERIOD 1 . 300 1 . 400 1.500 1.600 1.700 1 . 800 1 . 900 2 . 000 2 . 200 2 . 400 2 . 600 2 . 800 3 . 000 3 . 500 4 . 000 4 . 500 5.000 5 . 500 6 . 000 SPECTRUM (CONTINUED) VALUE 0 . 4820 0 . 4440 0.4110 0.3820 0.3575 0 . 3370 0.3170 0 . 3000 0.2700 0 . 2420 0 . 2220 0 . 2030 0.1880 0.1520 0.1250 0.1080 0.0915 0.0915 0.0915 1w 1 1 1 • 1 1 1 • 1 1 1 1 1w 1 1 1(•P 1 1 •1 — — „. — .— McDANIEL CANNON R A C C E L E R A T • I 0 N I X G PAGE 12 S E I S A B (VAX VER.1.3) - - IO-FEB-89 ENGINEERING COMPANY QAD BRIDGE AT MACARIQ CANYON LOADING DATA INPUT (CONTINUED) PLOT OF THE CALTRANS ACCELERATION SPECTRUM 2 . 0+ 3 1.9+ 3 , 1.8+ 1 .7+ 3 1 .6+ 3 3 X 1.4+ XXX 3 X X 1 .3+ X X 3 X X 1.2+ X 3 X X 1 .1+ X X 3 X 1 . 0+ X 3 X 0.9+ X 3 X X 0.8+ X 3X X 0.7+ X 3X X 0.6+ X 3 X 0 . 5+ X 3 X 0.4+ XX 3 XX 0.3+ XX 3 XX 0.2+ XXX 3 X 0.1+ XXX 3 0.0+ 01 2 3 4 5 PERIOD (SECONDS) r r Pi r1 _ 1 C fi , i 1 r c i - j L _; -SEISAB = - MeDANIEL ENGINEERING COMPANY (VAX VERil.3) PAGE 13 •10-FEB-89 CANNON ROAD BRIDGE AT MACARIQ CANYON LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION Z DESCRIPTION LOAD CASE/COMB DIRECTION X FACTORS Y 1 2 3 4 1 .000 0.000 0.000 0.000 LONGITUDINAL 0.000 1.000 TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS i i i i i i i i i i i i i i i i i i SEISAB MeDANIEL ENGINEERING COMPANY (VAX VER.1.3) PAGE 14 10-FEB-89 iMNuN ROAD BRIDGE AT HAG ARID CANYON MODE RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PERIOD FREQUENCY CS PARTICIPATION FACTORS X Y 1 2 3 4 5 6 7 e 9 1011 12 13 14 15 1 . 05 1 0 . 803 0 . 539 0 . 372 0 . 355 0.313 0.261 0 . 204 0 . 202 0 . 202 0.116 0.113 0.108 0.105 0 . 098 0 1 1 2 2 ^3 4 4 4 8 8 9 9 10 .951 .246 .854 .685 .817 .195 .826 .895 . 960 .961 . 620 .855 .261 .498 .209 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 .62 .86 .21 .42 .43 .44 .43 . 37 .36 .36 .14 .13 .12 .11 .08 0 13 0 0 0 -0 -0 -0 0 0 0 0 -0 -0 -0 . 000 .718 . 000 .238 . 000 .756 .038 .855 . 000 .136 .756 . 000 . 070 .005 .141 0 0 0 0 0 -0 5 2 0 9 -0 0 -0 0 0 .000 .030 .000 .625 . 000 . 037 .525 . 044 . 000 .439 . 035 .000 .327 . 042 .109 • 13 0 0 0 4 0o 0 0 0 0 0 0 0 0 .026 . 000 .083 . 000 . 240 . 000 .000 . 000 . 004 . 000 . 000 .231 . 000 . 000 . 000 CQC DISPLACEMENTS LEFT FACE RIGHT FACE OPENING OR ITEM LC LON6ITUDNL TRANSVERSE LONGITUDNL TRANSVERSE CLOSING ABU 1 1 2 Tt 4 0 . 454 0 . 000 0 . 454 0.136 0 . 000 0.191 0 . 057 0.191 0 . 454 0 . 000 0 . 454 0.136 0 . 000 0.191 0 . 057 0.191 0 . 000 0 . 000 0 . 000 0 . 000 *** LOAD CASE/COMB 1 2 : • 3 4 DESCRIPTION LONGITUDINAL TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS c I3 r i i c L L S5^«^&^-...,-x^^-^W^rtKW I SEISAB McDANIEL ENGINEERING COMPANY <VAX VER.1.3) PAGE 15 10-FEB-89 CANNON ROAD BRIDGE AT MACARIO CANYON I I RESPONSE SPECTRUM RESULTS (CONTINUED) CQC DISPLACEMENTS (CONTINUED) LEFT FACE RIGHT FACE OPENING OR ITEM LC LONGITUDNL TRANSVERSE LONGITUDNL TRANSVERSE CLOSING BNT BNT BNT BNT ABU 2 1 2 3 4 3 1 2 3 4 4 1 2 3 4 5 1 2 3 4 6 1 2 3 4 0 . 454 0.000 0.454 0. 136 0 . 455 0 . 000 0 . 455 0.137 0 . 455 0 . 000 0 . 455 0.137 0 . 454 0 . 000 0 . 454 0.136 O.453 O.OOO 0 . 453 0.136 0.000 0.430 0.129 0 . 430 0 . 000 0 . 686 0 . 206 0 . 686 0 . 000 0 . 680 0.204 0 . 680 • 0 . 000 0 . 422 O.127 0 . 422 0 . 000 0.190 0.057 0.190 0.454 0.000 0 . 454 0. 136 0 . 455 0 . 000 0 . 455 0.137 0 . 455 0 . 000 0 . 455 0.137 0 . 454 0 . 000 0 . 454 0.136 0 . 453 0 . OOO 0.453 0.136 0.000 0.430 0.129 0 . 430 0 . 000 0 . 686 0 . 206 0 . 686 0 . 000 0.680 0 . 204 0 . 680 0 . 000 0.422 0.127 0.422 0 . 000 0.190 0 . 057 0.19O 0.000 0.000 0.000 0 . 000 0.000 0 . 000 0 . 000 0 . 000 0 . 000 0 . 000 0 .000 0 . 000 0 . 000 0 . 000 0 . OOO 0 . 000 0 . 000 0.000 0.000 0.000 *** LOAD CASE/COMB 1 2 3 4 DESCRIPTION LONGITUDINAL TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS I I I I I I I I I I I I I I I I I I I •r^aS^T-^ia^^ PAGE 16 P -SEISAB---- WAX VER.1.3) - 1O-FEB-89 MeDANIEL ENGINEERING COMPANY ];'M RGAD BRIDGE AT MACAR1G CANYON RESPONSE SPECTRUM RESULTS (CONTINUED) CL LOC LC BNT 2 1 BOT 1 2 3 4 1 TOP 1 2 3 4 BNT 3 1 BOT 1 2 3 4 1 TOP 1 2 3 4 BNT 4 1 BOT 1 2 3 4 1 TOP 1 2 3 4 CQC COLUMN FORCES LONGITUDINAL TRANSVERSE . MOMENT SHEAR MOMENT SHEAR 0.0 19910.5 5973.1 19910.5 0 , 0 7470.5 2241 .1 7470.5 0.0 16901.2 5070.4 16901 .2 0.0 3109.0 932.7 3109.0 0.0 21461.6 6438 . 5 21461.6 0 . 0 5039.5 1511.8 5039.5 0.0 659.2 197.7 659.2 0 . 0 639.1 191.7 639.1 0.0 377 . 7 113.3 377.7 0 . 0 340.6 102.2 340 . 6 0.0 553.1 165.9 553.1 0 . 0 520 . 3 156. 1 520 . 3 29301.5 0.0 29301.5 8790.5 22960 . 9 0 . 0 . 22960 . 9 6888.3 19732.7 0.0 19732.7 5919.8 17526.5 0.0 17526.5 5257 . 9 23517.9 0.0 23517.9 7055 . 4 20081.3 0 . 0 20081.3 6024.4 1259.5 0.0 1259.5 377 . 9 1219.3 0 . 0 1219.3 365.8 700 . 8 O.O 700 . 8 210.3 643.4 0.0 643.4 193.0 . 909 . 5 0.0 909 . 5 272.8 860 . 0 0 . 0 860 . 0 258 . 0 AXIAL FORCE 142.1 0.0 142.1 42.6 141.6 0 . 0 141.6 42.5 100.6 0 . 0 100.6 30 . 2 1 00 . 3 0 . 0 100.3 30.1 167.6 0 . 0 167.6 50 . 3 167.4 0 . 0 167.4 50 . 2 *** LOAD CASE/COMB 1 2 3 4 DESCRIPTION LONGITUBtNAt. TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS' r C I SEISAB McDANIEL ENGINEERING COMPANY (VAX VER.1.3) PAGE 17 10-FEB-89 ;ANNQN ROAD BRIDGE AT MACARIO CANYON RESPONSE SPECTRUM RESULTS (CONTINUED) CL LOG LC BNT 5 1 BOT 1 2 3 4 1 TOP 1 2 3 4 CQC COLUMN FORCES (CONTINUED) LONGITUDINAL TRANSVERSE MOMENT SHEAR MOMENT SHEAR 0.0 18370.0 5511 .0 18370.0 0 . 0 6383 . 6 1915.1 6383 . 6 0.0 582.9 174.9 582.9 0 . 0 562.6 168.8 562.6 28391.5 0.0 283gi -* 8517.5 22663 . 3 0.0 22665 . 3 6799T0- 1203.2 0.0 1203.2 361.0 1161.6 0.0 1161.6 348.5 AXIAL FORCE 180.4 0.0 180.4 54.1 180.0 0 . 0 180.0 54.0 ITEM CQC ABUTMENT, HINGE AND JOINT FORCES W/R TO BRIDGE C.L. W/R TO ITEM C.L. LC VERT SHEAR LONGITUDNL TRNV SHEAR LONGITUDNL TRNV SHEAR ABU ABU 1 1 2 3 4 6 1 2 3 4 232.4 0.0 232.4 69.7 185.2 0 . 0 185.2 55.5 548.3 0.0 548.3 164.5 569.1 0 . 0 569.1 170.7 0.0 735.8 220 . 7 735.8 0 . 0 730 . 3 219.1 730 . 3 0.0 735.8 220.7 735.8 0.0 730.3 219.1 730 . 3 548.3 0.0 548.3 164.5 569.1 0.0 569.1 170.7 *** LOAD CASE/COMB 1 2 3 4 DESCRIPTION LONGITUDINAL TRANSVERSE 1.0*LONG + 0.3*TRANS 0.3*LONG + 1.0*TRANS I I I I I I I I I I I I I I I I 3S5SSSS*1 1 ] j " 3H 3 i • J m H" 1 3. I•H 1 ! J j J •] Q *fffi*«a '-fljyfr J.tyj^y fffflflHflpnft^^ ^ffitfyMKBIB^^ "* •" i i . fcta^ J*1, -* '-'"*.•- •- ifc<* j-c-^ '•;*,* • *• • ~^~~~~'~'~~^'l~ ''^^^ittffTr'' Tjftfl'l^^lSsiAtJViS^IO^J^^^^ TITLE CANNON ROAD PIER 2 OR 5 TOP 11:33:07.22 O2/16/B9 PAG ************************************************************************'* VIEL..D PROGRAM - VERSION 7 •"'£/ 30/95 ? * * .< :* * * x * s:;KX***;Ks:s;i******:************************:i! *********************** - , •„- • , COLUMN TYPE = 8 (OCTAGONAL.) CONCRETE LOOPS = 1 TOTAL NO. OF CONCRETE COORD. = 8 STEEL REBAR PATTERN = 4 (CONCENTRIC LOOPS) NUMBER OF STEEL REBAR LOOPS = 1 TOTAL NO. OF STEEL REBARS = 3O NO PLOT REQUESTED. DESIGN TYPE = 2 (CHECK) PERCENT STEEL LIMITS = (1.00 X MIN. 6.00 '/. MAX.) ************ % * BENT DATA * ************************************************************************ NUMBER OF COLUMNS IN BENT' . = i OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 56.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE '= 2.35 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.00 (FEET) - ******************************* MATERIAL PROPERTIES (PS I) * ULTIMATE CONCRETE COMPRESS I VE STRESS - FC = 3250. YOUNG -S MODULUS FOR CONCRETE - EC = 324950O. YOUNG S MODULUS FOR STEEL BARS - ES = 2900000O. ULTIMATE CONCRETE COMPRESS I VE STRAIN - EO = .003 YIELDING STRESS FOR STEEL BARS - FY = 60000. gas*MH(ii i i i i 1 i j i i i i i i :---i*?«sMi*nws!*-.- - - ••••••- ^in^»mm ••-•* I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 TOP REGULAR OCTABNONAL CROSS-SECTION HX 66,00 CONCRETE COORDINATES <INCHES) 11:33:07.71 02/16/8? PAGE COORD 1 4 5 6 7 8 33.00 13.67 -13.67 -33.00 -33.00 -13.67 13.67 33.00 13.67 33.00 33.00 13.67 -13.67 -33.00 -33.00 -13.67 r r i c 1 1 TITLE CANNON ROAD PIER 2 OR 5 TOP CONCENTRIC CIRCLE PATTERN .OOP 1 RADIUS 26.70 AREA 1.27 11:33:07.88 02/16/89 PAGB BARS 30 I ^"~~$ I 0 0 STEEL REBAR COORDINATES (INCHES) COORD X Y 1 2 3 4 5 6 7 e 9 1011 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 26 . 70 26.12 24.39 21.60 17.87 13.35 8.25 2.79 -2.79 -8.25 -13.35 -17.87 -21.60 -24 . 39 -26.12 -26 . 70 -26.12 -24.39 -21 .60 -17.87 -13.35 -8.25 -2.79 2.79 8.25 13.35 17.87 21.60 24 . 39 26.12 0 . 00 5.55 10.86 15.69 19.84 23.12 25 . 39 26.55 26,55 25 . 39 23 . 12 1 9 . 84 15.69 10.86 5.55 0 . 00 -5.55 -10.86 -15.69 -19.84 -23.12 -25 . 39 -26.55 -26.55 -25.39 -23.12 -19.84 -15.69 -1O.86 _er trer •uj • -uJvJ THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE * 10 BARS ***WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE.X-DIRECTION ***WARNINGs THE CONCRETE COVER IS GREATER THAN 2 IN THE Y-DIRECTION INCHES I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 TOP **#************************ INITIAL REFERENCE DATA * #** ** **# * #** 3* :* ***** :K **# 4t **#*********.****** :K ** * ******* * *#******* * TOTAL AREA OF THE SECTION AG = NOMINAL AXIAL LOAD STRENGTH PO = TOTAL REINFORCEMENT AREA AST = PERCENT STEEL GROSS MOMENT OF INERTIA ABOUT Y-AXIS IYC = GROSS MOMENT OF INERTIA ABOUT X-AXIS IXC = STEEL MOMENT OF INERTIA ABOUT ..Kr AX IS IYS = STEEL MOMENT OF INERTIA ABOUT' X-AXIS IXS = 11:33s08.43^, ,02/16/8? PAGE P* " '••-™~"' p [ C 25.06 FT**2 12149.58 KIPS' 38.10 IN**2 1.06 % ' 50.09 FT**4 50.09 FT**4 0.6549 FT**4 0.6549 FT**4 1 3 i I J J TITLE CANNON ROAD PIER 2 OR 5 TOP 11:33:08.59 02/16/89 PAGl **************************** COLUMN LOAD DATA <K~FTx * ********** * * * * * * * * * * * * * * * * * * ********************** * * * * ***************** *: LOAD NAME:CONNON ROAD PIER 2 OR TOP- FOOTING DATA FILE: YES TYPE FOOTING: PILE MOMENT DISTRIBUTION FACT : TOP : BOTTOM : DAY DAX DBY DBX 0.57 0.41 0.00 0.00 PERCENT IMPACT 25.00 COLUMN LENGTH < FEET) 43.00 STEEL TIE=1 SPIRAL=0 0 LOCATION TOP=1 BOTTOM=0 1 DUCTILIT FACTOf (Z) 5.4l COLUMN GROUP LOADS - SERVICE <K-FT) MY MX P PMY PMX P DEAD LOAD 0 775 1206 : LL+IMPACT : CASE 1 CASE 2 CASE Z PRE TRANS LONG AXIAL STRESS MY-MAX MX-MAX N-MAX 0 -426 0 1842 206 227 2986 415 458 540 1156 133 1780 2764 273 1842 206 227 2986 415 458 WIND 233 229 -70 WL 14 187 -21 LF CF-MY TEMP 0 192 -1 0 1594 COLUMN SEISMIC AND ARBITRARY LOADS (K-FT) (ARS) UNREDUCED SEISMIC CASE 1 CASE 2 MAX TRAN MAX LONG ARBITRARY LOADS SERVICE SERVICE AL1 AL2 MY TRAN MX LONG P AXIAL 7471. 6888. -54. 2241. 22961. -180. 0. 0. 0. 0. 0. 0. NOTE: A FOOTING INPUT DATA FILE WAS NOT CREATED. ARE NOT LOCATED AT THE BOTTOM OF THE COLUMN. I fe BEST ORIGIN/I I ) I I I I I I I I I I I I 0 o 0 0 0 0 ARBITRARY LOADS FACTORED FACTORED AL1 0. 0. 0. THE LOADS AL2 0. 0. I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 TOP 11:33:11.12 02/16/89 PAGE p * ********** * * * * * * ******************************** * * * * FACTORED LOADS FOR COLUMN DESioN CHECK <KIP-FT; * **#;)<* # ####*#**#**##*:** r* * ^^ APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNES3 IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH = .43.00 FT STEEL = ' 1 , 06 '/. GROUP CASE IH IH IH IP IP IP II III III III IV IV IV V VI. VI VI VII VII 1 2 -^ 1 2! "vj 1 2 3 1 2 3 1 2 3 1 2 TRANS MY 4133. 1206. 4168. 4029 , 2390 , 4063 . 310. 2579 . 833 . 2601 . 2470 , 722. 2491. 298. 2477, SO 1 . 2497. 1373. 412. FC = AST = APPLIED F LONG MX 810. 2917. 1 084 . 90S . 4040 , 1184. 646. 1218. 2478 . 1493, 2749 . 4007 . 3036 . 2634 . 3195. 4401 . 3472 . 1615. 4570 . 3.25 KSI 38.10 SQ ACTORED - COMB M 4212. 3157. 4307 . 4130. 4694. 4232. 717. 2852 . 2614. 2999. 3696 . 4072 . 3927 . 2651. 4043 . 4473 . 4277. 2120. 4588. FY IN « P£> AXIAL <P P 1668. 1464. 2060 . 1771. 1531. 2163. 1084. 1414, 1292. 1 806 . 1478. 1356. 1870. 1049. • 1367. 1249. 1743. 1152. 1026. = 60.00 KSI PACITY HI*MN) PHI RATIO MU 5674. 5524. 5966, 5757. 5562. 6029 . 5305 . 5504 , 5437. 5780 . 5572. 5488. 5857. 5306 . 5503 . 5427. 5749. 6459. 6398. MU/M 0 0 0 0 o 0 0 0 0 0 o o 0 0 0 0 0 1 1 .75 .76 .75 . 75 .75 ,75 .80 .76 .78 .75 .76 .77 .75 .80 .77 .78 .75 . 00 . 03 1 1 1 1 1 .1 7 1 2 1 1 1 1 2 1 1 1 3 1 .35 .75 .39 .39 .19 .42 . 40 .93 .08 .93 .51 .35 .49 .00 .36 ,21 .34 .05 .39 OK OK OK OK OK- OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE: THE AXIAL <ARS) UNREDUCED SEISMIC LOADS BY THE DUCTILITY FACTOR Z (P) ARE NOT DIVIDED r [ C 1 1 TITLE CANNON ROAD PIER 2 OR 5 TOP * MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS * * * * * * :k * '(. * * * :t :t * * ••? * t a * * > * * * •* * * t jrjf * $ * * A $ ;K $ # * * ^ * •* .* * * ;k * * 11:33:40.67 02/16/89 # H; 4 * # * * <v * I I 3 1 3<bj 1J qj*j 1 • "1j 1 J ] J i i R£i-ERt.t MAGY MAGX PCY PCX KY KX KY*L/R KX*L/R IYS IXS GR CA IH IH IH IP IP IP II III III III IV IV IV V VI VI VI VII VII i 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 MCE: "CALTRANS BRIDb (COLUMN ASSUMED = MOMENT MAGNIFACTI = MOMENT MAGNIFACTI = CRITICAL BUCKLING = CRITICAL BUCKLING = EFFECTIVE LENGTH = EFFECTIVE LENGTH = SLENDERNESS RAT 1C = SLENDERNESS RAT 1C = STEEL MOMENT OF I = STEEL MOMENT OF I MOMENT : -MAGN I F I CAT I ON- : — TRAN LONG COMB MAGY 1 . 036 1 .031 1 . 044 1 . 038 1 . 033 1 . 047 1 .023 1 . 030 1 . 027 1 . 039 1 . 032 1 . 029 1 . 040 1 . 022 1 . 029 1 . 026 1 . 037 1 . 000 1 . 000 MAGX 1 . 044 1 . 029 1 . 054 1 . 045 1 . 03O 1 . 056 1 . 03O 1 . 033 1 . 026 1 . 043 1 . 030 1 . 026 1 . 039 1.021 1 . 027 1 . 024 1 . 036 1 . 000 1 . 000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 •I4. 1 1 1 1 MAG .036 .030 .045 .038 .031 .047 .029 .031 .026 .040 .031 .026 . 040 .021 . 028 .024 .036 . 000 . 000 IE DESIGN SPE TO BE UNBRAC ON FACTOR AE ON FACTOR AE I LOAD ABOUT i LOAD ABOUT FACTOR ABQLTT FACTOR ABOUT ) ABOUT Y-AXI 1 ABOUT X-AX1 INERTIA ABOUT .'NERTIA ABOUT CRACKE -TRANSFORMED E*IY 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. :CIFICATIONS" <ART 8. )ED AGAINST SIDESWAY. .*QliT Y-AXIS !OUT X-AXIS Y-AXIS X-AXIS " Y-AXIS = 1.25 • X-AXIS = 1 .14 :s =38.:s = 35. " Y-AXIS = 0,6549 F " X-AXIS == 0.6549 F •D CRITI 3C.L. I 1UN — : - ' E*IX 9770785 . 12548913. 9751183. 10100859. 12933601. 10005846. 9113274. 10908706. 12319396. 106728O1 . 12466491. 12928790. .12166129. 12417408. 12669443. 13024313. 12380090. 10973153. 12786055. JDLJUKU TRAN PCY 48396 . 48396. 48396. 48396. 48396 . 48396. 48396. 48396 . 48396 . 48396. 48396. 48396 . 48396 . 48396. 48396 . 48396 . 48396. 43396 . 48396 . 16.5) • ) • 1 1 1 T#*4 T**4 _ CAL ,ING : AXIAL* LONG LOAD» PCX 39976. 51342. 39896 . 41326. 52916. 40938 . 37286 . 44631 . ". 504O3. 43466. 51005. 52896 . 49776. 50804 . 51835. 53287. 50651. 44895 . 52312. BEST ORIGINAL ^^^^^^^^^^^^••••^^^•••^•MMM^•^•MMH^^H^^^^^HMM••^••••••••^^^^••••••^^••i P 166Bg 1464B 206OT 1771 . 1531B 2163P 1084. 1414B 1292| 1806. 1478— 1356B 1870* 1049. 1367B 1249P 1 743 . 1152B 1026| 1 1 1 MHBM^HH .^•.BPlWttMit- ... •"«'«»'!»*»«,. ,.,«.,-•• ' PI I I I I I I I I I I I I I I I I I I 11:33:41.44 02/16/89 PAGETITLE CANNON ROAD PIER 2 OR 5 TOP COLUMN SERVICE LOADS <K-FT) AND MAXIMUM WORKING STRESSES (PSI) YGUNG S MODULUS FOR CONCRETE - EC = 3249500, PSI MODULAR RATIO (ES/EC) - N = 8.9 GP CASE . SERVICE LOADS <K-FT> :- TRANS LONG COMB AXIAL MY MX • M P MAX STRESS (PSI) ; CONC STEEL STEEL COMP TEN CQMP IHIFiIH II III III III IV IV IV V VI VI VI DL 1 2 3 1 2 3 1 .£. ,~S 1 2 3 1842. 540. 1842. 186. 1541. 499. 1541. 1474. 432. 1474. 167, 1 376 . 446. 1376. 0. 555. 1505. 555. 462. 802. 1562. 802. 1719. 2479. 1 7 1 9 . 1552, 1855. 2533 , 1855. 349,. 1924. 1599. 1924. 499. 1737. 1640. 1737. 2264. 2517. 2264. 1560. 2309. 2572 . 2309 . 349. 1 433 . 1 339 . 1433. 908. 1111. 1036. 1111 . 1151. 1076. 1151 , S15. 996. 929, 996. 1206. 1189. 994. 1189. 419. 1092. 1034. 1092. 1439. 1720, 1439. 994 . 1565. 1 835 . 1565. 429. 3040 . 1666. 3040 . 0. 4264. 4168. 4264. 9391 . 14062, 9391 . 6132. 12702. 18047. 12702. 0. 8648, 7349. 8648. 3313 . 7738 . 7315. 7738. 10181 , 11429, 10181 . 7006 , 10457. 11782, 10457. 3618. I rL f r—r c L, 1 1 TITLE CANNON ROAD PIER 2 OR 5 TOP I 11:34:05.16 02/16/89 PAGEl * FROBABut PLASTIC MOMENT (1.3 X NOMINAL MOMENT. (KIP-FT) * **r*#******#^**#*«***;U*#***#****#^ CODE (8.16.4.4) FC = 3.25 KSI EO = 0.0030 IN/IN ANGLE 90.0 "•» ND MEMO T N TRANS MPY 9634. 10555. 11O97. 11026. 10130. 8508 . 8494. 6199. 4790 . 3216. 0 DESIGNER FY = AST = LONG MPX 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. S 15-10 60.00 KSI 38.10 SQ COMB MP 9634. 10555. 11097. 1 1 026 . 10130. 8508 . 8494. 6199. 4790 . 3216. IN AXIAL P-BALANCE P ( APPROX ) 7289 . 4372 6074. 4859. 3646 . 243 1 . 1216. 1 207 . 1 . -606 . -1214. 1 1 1 1 • • I J J I I I I I I I I I I I I I I I I I 11:34:05.49 02/16/89 PAGE FtTITLE CANNON ROAD PIER 2 OR 5 TOP DESIGN ASSUMPTIONS: 1. ALL. COLUMNS ARE THE SAME I.E., PR ISM AT iC, EQUAL LENGTH, EQUAL SPACING, 2. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS. r 3. THE DISTANCE BETWEEN THE PLASffC HINGES IS TAKEN AS THE COLUMN'LENGTH. A T /V- •THE OVER-TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT H DISTANCE 'CBS' ABOVE THE TOP OF THE COLUMN. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. DETERMINATION OF COLUMN LATERAL REINFORCEMENT NUMBER OF COLUMNS IN BENT OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF SUPERSTURCTURE CENTER TO CENTER SPACING OF COLUMNS COMPRESSIVE STRENGTH OF CONCRETE - FC YIELD STRENGTH OF REINFORCEMENT - FY CONCRETE GROSS AREA (2:i COVER) - AG CONCRETE CORE AREA - AC TRANSVERSE DIRECTION . - BW TRANSVERSE DIRECTION - D LONGITUDINAL DIRECTION . - BW LONGITUDINAL DIRECTION - D BEST ORIGINAL = 56.00 IN = 2.35 FT 0.00 FT 3.25 KSI = 60.00 KSI = 19.63 FT**2 = 17.10 FT**2 = 56.00 IN = 44.80 IN = 56.00 IN = 44.80 IN l l c AMOUNT OF REINFORCEMENT CONFORMS TO THE FOLLOWING BRIDGE DESIGN SPECIFICATIONS: CASE A - CONFINEMENT REINFORCEMENT - (CODE 8.18.2.2) PS1 = .45 (AG/AC - 1) FC/FY (.5 + 1.25 P/(FC * AG)) PS2 = .12 FC/FY (.5 + 1.25 P/(FC * AG)) PS3 = .45 (AG/AC - 1) FC/FY CASE B - APPLIED SHEAR REINFORCEMENT VU <== PHI * VN VN = VC + VS VC = 2 * SORT(FC) * BW * D VS = (AV * FY # D> / S • (CODE (8-46) (8-47) (8-51) (8-53) 8.16.6) CASE C - MINIMUM SHEAR AV = (50 * BW REINFORCEMENT - (CODE 8.19.1.1) * S)/FY (8-63) l 1 11 ] 1.1 3•—i 1J 1« j ]«j 1I 3. § i i. TITLE CANNON ROAD PIER 2 OR 5 TOP 11:34:05.99 02/16/89 PAG .J.- -.;.• -Jj •-!* -J.- J/ -i ifc •!/ •.!.• -Jf -J/ -.}/ •.:.• -J.- •.Lr '-• -.w -A- -tr -L- •!-• -.L«*i > .-si •* •*. .*. .?. ^ ^. •'f. A •"-. * •*. A'-. .'^ .'• i\ f. •*. •*. •*. ^ * TRANSVERSt-: DIRECT ION * **********:*******:******************************************************* LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE P = 1206. KIPS PLASTIC MOMENT MP = 0. K-FT BOTTOM OF COLUMN AXIAL FORCE P = 1368. KIPS PLASTIC MOMENT MP = 8752. K-FT DESIGN SHEAR FORCE: VU = 193. KIPS CONCRETE FACTORED SHEAR STRENGTH: .85 * VC = 243. KIPS STEEL FACTORED SHEAR STRENGTH: .85 * VS = 0. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P/AC) IS LESS THAN .10 * FC . THEREFORE, VC IS LESS THAN 2 * SQRT(FC) * B * D (CODE 8. 16 .6. 1 1 . 4 ( A) ) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO EQUATION 4 3.172 ******* 8.571 0.00446 2 5 4.904 ******* 13.286 0.00446 2 6 6.937 ******* 18.857 0.00446 2 7 9.439 ******* 25.714 0.00446 2 8 12.399 ******* 33.857 0.00446 2 NOTE: VU 193. KIPS, IS LESS THAN (.85 * VC) 243. KIPS. THEREFORE, NO REINFORCEMENT FOR APPLIED SHEAR (CASE B) IS REQUIRED. NOTE : THE UNREDUCED ELASTIC ARS + DEAD LOAD MOMENT ( 7471. K-FT) IS LESS THAN THE PROBABLE PLASTIC MOMENT ( 8752. K-FT) THEREFORE, PLASTIC HINGING DOES NOT CONTROL. (CODE 8.16.6.11.1) 1 |w 1 1 1 1 1 1 1 1 • THE DESIGNER MUST CHECK THE SHEAR REINFORCEMENT (CASE B) FOR GROUP LOADS I TO VII (USE UNREDUCED ELASTIC ARS + DEAD LOAD SHEAR FOR GROUP VII) I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 TOP 11:34:06.48 02/16/89 PAGE I 2p - .--• • - -,-.-• _..--.. ..sift- -*:i» -, r, • THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE-FIFTH T OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES THE NOMINAL DIAMETER OF THE ! LONGITUDINAL. REINFORCEMENT. OR 8 INCHES, (S.2i.i.l) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS", "" ' | 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 * (VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: 1 MAX PITCH (IN) 7 . 620 7 . 620 7 , 620 7 . 620 7 . 620 SHEAR STRENGTH (KIPS) 363. 429. 507 . 603 . 717. " AGG MIN PITCH (IN) 2.000 2.125 2 . 250 2.375 2 . 500 SHEAR STRENGTH (KIPS) 700. 910. 1 1 37 . 1216, 1216. BAR SIZE 4 5 6 ~7/ 8 NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 * VC) OF 243. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 800. KIPS, THEN THE FAGTQReD CONCRETE SHEAR STRENGTH DECREASES FROM 243. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE-RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 * SQRT(FC) * B * D = 1216. KIPS BEST ORIGINAL 1 1 ] TITLE CANNON ROAD PIER 2 OR 5 TOP 11:34:06.92 O2/ 16/89 PAGE : 4 1: *.-•'-. •• .f. *•„ .*. .?. 4. *. ¥. f. "$. DIRECTION ;* #*******#****##*#**#**#***^ ;l g 3 LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHEAR FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL FACTORED SHEAR STRENGTH: P = 1206. KIPS MP = 8493. K-FT P = 1368. KIPS MP = 8752. K-FT VU = .85 * VC = .85 * VS = 401. KIPS 243. KIPS 158. KIPS NOTE; THE AVERAGE COMPRESSIVE STRESS (P/AC) IS LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SQRT(FC) * B * D (CODE 8.16.6.11.4(A)) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A SIZE CONFINEMENT 4 3.172 5 4.904 6 6.937 7 . 9.439 B 12.399 CASE B APP SHEAR 5.788 3.971 12.733 17.363 22.861 CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33.857 CONFINEMENT RATIO EQUATION 0.00446 2 0.00446 2 0.00446 2 0.00446 2 0.00446 2 I I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 TOP Ils34:07.25 02/16/89 PAGE THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE-FIFTH OF THE LEAS' DIMENSION 0~ THE COLUMN. 6 TIMES THE NOMINAL DIAMETER OF THE i_GNtjl TuDINAu REINFORCEMENT, DR B INCI-1ES. <3.2^.1.1) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 * <VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: r r r MAX PITCH (IN) 7 . 620 7 . 620 7 . 620 7 . 620 7 . 620 SHEAR STRENGTH (KIPS) 363. 429. 507 , 603 . 717. 1.0" AGG MIN PITCH (IN) 2 . 000 2.125 2 . 250 2 , 375 2 . 500 SHEAR STRENGTH (KIPS) 700 . 910. 1 1 37 . 1216, 1216. BAR SIZE 4 5 6 7 NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 * VC) OF 243. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 800. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 243. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE-RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 * SQRT(FC) * B * D = 1216. KIPS I I c L 1 1 3 TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:38:16.78 02/16/89 PAGH a n J *********************************** *************************#***********• •if -V v, -.ir •',- '-V '-I.' "•]{.• *V «* -V '•¥ -V V *-V "*" '•* *•'•* ''*•" "*•* "»" '•*•" "'i' "V ''¥ '•»" "•*" °'V "V '"i" "•** '-V "^ ''^" 'if •*•' '-V* ^i' "+* %V vV 4f ^ ^V "i" '-V '4* "-i* ^V" "-t* •i' ^^ '-i" "-V *fr * "-V -^ '-V ^ 4t* "-t' -t" '-V" '-t "4" '-t ^' i^ "At \b -Jjft ? .» .:• .* rf. •>. .?. -f. .-•*. * -^ ?. -?. -* >. .*. .'* •'-. .-f. .-*. .-A .?. :? •?. ?. f. *. ;t .-|E. .7 .3. » ,ft ,« .^. .f. ,f. .^ .|. *. ^ ^ J? ^C, rjf ."J! ^ .J. $. .g ,|f S. .?. ^t. ..?. .^. ,^. ,J[ .^ .£ .* ,4 ?. .^f .$, ^f Jt .^ ^ ^f * COLUMN TYPE = 8 CONCRETE LOOPS = 1 TOTAL NO. OF CONCRETE COORD. = B STEEL REBAR PATTERN = 4 NUMBER OF STEEL REBAR LOOPS = 1 TOTAL NO. OF STEEL REBARS = 30 NO PLOT REQUESTED. DESIGN TYPE = 2 PERCENT STEEL LIMITS (OCTAGONAL) (CONCENTRIC LOOPS) (CHECK) (1.00 y. MIN.6.00 % MAX.) ************* * BENT DATA * ************************************************************************ NUMBER OF COLUMNS IN BENT = 1 OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 56.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE '= 2.35 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.OO (FEET) ****************************** * MATERIAL PROPERTIES (PSI) * ************************************************************************ ULTIMATE CONCRETE COMPRESSIVE STRESS - FC = 3250. YOUNG S MODULUS FOR CONCRETE - EC = 3249500. YOUNG S MODULUS FOR STEEL BARS - ES = 29000000. ULTIMATE CONCRETE COMPRESSIVE STRAIN - EO = .OO3 YIELDING STRESS FOR STEEL BARS - FY = 60000. I I I I I I I I I I I I I I I I i i i i i i i i i i i i i i i i i i TITLE CANNON ROAD PIER 2 OR 5 BOTTOM REGULAR OCTAGNONAL CROSS-SECTION HX 66.00 . -f>, CONCRETE COORDINATES (INCHES) COORD X Y 11:38:17.22 02/16/89 PAGE 1 *-1jL. 3 4 5 6 7 8 r- r c r 33.00 13.67 -13.67 -33.00 -33. OO -13.67 13.67 33 „ 00 13.67 33.00 33.00 13.67 -13.67 -33.00 -33.00 -13,67 c r . L 1 TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:38:17.38 CONCENTRIC CIRCLE PATTERN RADIUS 26.70 AREA 1.27 BARS 30 STEEL REBAR COORDINATES /INCHES) COORD Y m i B 2 3n 4j 5 6 ,, 7 8 i 9 10 ] .JJ 13 -T 14 J 15 ^ 16 17 18 19 20 T 21 J 22 23 a 24 • 25 • 26 27§28 29 30 26 . 70 26.12 24.39 21.60 17.87 13.35 8.25 2.79 -2.79 -8,25 -13.35 -17.87 -21.60 -24.39 -26.12 -26 . 70 -26.12 -24 . 39 -21.60 -17.87 -13.35 -8.25 -2.79 2.79 8.25 13.35 17.87 21.60 24.39 26.12 0 . 00 5.55 10.86 15.69 19.84 23.12 25 . 39 26.55 26.55 25 . 39 23 .12 1 9 . 84 15.69 10.86 5.55 0 . 00 -5.55 -10.86 -15.69 -19.84 -23.12 -25 . 39 -26.55 -26.55 -25.39 -23 . 12 -19.84 -15.69 -1O.86 -5.55 THE MAIN LONGITUDINAL STEEL IB ASSUMED TO BE # 10 BARS. #**WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE X-DIRECTION ***WARNING: THE CONCRETE COVER IS GREATER THAN 2 IN THE Y-DIRECTION INCHES I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:36:17.93 02/16/89 PABE :jc I < :•« :*:* * * # * :« * * «#***#*# #****##*##*;»:### * # * # * # ^c * * * * #•# * $ s; % # x :?: : TOTAL AREA OF THE SECTION AG = NOMINAL AXIAL LOAD STRENGTH PO = TOTAL REINFORCEMENT AREA AST = PERCENT STEEL GROSS MOMENT OF INERTIA ABOUT Y-AXIS IYC = GROSS MOMENT OF INERTIA ABOUT X-AXIS IXC = STEEL MOMENT OF INERTIA ABOUT Y-AXIS IYS = STEEL MOMENT OF INERTIA ABOUT X-AXIS IXS = '25.06 Ff*l2 12149.58 KIPS 38.10 IN**2 1.06 X 50.09 FT**4 50.09 FT**4 0.6549 FT**4 0.6549 FT**4 1 ] ] 1 0 I TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:38:18.09 02/16/89 PAGE *#**#*##***#***********##*# i: * It ' LOAD NAME; CONNOM ROAD PIER 2 OR 5 BOTTOM FOOTING DATA FILE: YES TYPE FOOTING: PILE MOMENT DISTRIBUTION FACT : TOP : BOTTOM : DAY DAX DBY DBX 0.57 0.41 0.00 0.00 COLUMN PERCENT LENGTH IMPACT (FEET) 25.00 43.00 STEEL TIE=1 SPIRAL=0 0 LOCATION TOP=1 BOTTOM=0 0 DUCTILITY FACTOR (Z) 5.44 COLUMN GROUP LOADS SERVICE (K-FT) MY MX P PMY PMX P DEAD LOAD 0 361 1415 . LL+IMPACT : CASE 1 CASE 2 CASE 3 PRE TRANS LONG AXIAL STRESS MY-MAX MX-MAX N-MAX 0 -607 0 921 94 227 2440 190 458 270 528 133 1462 1262 273 921 94 227 2440 190 458 WIND 857 275 -70 WL 453 206 -21 LF CF-MY TEMP 0 233 -1 0 0 0 0 0 0 0 2049 COLUMN SEISMIC AND ARBITRARY LOADS (K-FT) (ARS) UNREDUCED SEISMIC CASE 1 CASE 2 MAX TRAN MAX LONG ARBITRARY LOADS ARBITRARY LOADS MY TRAN MX LONG P AXIAL 19911. 8791 . -54. 5973. 29302. -180. SERVICE AL1 0. 0. 0. SERVICE FACTORED FACTORED AL2 AL1 AL2 0. 0. 0. 0. 0. 0. 0. 0. 0. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:38:23.53 02/16/89 PA6EJ :* -x •;< * 'f * "t ic 'I; '?: * 1? * t •'< '* * # * :K * * $ * :K * -V * * * * t * * * * - * $ * * * * '* '* * * * * * * * * FACTORED LOADS FOR COLUMN DESIGN CHECK 'KIP-FT) * r APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH = 43.00 FT STEEL = 1 .06 X GROUP CASE IH IH IH IP IP IP II III III III IV IV IV V VI VI VI VII VII 1 2 T•J" 1 2 3 1 2 3 1 2 3 1 2 3 1 2 • TRANS MY 2069 . 604 . 2087 . 3296. 1965. 3325 . 1141. 2187. 1311 . 2206 . 1236. 361. 1247. 1096. 2 1 00 . 1259. 2118. 3660 . 1098. FC = 3.25 KSI AST = 38.10 SQ APPLIED FACTORED - LONG COMB MX 428. 920. 541. 453. 1 432 . 567 . 288. 566. 1142. 696. 2606 . 3178. 2752. 2692. 3145. 3693 . 3288. 1862. 5632. M 2113. 1100. 2156. 3327. 2431. 3373. 1177. 2259. 1738. 2313. * 2885. 3199. 3021 . 2906. 3782. 3901. 3911. 4107. 5738. FY IN » f"1" A • U/M AXIAL (P P 1871. 1668. 2331 , 1975. 1 735 . 2435. 1287. 1618. 1496. 2078. 1679. 1557. 2139. 1242. 1560. 1443. 2002 . 1361. 1235. = 60.00 KSI PACITY HI*MN) PHI RATIO MU 5842 . 5674 . 6124> 5926 . 5737 . 6191. 5439 . 5622, 5575. 5974. 5672. 5598. 6010. 5409. 5579. 5520 . 5933 . 6666. 6523. MU/M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 .75 .75 .75 .75 .75 .75 .78 .75 .76 .75 .75 .75 .75 .78 .75 .76 .75 .00 . 00 2 5 2 1 2 1 4 2 3 2 1 1 1 1 1 1 1 1 1 .77 .16 .84 .78 ,36 .84 .62 .49 .21 .58 .97 .75 .99 .86 .48 .41 .52 .62 . 14 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE: THE AXIAL <ARS) UNREDUCED SEISMIC LOADS (P) ARE NOT DIVIDED BY THE DUCTILITY FACTOR Z E .^wsss* 1 ] ] i 1 3*lti £"% J f\m. i•P ffSI -J 1J 3 J J ] TITL **** * MC •.:.- -.:.• -\f -.! .E CANNON *********)MENT MAGN ROAD PIER 2 0 *************IFICATION ANE R 5 BOTTOM 1 1 : ************************ BUCKLING CALCULATIONS * HEBBEHB^nAI^V^IH 38 : 57 . 92 \ yt;'** j'fitf^-VJ^JJt'iiftf. **••«" ** -^H*-lHnflBBQIMHVJHH|R^V^VAwwyMmivwv^vwji^MOTfi 02/16/89 .• ..'•- ;-. . .-..-. .-r-. -r. ,-. -. .-(•. .T- V •;-- 'i1- -V- T -'- -~- •*•• - i T- T "" •••• ••;*• V- -••• ••,-• ••«•• -r- •'• -t* :"• ••• ~ :*- ••'* -T *F* T- '^ *P> T- -T- •'•'• ':*- '?• •'?• •'?*• T «• •-*• ^ -1* '?• T1 *?• 'f- 'f* '?- 'f- -'^ •*• '*. ••!•. •?. -T '*. •». REFERENCE: "CALTRANS BRIDGE DESIGN SPECIFICATIONS" (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACED AGAINST SIDESWAY.) MAGY = MOMENT MA6NIFACTION FACTOR ABOUT Y-AXIS MA6X = MOMENT MAGNIFACTION FACTOR ABOUT X-AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y-AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X-AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y-AXIS =1.25 KX = EFFECTIVE LENGTH FACTOR ABOUT X-AXIS = 1.14 KY*L/R = SLENDERNESS RATIO ABOUT Y-AXIS = 38. KX*L/R = SLENDERNESS RATIO ABOUT X-AX.IS = 35. IYS = STEEL MOMENT OF INERTIA ABOUT Y-AXIS = 0.6549 FT**4 1X3 = STEEL MOMENT OF INERTIA ABOUT X-AXIS == 0.6549 FT**4 MOMENT CRACKED CRITICAL GR IH IH IH IP IP IP II III III III IV IV IV V VI VI VI VII VII CA 1 2 3 1 2 3 1 2, 3 1 2 3 1 2 3 1 2 : -MAGN I F I CAT I ON- : — TRANSFORMED TRAN LONG COMB E*IY MAGY 1 . 037 1 . 032 1 . 046 1 . 039 1 . 034 1 . 048 1.024 1.031 1 . 028 1 .040 1.032 1 . 030 1 . 042 1 . 023 1 . 030 1 . 027 1 . 038 1 . 000 1 . 000 MAGX 1 . 063 1 . 034 1 . 080 1 . 067 1 . 033 1 . 084 1.041 1 . 038 1 . 029 1.051 1 . 030 1 . 027 1 . 039 1 .021 1 . 027 i . 024 1 . 036 1 . 000 1 . 000 1 1 1 .1 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 1 MAG .038 . 034 . 048 . 040 . 034 . 049 .025 .032 .029 .041 . 030 . 027 . 039 .021 . 028 . 025 . 036 . 000 . 000 14055477. 14055477. 1 4055477 . 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. CCT'TTnM .ac.Lr i ION : E*IX 7027746 . 11069014. 7027746 . 7027746. 11981443. 7027746 . 7027746 . 9761531. 11557013. 9479924 . 12838767. 13044611 . 12541022. 12883422. 13034543. 13178608. 12769310. 11995234. 13300317. 01 ir*H'-"i i TRAN PCY 48396 . 48396 . 48396 . 48396. 48396 . 48396 . 48396. 48396 . 48396. 48396 . 48396. 48396. 48396. 48396 . 4B396. 48396 . 48396. 48396. 48396 . fflRMtSGlS PAG| ,1 1 1 1 1 1 1 CNB : AXIAlB LONG LOAlM PCX 28753 . 45287. 28753 . 28753. 49020 . 28753. 28753 . 39938. 47284. 38786 . 52528 . 53370 . 51310. 52711 . 53329 . 53918. 52244. 49077 . 54416, BEST ORIGINAL L -..-.. - -"S$E- P 1714B 151CMJ 2121™ 181"? 157^|2223i 1130. 146 Cg 133E| 1868. 152^ 140<:B 19297 1085. 1 40-i 12831 1792. 1151B 102^ 1 1 1 ™^B I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:38:58.63 02/16/89 PAGE COLUMN SERVICE LOADS (K-FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE - £0 = 32*9500.. PS [ MODULAR RATIO (ES/EC) - N =-8.9 ..„ ... . . GP CASE , SERVICE LOADS (K-FT) :- TRANS LONG COMB AXIAL MY MX M P — MAX STRESS CONC STEEL COMP TEN IH IH IH II III III III IV IV IV V V I VI VI DL 1 2 3 1 2 3 •Ij. *-*.*! •.-' 1 2 3 921. 270 . 921. 686. 1305. 784. 1305. 737. 216. 737. 612. 1165. 700 . 1165. 0. 152. 282. 152. 23. 296. 643. 296, 1518. 1865. 1513, 1 484 . 1728. 2038 . 1728. 246.. 933. 390 . 933. 686. 1338. 1014. 1338. 1687. 1877. 1637. 1606. 2034 . 2155. 2084 . 246. 1642. 1548. 1642. 1075. 1279. 1203. 1279, 1316. 1241 . 1316. 963, 1144. 1077. 1144. 1415, 760 . 532. 760. 515. 842. 673. 842. 1044. 1141. 1 044 . 1026. 1336. .1 442 . 1336. 447. 0. 0. 0. 0., 703. 0. 703, 2286. 4217. 2286 , 4627 , 7340 . 9188. 7340 . 0. 6073 , 4506 , 6073 . 4165. 6382. 5285. 6382. 7640 . 8375 . 7640 , 7147 , 9308 . 9700 , 9308 , 3840 , 1 1 TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:39:05.88 02/16/89 PAGE 0 1 t SERVICE LOADS FOR FOOTING DESIGN (UNITS !<I£=•--•"T ? * ************************************************************************* GROUP CASE IH IH IH II III HI III IV IV IV V VI VI VI 1 2 3 1 .*£. 3 1 2 -r 1 2 3 TRANS MY 737 . 216. 737. 686. 1158. 741. 1158. 589. 173. 589. 6.12. 1034. 662. 1034. LONG MX 171 . 176. 171. 23. 281. 558. 281. 1503. 1 780 . 1503. 1484. 1714. 1962. 1714. COMB M 756. 279. 756. 686. 1191. 928. 1191. 1614. 1789. 1614. 1606. 2002 . 207 1 . 2002 . AXIAL F 1597. 1521. 1597. 1075. 1242. 1182. 1242. 1280. 1220. 1280. 963, 1112. 1058, 1112. **************************************************** * FACTORED LOADS FOR FOOTING DESIGN (UNITS KIP-FT) * ************************************************************************* OUP IH IH IH TR- IP IP II III III III IV IV IV V VI VI VI CASE 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 TRANS MY 1596. 468. 1596. 2538. 1520. 2538 . 1114. 1881. 1 204 . 1881. 958. 281. 958. 1072. 1809. 1158. 1809. LONG MX 25. 777. 25. 60. 1175. 60. 220 . 638. 1089. 638. 2624. 3075 . 2624. 2749. 3152. 3586. 3152. COMB M 1597. 907. 1597. 2538. 1921. 2538. 1136. 1987. 1624. 1987. 2793 . 3088 . 2793. 2951 . 3634 . 3768 . 3634 . AXIAL P 2233 2070 2233 2316 2123 2316 1747 2019 1921 2019 2080 1982 2080 1685 1946 1852 1946 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:39:21.75 02/16/89 PAGE K 4 "f :? * * * * t .£ * :K .* :* 3 1; :U .S .* ;K :•!: * * * ;k :« t •* PROBABLE PLASTIC MOMENT < 1 ,Z £ F X NOMINAL MOMENT ) <KIP-FT) * CODE <8.16.4.4) AND MEMO TO DESIGNERS 15-10 FC = 3.25 KSI EC = 0.0030 IN/IN ANGLE 90.0 TRANS MPY 9634. 10555. 11097, 11026, 10130. 8831 , 850S, 6199. 4790. 3216. FY AST LONG MPX 0. 0. 0. 0. 0, 0. 0. 0. 0. 60.00 KSI 33.10 SQ IN COMB MP 9634. 10555. 11097. 11026. 10130. 8831 . 8508. 6199. 4790. 3216. AXIAL P-BALANCE P (APPROX) 7289. 6074.. 4859. 3646. 4372 f r. i 1416. 1216. 1 . --606. •1214. L. I E L 1 TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:39:22.08 02/16/89 PA6MJ1 3 DESIGN ASSUMPTIONS: .: . ALL CCLL^NS ARE THE SAME I,E,. PRISMATIC, EQUAL. LENGTH, EQUAL =?ACI.v 2. PLASTIC HINGES FORM AT THE TOP AND BOTTOM OF THE COLUMNS. 3. THE DISTANCE BETWEEN THE PLASTIC HINGES IS TAKEN AS THE COLUMN LENGTH,1 4. THE OVER-TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT A DISTANCE 'CBS' ABOVE THE TOP OF THE COLUMN. 5. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE ACTS TO THE RIGHT. DETERMINATION OF COLUMN LATERAL REINFORCEMENT NUMBER OF COLUMNS IN BENT OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF SUPERSTURCTURE CENTER TO CENTER SPACING OF COLUMNS COMPRESSIVE STRENGTH OF CONCRETE YIELD STRENGTH OF REINFORCEMENT CONCRETE GROSS AREA (21 CONCRETE CORE AREA TRANSVERSE DIRECTION TRANSVERSE DIRECTION LONGITUDINAL DIRECTION LONGITUDINAL DIRECTION COVER) FC FY AG AC BW D BW D BEST ORIGINAL 56.00 IN 2.35 FT 0.00 FT 3.25 KSI 60.00 KSI 19.63 FT**: 17.10 56.00 44.80 56.00 44.80 FT**2 IN IN IN IN AMOUNT OF REINFORCEMENT SPECIFICATIONS: CONFORMS TO THE FOLLOWING BRIDGE DESIGN I CASE A - CONFINEMENT REINFORCEMENT - (CODE S.I8.2.2) PS1 = .45 (AG/AC - 1) FC/FY (.5 + 1.25 P/(FC * AG)) PS2 = .12 FC/FY (.5 + 1.25 P/(FC * AG)) PS3 = .45 (AG/AC - 1) FC/FY CASE B - APPLIED SHEAR REINFORCEMENT VU <= PHI * VN VN = VC + VS VC = 2 * SQRT(FC) * BW * D VS = (AV * FY * D) / S CASE C - MINIMUM SHEAR REINFORCEMENT AV = (50 * BW * S)/FY (CODE 8.16.6) (8-46) (8-47) (8-51) (8-53) • (CODE 8.19.1.1) (8-63) 1 1^v 1 1 1 1 1 • TITLE CANNON ROAD PIER 2 OR 5 BOTTOM «:k«:K:U*:n*^U:^::<«:k * TRANSVERSE DIRECTION * ************************************ LOADS RESULTING FROM PLASTIC HINGING TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHE AB FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL FACTORED SHEAR STRENGTH: NOTE: THE AVERAGE COMPRESS I VE STRESS THEREFORE, VC IS LESS THAN 2 * SORT < OF COLUMN P = MP = C* •"-' MP = VU = 85 * VC = 85 * VS = (P/AC) IS FC) * B * 11:39:22.58 02/16/89 PAGE *************************** NO. 1 1253. KIPS 0. K-FT 1415. KIPS 8830. K-FT 195. KIPS 243. KIPS 0. KIPS LESS THAN .10 * FC. D (CODE S.16.6.11.4(A) ) I- r r ..-, ii « MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A CASE B SIZE CONFINEMENT APP SHEAR 4 3.142 ******** 5 4.859 ******* 6 6.873 ******* 7 9.351 ******* 8 12.284 ******* NOTE: VU 195. KIPS, IS LESS THAN (. CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33 . 857 85 * VC) THEREFORE, NO REINFORCEMENT FOR APPLIED SHEAR 1 1 1 1 1 1 1 CONFINEMENT RATIO EQUATION 0 . 00450 2 0 . 00450 2 0 . 00450 2 0 . 00450 2 0 . 00450 2 243. KIPS. (CASE B) IS REQUIRED. 1 I — I' I 1• 1 1VP 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITLE CANNON ROAD PIER 2 OR 5 BOTTOM 11:39:23.46 02/16/89 PAGE' * LONGITUDINAL DIRECTION * ************************************************************************* LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE P = 1253. KIPS : i PLASTIC MOMENT MP = 8571. k-FT BOTTOM OF COLUMN AXIAL FORCE P = 1415. KIPS PLASTIC MOMENT MP = 8830. K-FT DESIGN SHEAR FORCE: VU = 405. KIPS CONCRETE FACTORED SHEAR STRENGTH: .85 * VC = 243. KIPS STEEL FACTORED SHEAR STRENGTH: .85 * VS = 162. KIPS NOTE: THE AVERAGE COMPRESS I VE STRESS (P/AC) IS LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SQRT(FC) * B * D (CODE 8. 16. 6 . 1 1 .4( A) ) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A CASE B CASE C CONFINEMENT SIZE CONFINEMENT APP SHEAR MIN SHEAR RATIO EQUATION 4 3.142 -5.658 8.571 0.00450 2 5 4.859 8.770 13.286 0.00450 2 6 6-873 12.448 18.857 0.00450 2 7 9.351 16.974 25.714 0.00450 2 8 12.284 22.349 33.857 0.00450 2 , i Hnm*~^. ••*.<•• . ,.,f«f*|^itB!!«««f«B«,. - •- «*W9Hw*s*t*..- I <I ^ — — • • . B § [ C 1 B 1 : ... P^^^M LL-^^U I I I I I I I I I I I I I I I I I I I c TITLE CANNON ROAD PIER 2 OR 5 BOTTOM e of Day : 1 i i 3v : 24 . !23 JDate: 02/16/89 H:39:24.17 02/16/89 PAGE r r 1 1 TITLE CANNON ROAD PIER 3 OR 4 TOP 11:41:24.24 02/16/89 PAGE I **************************************f****************'i|r**«$**]|;********* B * YIELD PROGRAM - VERSION "2 06/30/88 * • -.t- -At :b -.y --L- :lf -L- -y •.(.- -lr -i.- •:/ .!- 'V '.If '.!.* -I/ •."-' "-^ V 'V ""V '\r rV* "-*•" *v" "V '*•* "i* "V "*•" '"•" '^ '"" "'^' ''if *^ 'rV "•&" '"fe" "V ^£ '-" "''" "^' '"^' 'jf* '*"' "V "*' *':"' '•" ""* ''~ '*"' ^"' '"'' "~" *•' 'V "•" -V "->" -t' •- '•'•" :" '•• v ' '• ' ^^^•. ,-•. .-,. ... * -.-. .*. .• •-. • -. -\ - * :• •• •-. f. •-. ,-. -f. .!: : .* ?. .*. ,,\ -,\ .-.*. . :•. _*. ,•.-. ->. -:-. -f. ;7\ ;*. 7. .». .-p .-f -f. y. ,f. .-? "_ . ... .^ ^ •.-._ i._ -\ .^ ^_ f_ „ ._, _.,._ ^ ,^ ^ ^ ^._ ^. _^ ^ _v_ .^ i COLUMN TYPE = 8 (OCTAGONAL) CONCRETE LOOPS = 1 TOTAL. NO. OF CONCRETE COORD. = 8 STEEL REBAR PATTERN = 4 (CONCENTRIC LOOPS) NUMBER OF STEEL REBAR LOOPS TOTAL NO. OF STEEL REBARS NO PLOT REQUESTED. DESIGN TYPE PERCENT STEEL LIMITS = 30 = 2 (CHECK 5 (1.00 '/. MIN. 6.00 '/. MAX.) 1 0 * BENT DATA * i T. .? Jj£ &• ^ A '«•* '» -T- -^ NUMBER OF COLUMNS IN BENT OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE CENTER TO CENTER SPACING OF COLUMNS — 1 = 56.00 (INCHES) = 2.35 (FEET) '•= 0.00 (FEET) ****************************** * MATERIAL PROPERTIES (PSI) * ULTIMATE CONCRETE COMPRESSIVE STRESS - FC YOUNG S MODULUS FOR CONCRETE - EC YOUNG S MODULUS FOR STEEL BARS - ES ULTIMATE CONCRETE COMPRESSIVE STRAIN - EO YIELDING STRESS FOR STEEL BARS - FY 3250. 3249500. 29000000. . 003 60000. I I I I I I I I I I I I I I I I I I REGULAR OCTAGIMONAL- CROSS-SECT ION MX co. 00 CONCRETE COORDINATES (INCHES) COORD X Y 1 2 •3 4 5 6 7 8 33.00 13.67 -13.67 -33.00 -33.00 -13.67 13.67 33.00 13.67 33.00 33.00 13.67 -13.67 -33.00 -33.00 -13.67 BESTORIGINAL r 1 TITLE CANNON ROAD PIER 3 OR 4 TOP 11:41:24.95 02/16/89 PAGE 1 CONCENTRIC CIRCLE PATTERN 3 ] I if -;.-Hi..U Uc; 1 26,70 " i'"i iT_. r"! 77 iARb 3O BEST ORIGINAL STEEL REBAR COORDINATES (INCHES) COORD X Y 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 26 . 70 26.12 24.39 21.60 17.87 13.35 8.25 2.79 -2 . 7.9 -8 .25 -13.35 -17.87 -21.60 -24.39 -26.12 -26 . 70 -26.12 -24 . 39 -21.60 -17.87 -13.35 -8.25 -2.79 2.79 8.25 13.35 17.87 21.60 24 . 39 26.12 0.00 5.55 10.86 15.69 19.84 23.12 25.39 26.55 26.55 25 . 39 23.12 1 9 . 84 1 5 . 69 10.86 5.55 0 . 00 -5.55 -10.86 -15.69 -19.84 -23.12 -25 . 39 -26.55 -26.55 -25.39 -23.12 -19.84 -15.69 -10.86 -5 . 55 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE # 10 BARS, ***WARNIN6: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE X-DIRECTION 0 ***WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE Y-DIRECTION I I I I I I I I I I I I I I I I I I • " * 1. .....il*s.^TTITLE ***************#**********-:.-'.. -TV- --•• -v; • * *•-; v * INITIAL REFERENCE DATA * \ * t A * * * * * * * * *** * * *.* * * * * * •* * t * *:**•*** * * * x * ******************** * ****** * : i*^ ^,r TOTAL AREA OF THE SECTION AS NOMINAL AXIAL'LOAD STRENGTH ' '*'pcf TOTAL REINFORCEMENT AREA . AST PERCENT STEEL GROSS MOMENT OF INERTIA ABOUT Y-AXIS IYC GROSS MOMENT OF INERTIA ABOUT X-AXIS IXC STEEL MQfiENT OF INERTIA ABOUT Y-AXIS IYS STEEL MOMENT OF INERTIA ABOUT X-AXIS IXS 25.06 FT**21214V;;58 KIPS" 38.10 IN**2 1 .06 '/. 50.09 FT**4 50.09 FT**4 0.6549 FT**4 0.6549 FT**4 I 3.. TITLE CANNON ROAD PIER 3 OR 4 TOP 11:41:25.78 O2/16/89 PAGE 3 *******#***********#*#*!|:*** * COLUMN LOAD DATA (K-FT) * LOAD NAME: CANNON ROAD PIER 3 OR 4 TOP FOOTING DATA FILE: YES TYPE FOOTING: PILE • - . -. ; > ' --• . • ;-, •'«*• 4"""::"l BEST ORIGINAL | 1 3 ] r— -» 1» J 3 1 1 1 'i 1 1 U 3 13 MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCT I LIT . TOR BOTTOM : PERCENT LENGTH TIE=1 TOP=1 FACTO DAY DAX DBY DBX IMPACT (FEET) SPIRAL=0 BOTTOM=0 (Z 0.56 0.37 0.00 0.00 22.00 55.00 0 1 5.4 COLUMN GROUP LOADS - SERVICE (K-FT) . LL+ IMPACT : CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY-MAX MX-MAX N-MAX WIND WL LF CF-MY TEMP MY 0 0 1906 529 1906 , 453 94 0 0 0 MX US -225 104 1060 104 179 152 153 0 530 P 1258 ' 0 235 130 235 -81 -24 -1 0 -14 PMY 3735 2201 3735 0 PMX 295 2534 295 0 P 465 271 465 0 COLUMN SEISMIC AND ARBITRARY LOADS (K-FT) (ARB) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 5040. 1512. 0. 0. O. 0. MX LONG 6024. 20031. 0. 0. 0. 0. P AXIAL -50. -168. 0. 0. 0. 0. NOTE: A FOOTING INPUT DATA FILE WAS NOT CREATED. THE LOADS ARE NOT LOCATED AT THE BOTTOM OF THE COLUMN. • 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1• 1 1 1 •1 1 • 1• 1 1 1 1 1 1 TITLE CANNON ROAD PIER 3 OR 4 TOP 11:41:28 **************************************************** Tso 02/16/89 PAGEp L "•- TW ' r .r * * * * * K *$***** .-K * * * * * * * :*' 1: '* * * S * * # * * t * * ******** *************************** **-^ APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITS-I.. CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5) LENGTH STEEL GROUP IH IH IH J. !"*" IP- IP II III III III IV IV IV V VI VI VI VII VII NOTE: BY THE = = CASE 1 2 3 1 2 ~7t 1 2. 3 1 2 3 1 2 3 1 2 THE , 55.00 FT 1 , 06 '/. » /^ C• Hr" TRANS MY 4382 . 1207. 4447. 5170. 3020 . 52^6. 612. 2920 . 1033. 2962 . 2609 . 721. 2647. 587. 2800 . 991 . 2839 . 926. 278. AXIAL (ARS) FC = AST = PLIED LONG MX 410. 2285. 519, 423. 3333 . 528, S17, 1 304 . 567. 750 , 2038 . 803 . 798. 1176. 2409 . 1231 . 1214. 3798. 3.25 KSI 38.10 SQ IN COMB AXIAL M 4402. 2584. 4477. 5187. 4497. 5273 . 663 , 2965. 2079 . 3016. 2715. 2162. 2766. 991. 3037 . 2604 . 3094 . 1527. 3809 . UNREDUCED SEISMIC p 1736 1508 2145 1 83 1 1579 2240 1120 1467 1 330 1876 1514 1377 1923 1060 1393 1262 1786 1208 1090 FY = 60.00 CAPACITY (PHI*MN) MU 5752. 5549 . 6046 , 5833 . 5627 . 6 .1 1 0 . 5329 , 5544. 5462. 5847. 5551. 5486. 5866. 5302 . 5494. 5421 . 5758. 6500 . 6433 . KSI PHI RATIO 0 . 75 0.76 0 . 75 0 . 75 0 . 75 0 ., 75 0 . 79 0 . 76 0 . 77 0 . 75 0 . 75 0 . 77 0 . 75 0 . 80 0.77 0 . 78 0 . 75 1 . 00 1.01 MU/M 1.31 2.15 1.35 1 .12 1 .25 1 , 16 8.03 1 .87 2.63 1 .94 2.04 2.54 2.12 5.35 1 .81 2 . 08 1 .86 4.26 1 .69 (i i OK | OK OK f /OKOK: QK OK OK ! OK OK i I ... . OK I. OK OK OK OK OK OK OK OK LOADS <P) ARE NOT DIVIDED r— DUCTILITY FACTOR Z &* -... . I. I I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 3 ORt4 TOP 11:42:03.62 02/16/89 PAGE f q COLUMN SERVICE LOADS <K-FT> AND MAX I MUM ""WORK ING STRESSES '(p's'l ) " 3 plUOucu:-i I-Oh UUNLKt. ! •=. ir,i>! AC RAJir: EC •= 3249500. P5 i N = 8.9 n r ,, r GP CASE . SERVICE LOADS (K-FT) :- TRANS LONG COMB AXIAL MY MX M P MAX STRESS <PSI) : l- CONC STEEL STEEL COMP TEN IH IH IH II III III III IV IV IV V VI VI VI DL 1 2 1906. 529. 3 1906. 1 2 3 1 2 o .!. 2 3 363 . 1709. 607. 1709. 1 1 •f 1 525 . 423. 525. 324 . 526 . 542 . 526. 0. 3 . 953. 3 . 58. 285. 1050. 285. 422. 1186. 422 . 430 . 633 . 1316. 633 . 107. 1 906 . 1090. 1906. 367. 1733. 1213. 1733. 1582. 1260. 1582. 538, 1652. 1423. 1652. 107, 1493. 1383. 1493. 941 . 1154. 1070. 1154. 1183. 1099. 1183. 83C. 1021 . 946. 1021 . 1258. 1117. 761. 1117. 374. 1063. 754. 1063. 976. 786. 976 . 407 , 1049, 892. 1049. ' 359 . 2543. 0. 2543. 0. 3813. 1001. 3813. 2474. 1096. 2474 . 0. 4442. 3158. 4442 . 0. \~r\~fl ii 8646. 5890. 8646. 3063 . 7728, 5647. 7728. 7123. ' 5847 , 7 1 23 . 3233 73-67 ., 6341. 7367 . 3136. •• _ . rL rL... L t L ran 0, i i i i i i i i i TITLE CANNON ROAD PIER 3 OR 4 TOP DESIGN ASSUMPTIONS: 11:42:29.87 02/16/89 PAGE r r 1 , PLA3TIC HINGES FORM AT THE TOP AND BOTTOM C3F THE COLUMNS. ___ 3. THE DISTANCE BETWEEN THE PLASTIC HINGES IS TAKEN,AS THE- COLUMN LENGTH. F 4. THE OVER-TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT 4 DISTANCE 'CGS' ABOVE THE TOP OF THE COLUMN. 5. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING FORCE [ ACTS TO THE RIGHT. | DETERMINATION OF COLUMN LATERAL REINFORCEMENT I NUMBER OF COLUMNS IN BENT OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF SUPERSTURCTURE CENTEr TC CF.;!~1- SPACING ClCr COLUMNS C1 j.ip'F'CL, 31'. £•_ -TRC liTr-i If .Ci'sl "ELTI < i~-. .. ".- fi\€iVr '~h i"!.-" "llrif-rji'iIE'*1?:!^ r ... ,.,,-- _ , ,-,_ ,.._. „ _r ^ _ __. ,. , . ,. T 1% -" ' "'•• r~c -. '"•""' -. "- rF.Afjt v'FPSE D I f\£C T i • jN TRANSVERSE DIRECTION LONGITUDINAL DIRECTION LONGITUDINAL DIRECTION - FC = IT '> •'P T — •-• AG — - AC = - BW = - D - BW = •i-. ._. 56 2 0 ~f: 60 19 17 56 44 56 44 1 , 00 .35 . 00 .25 , 00 !l 63 , 1 0 .00 .80 .00 .30 IN FT FT KSI KS I FT**2 IN IN IN IN Oa: O r""COLLJ CD AMOUNT OF REINFORCEMENT CONFORMS TO THE FOLLOWING BRIDGE DESIGN SPECIFICATIONS; I I I I I I I I CASE A - CONFINEMENT REINFORCEMENT PS1 = .45 (AG/AC - 15 FC/FY PS2 = ,12 FC/FY PS3 = .45 (AG/AC - 1) FC/FY CASE B - APPLIED SHEAR REINFORCEMENT VU <= PHI * VN VN = VC + VS VC = 2 * SQRT(FC) * BW * D * FY * D) / S CASE C - MINIMUM SHEAR REINFORCEMEN AV = (50 * BW * S)/FY (CODE 8. IS. 2. 2) 5 + 1.25 P/(FC * AG ) ) 5 + 1.25 P/(FC * AG)) - (CODE 8.16.6) (8-46) (8-47) (8-51) (8-53) - (CODE 8.19.1.1) (8-63) 1 TITLE CANNON ROAD PIER 3 OR 4 TOP 11:42:30.42 02/16/89 PAGE I * * * * * * * .* * * ** ]**£^ i 11• f.l LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHEAR FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL FACTORED SHEAR STRENGTH: P = MP = O — MP = VU = .85 * VC = .85 * VS = 1258. KIPS 0. K-FT 1465. KIPS 8904. K-FT 155. KIPS 243. KIPS 0. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P/AC) 13 LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SQRTCFC) * 8 * D (CODE 6.16.6.il.4(A)) MAXIMUM CENTER TO CENTER SPACING (FITCH) OF LATERAL REINFORCEMENT. (IN) BAR CASE A SIZE CONFINEMENT 4 3.112 5 4.812 6 6 . 806 7 9.261 8 12.165 CASE B APP SHEAR ******* ******* ******* ******* CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33 - 857 CONFINEMENT RATIO EQUATION 0.00455 0.00455 0.00455 0.00455 0.00455 2 2 2 I NOTE: VU 155. KIPS, IS LESS THAN (.85 * VC) 243. KIPS. THEREFORE, NO REINFORCEMENT FOR APPLIED SHEAR (CASE B) IS REQUIRED. NOTE: THE UNREDUCED ELASTIC ARS + DEAD LOAD MOMENT ( 5040. K-FT) IS LESS THAN THE PROBABLE PLASTIC MOMENT ( 8904. K-FT) THEREFORE, PLASTIC HINGING DOES NOT CONTROL. (CODE 8.16.6.11.1) THE DESIGNER MUST CHECK THE SHEAR REINFORCEMENT (CASE B) FOR GROUP LOADS I TO VII (USE UNREDUCED ELASTIC ARS + DEAD LOAD SHEAR FOR GROUP VII) TITLE CANNON ROAD PIER 3 OR 4 TOP 11:42:31.41 02/16/89 PAGEl 1 * * * * * * * * LONGITUDINAL DIRECTION #*;tc*^ I ] J LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHEAR FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL FACTORED SHEAR STRENGTH: P = 1258, KIPS MP = S57S. K-FT P = 1465, KIPS MP = 8904. K-FT VU = .85 * VC = .85 * VS = 318. KIPS 243, KIPS 75. KIPS NOTE: THE AVERAGE COMPRESS!VE STRESS (P/AC) IS LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SORT(FC> * 8 * D (CODE 8.16.6.11,4(A)) MAXIMUM CENTER TO CENTER SPACING (PITCH) GF LATERAL REINFORCEMENT, (IN5 BAR CASE A SIZE CONFINEMENT 4 3.112 5 4.812 6 6.806 7 9.261 8 12.165 CASE B APP SHEAR 12.234 18.962 26.914 36.701 48.323 CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33.857 CONFINEMENT RATIO EQUATION 0.00455 2 0.00455 2 0.00455 2 0.00455 2 0.00455 2 i i i i i i i i i i i i i i i i i i TITLE CANNON ROAD PIER 3 OR 4 TOP 11:42:31.85 02/16/89 PAGE r THE MAXIMUM SPACING OF LATERAL RE INFORCEMENT SHALL NOT EXCEED'oixiE-FIFTH r" OF THE LEAST DIMENSION OF THE COLUMN, 6 TIMES THE NOMINAL DIAMETER OF THE I : : *'...'.'"p.iG.:; TuDIMAL. rl£ Ir'-iFOiRCE^E O < 8 ,. 2 i •THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH .85 * < VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: r r BAR SIZE 6 7 8 MAX PITCH (IN) 7.620 7.620 7,620 7.620 7,620 SHEAR- STRENGTH (KIPS) 363. 429. 507. 603. 717. 1.0" ABB MIN PITCH (IN) 2.000 2.125 2.250 2.375 2.500 SHEAR STRENGTH (KIPS) 700. 910. 1137, 1216. 1216, I I NOTE s THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 * VC5 OF 243. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 800. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 243. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE-RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 * SQRT(FC) * B * D = 1216. KIPS TITLE CANNON ROAD PIER 3 OR 4 TOP 11:42:32.35 02/16/39 PAG 1 1 ims o-f Day: 11:42:32,35 aca: 02/16/59 I I I I I I I I I I I I I I I I 1 1 • 1 1 •1 1*•• 1 1 1 I 1 1 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:45:20.14 02/16/89 •„•••-• ••>:.-. 7'- •••- " .•t-fr.jwj' ~fX-' . :-a» •'- PAGE • » ********************************************* **************************;!( * YIELD PROGRAM - VERSION 2 06/30/88 ... f. x * * .X * .?. •*. ••?. -f. * ^ ? - * * .f. » r P * .< K .?. .?. -It .* •!< * .# * .* .K * * * * -K * + * -is * ?. X ^ * * * ,5 * .fC ? .?. i * .^ * * * * + * * * * * ; ... . . ...... .,...,. .,,- > ... ... ,.,, COLUMN TYPE = 8 (OCTAGONAL) CONCRETE LOOPS = 1 TOTAL NO. OF CONCRETE COORD. = 8 STEEL REBAR PATTERN = 4 (CONCENTRIC LOOPS) NUMBER OF STEEL REBAR LOOPS = 1 TOTAL NO. OF STEEL REBARS = 30 NO PLOT REQUESTED. DESIGN TYPE = 2 (CHECK) PERCENT STEEL LIMITS = (1.00 '/. MIN. 6.00 '/.MAX.) ************* * BENT DATA * * ic :* '?. * ************************************************************************* NUMBER OF COLUMNS IN BENT = 1 OUT TO OUT DISTANCE (DIAMETER) OF SPIRAL = 56.00 (INCHES) DISTANCE FROM TOP COLUMN PLASTIC HINGE TO CENTER OF GRAVITY OF THE SUPERSTRUCTURE = 2.35 (FEET) CENTER TO CENTER SPACING OF COLUMNS = 0.00 (FEET) ****************************** * MATERIAL PROPERTIES (PSD * ULTIMATE CONCRETE COMPRESS I VE STRESS - FC = 3250. YOUNG S MODULUS FOR CONCRETE - EC = 3249500. YOUNG S MODULUS FOR STEEL BARS - ES = 290OOOOO. ULTIMATE CONCRETE COMPRESS I VE STRAIN - EO = .003 YIELDING STRESS FOR STEEL BARS - FY = 60000. •, - » c i— TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:45:20.69 02/16/89 PAGEi REGULAR OCTABNONAL CROSS-SECTION Q I CONCRETE COORDINATES (INCHES) COORD 1 2 3 4 5 6 7 8 33.00 13.67 -13.67 -33.00 -33.00 -13.67 13.67 33.00 13.67 33.00 33.00 13.67 -13.67 -33.00 -33.00 I •-• • O / I I I I I I I I I I I I I I 1 1 1 TITLE CANNON ROAD CONCENTRIC CIRCLE ....OOP RADIUS 1 26 . 70 PIER 3 OR 4 BOTTOM 11:45:20.1 PATTERN .'"•• C': C' •"'• *""» '"* £"' ''" JLJ i "27 30 Ofco 1 OOl/^l^i « <*,. -. - rJlvjl AlAl STEEL REBAR COORDINATES (INCHES) 1 1 1 1 |•• 1 1 1 1 1 1 1 1 COORD X 1 26 . 70 2 26.12 3 24 . 39 4 21.60 5 17.87 6 13. 35 7 8.25 8 2.79 9 -2.79 1 0 -8 . 25 1 "t — i T ™r *•-" 12 -17.87 13 -21.60 14 -24.39 15 -26.12 16 -26.70 17 -26,12 18 -24.39 19 -21.60 20 -17.87 21 -13.35 22 -8.25 23 -2.79 24 2.79 25 8.25 26 13.35 27 17.87 28 21.60 29 24.39 30 26 . 1 2 Y 0.00 5.55 10.86 15.69 19.84 23.12 25 . 39 26.55 26 . 55 25 . 39 23.12 19,84 15,69 10.86 5.55 0.00 _cr ere; *~J . ImSl—l -10.86 -15.69 -19.84 -23 . 1 2 -25.39 -26.55 -26.55 -25.39 -23.12 -19.84 -15.69 -10.86 _cr cs-cr%J • Uv-1 THE MAIN LONGITUDINAL. STEEL IS ASSUMED TO BE # 10 BARS. *** WARN ING: THE CONCRETE COVER IS GREATER: THAN 2 INCHES IN THE X -DIRECT I ON ***WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE Y-DIRECTION 02/16/89 PAGE r* [ 1 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM ************************** * INITIAL REFERENCE DATA * 11:45:21.52 02/16/89 PAGE 3 3 I TOTAL AREA OF THE SECTION NOMINAL AXIAL LOAD STRENGTH TOTAL REINFORCEMENT AREA PERCENT STEEL AS PO AST GROSS MOMENT OF INERTIA ABOUT Y-AXIS IYC GROSS MOMENT OF INERTIA ABOUT X-AXIS IXC STEEL MOMENT OF INERTIA ABOUT Y-AXIS IYS STEEL MOMENT OF INERTIA ABOUT X-AXIS IXS 25.06 FT*.*2 12149.58 KIPS 38.10 IN**2 i . 06 •/. 50.09 FT**4 50.09 FT**4 0.6549 FT**4 0.6549 FT**4 1 1 1 •1 1w 1 1 1 1 1• 1 1 1 1 1 1 1 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:45:21.68 02/16/89 PAGE? * COLUMN LOAD DATA <K-FT) * | •' .x t * * •* * «r :-u :»: * * * * * * * * # * * .;; ************$* -rrS: * X *****,;; .1; .s .K ******************* ^ :* LOAD NAME: CONNON ROAD PIER 3 OR 4 BOTTOM - • • • • ••»"•»• j FOOTING DATA FILE: YES TYPE FOOTING: PILE i MOMENT DISTRIBUTION FACT COLUMN STEEL LOCATION DUCTILITY i : TOP : BOTTOM : PERCENT LENGTH TIE=1 TOP=1 FACTOR { DAY DAX DBY DBX IMPACT < FEET > SPIRAL=0 BOTTOM=0 <2) 0.57 0.41 0.00 0.00 22.00 55.00 0 0 5.44 COLUMN GROUP LOADS - SERVICE sK-FT) f . LL+IMPACT -, CASE 1 CASE 2 CASE 3 i DEAD PRE TRANS LCNG AXIAL. i{ LOAD STRESS MY-MAX MX -MAX N-MAX WIND WL LF CF-MY TEMP MY 0 0 953- 265 953 1138 599 0 0 0 i MX 59 -199 48 494 48 202 179 173 0 567 l P 1512 0 235 130 235 -82 -24 -1 0 -14 PMY 2465 1453 2465 0 ) PMX 137 1130 137 0 [ P 465 271 465 0 COLUMN SEISMIC AND ARBITRARY LOADS < K-FT ) (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 21462. 6439. 0. 0. 0. 0. MX LONG 7055. . 23518. 0. 0. 0. 0. P AXIAL -50. -168, 0. 0. 0. 0. t»of\ y /I L.1 i I _" _ 1 * • ' ~ I L ^H 1 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:45:27.23 02/16/89 PAGE *#*«******#********************************#**#*****BEST ORIGINAL 3 1 ] 0. I APPLIED FACTORED MOM CALTRANS BRIDGE DESI LENGTH = 55.00 FT STEEL = 1 . 06 X GROUP CASE IH IH IH IP IP IP II III III III IV IV IV V VI VI VI VII VII 1 2 ~? i O -, 1 2 3 1 2 3 1 2 3 1 2 TRANS MY 2197. 606 . 2231 . 3422 . 1 999 , 3475 , 1541 . 2595. 1644. 2635 . 1308. 367. 1323. 1478. 2488. 1577. 2524. 3945. 1184. EMTS APE: MAGNIFIED GN SPECIFICATIONS, PC = 3.25 KSI AST = 38.10 SQ APPLIED FACTORED - LONG COMB MX 475. 978. 608 , 500. 1467, 636 . • j i O , 485. 1 086 . 516. 695, 1296. 729. 850. 1196. 1769. 1234. 1437. 4463 . M 2248, 1151. 2313., 3458. 2479 , 3533 , 1573. 2640 . 1 970 , 2685. 1481. 1347. 1515. 1705. 2760 . 2370 . 2810. 4199. 4617. FOR BLEN < ART 8 . 1 FY IN . HA: LrH AXIAL (P P 1983. 1756. 2475 . 2079 . 1826, r-*. £^- —y -•*._ 1368. 1714. 1578. 22O6 . 1761. 1625. 2253. 1298. 1631 . 1499. 21O3. 1462. 1344. DEPNESS IN ACCORDANCE 6.5) = 60.00 KSI PACITY HI*MN) PHI RATIO MU 5923. 5744. 6 1 90 . 5996 . 5313. 6245 . 5439. 5715. 5594. 6063 . 5743. 5626. 6079 . 5447. 5627. 5582. 5986. 6784. 6649. MU/M 0 0 0 O 0o 0 0 0 0 0 0 0 0 0 0o 11 .75 .75 .75 . 75 .75 .75 .77 .75 .75 .75 .75 .75 .75 .78 .75 .76 .75 .00 .00 2 4 2 1 2 1 ? 2 2 2 3 4 4 3 2 2 2 1 1 .63 .99 .68 . 73 .34 . / / . 49 .16 .84 .26 .88 .18 .01 .20 . 04 . 36 . 13 .62 .44 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK NOTE! -THE AXIAL (ARS) UNREDUCED SEISMIC LOADS (P) ARE NOT DIVIDED BY THE DUCTILITY FACTOR Z i i i i i i i i i i i i i i i I i i TITLE CANNON ROAD PIER 3 OR 4 BOTTOM * MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS * ****** * ******** :.|c ********** * ************************************** * * * * * .* * * REFERENCES ''CAi_ fRrii^S BRIDGE DESIGN SPECIFICATIONS" (ART 8.16.5) (COLUMN ASSUMED TO BE UNBRACED AGAINST SIDESWAY.) MA6Y = MOMENT MA6NIFACTION FACTOR ABOUT Y-AXIS MAGX = MOMENT MAGNIFACTION FACTOR ABOUT X-AXIS PCY = CRITICAL BUCKLING LOAD ABOUT Y-AXIS PCX = CRITICAL BUCKLING LOAD ABOUT X-AXIS KY = EFFECTIVE LENGTH FACTOR ABOUT Y-AXIS KX = EFFECTIVE LENGTH FACTOR ABOUT X-AXIS KY*L/R = SLENDERNESS RATIO ABOUT Y-AXIS KX*L/R = SLEND'ERNESS RATIO ABOUT X-AXIS IYS = STEEL MOMENT OF INERTIA ABOUT Y-AXIS IXS = STEEL MOMENT OF INERTIA ABOUT X-AXIS r 1 .25 1.14 43. 44. 0,6549 FT**4 0.6549 FT**4 MOMENT h.* A r* x i T r- T r->- A -r T f-*x i GR IH IH IH IP IP IP II III III III IV IV IV V VI VI VI V 1 1 VII CA 1 2TI l 2 3 1 2 3 1 2 •-• 1 2 pr 1 a:'J 3 rinur-i i r A UH i J. UIM . — TRAN LONG COMB MAGY 1 . 064 1 . 055 1.081 1 . 068 1 . 058 1 . 084 1 .041 1 . 054 1 . 049 1 . 07O 1 . 056 1 . 05 1 1 . 072 1 . 038 1 ,051 1 . 046 1 . 066 1 . 000 i , ooo i i i i i i i l i i i i i i i i i i i MAGX .113 . 053 . 144 ,120 . 053 .151 .071 . 059 .046 . 082 .057 . O47 . 077 . 038 . 048 , 042 ,064 . 000 . 000 1 1 1 1 1 1 1 1 1 1 1 1 1 .1 1 1 1 1 •l MAG . 066 .054 . 085 .069 . 056 .086 . 042 . 054 . 048 .071 .056 . 047 . 073 , 038 . 050 . 043 . 066 . 000 . 000 CRACKED • i r\HNbr UnntiL' E*IY 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 1 4055477 . 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477. 14055477, 1 4055477 . 14055477. OC.LJ i i UIM ; E*IX — 7027746 . 12254619. 7027746 . 7027746 . 12800721. 7027746 . 7027746 . 1 0327828 . 12421572. 1O 174237. 11640747. 12659479. 11078187. 12046907. 12554142, 13010174, 12149076, 12475320. 13504789. CRITICAL oULKLlNu : TRAN LONG PCY 29582. 29582. 29582. 29582. 29582. 29582. 29582 . 29582. 29582. 29582 . 29582. 29582. 29582. 29582. 29582. 29582. 29582. 29582. 29582. PCX 17575. 30646 . 17575. 17575. 32012. 17575. 17575. 27078 . 31064. 25444. 29111. 31659. 27704 . 30127. 3 1 395 . 32536 . 30382 . 31198. 33773 . i A V T A;HA IRi_ LOAD fp I 1782. 1554.f 2206 .[ 1877. 1625. 2301.1 1166.* 1513. 1376.1 1 937 .[ 1560. 1423.1 1984.1 1095. 1429, 1293 J 1834,1 1193. 1075 J L 1 3 e ] I TITLE CANNON ROAD PIER 3 OR COLUMN SERVICE LOADS I UuiMU -i ."lUULJi-ULi rwK U MODULAR RATIO (ES/EC < K-FT ) c_" i --i LJ i"\ c. i i— ) '.- - SERVICE LO TRANS GP CASE MY IH 1 953. IH 2 265. IH 3 953. II 911. Ill 1 1515. Ill • 2 965. Ill 3 1515. IV 1 762. IV 2 .212. IV 3 762. V 813. VI 1 1353. VI 2 861. VI 3 1353. DL 0 . LONG MX 92. 354 . 92. 50. 257. 614. 257. 380 . 737. 380 . 450 . 634. 953. 634. 140. 4 BOTTOM AND MAXIMUM "*" C. Lr ~ •_> _^i •'-!• - N = 8.9 . ••>,.-. • • ••- ADS (K-FT) COMB M 957. 442. 957. 912. 1537. 1 1 43 . 1537. 852. 767. 852. 929. 1494. 1285. 1494. 1 40 . 11:46:02.44 O2/ 16/89 PAGEBi WORKING "/•-Jv:.J 4 r :~: - ; AXIAL P 1747. 1642. 1747. 1144. 1357. 1273. 1357. 1 336 . 1302. 1386. 1011. 1202. 1127. 1202. 151.2. STRESSES -t • -- MAX 3TR CONC COMP 789. 580. 789. 615. 946. 752. 946. 672. 618. 672. 609 . 926. 772. 926. 435. (PSI) -' .. v ;•;.•••• ESS (PSI) STEEL TEN 0. 0. 0. 0. 1260. 8. 1260. 0. 0. 0 . 70. 1324. 1092. 1824. 0. . STEEL CQMP 6364 . 4846, 6364 . 4887. 7155. 5784 . 7155. 5287. 4884, 5287. 4650 . 6813, 5973 . 6813. 3798 . 1 1 • 1 — • 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:09.41 02/16/89 PAGE* * * ********* * ****** * * * * * * I************************* *pi.j TPC: i f FOOTING DESIGN KIP—FT) ****************** * **************#*****#*****#**#****#**,***#*********** */Hsft|nn^; GUP IH IH IH II III III III IV IV IV V VI VI VI CASE 1 2 3 1 2 3 1 2 "7| 1 2 ""•". TRANS MY 781. 217. 781 . 911. 1378. 926. 1378. 625. 174. 625. 813. 1 230 . o 2 / . 1230 . LONG MX 101. 265. 101 . 50. 250 . 542. 250 . 373. 666. 373 . 450 . 628, 889. 628 . COMB M 788. 343 . 788. 912. 1400. 1074. 1 400 . 728. 688. 728. 929. 1381. 1215, 1381. AXIAL P 1705 1619 1 705 1144 1323 1255 1323 1352 1284 1352 1011 1172 1110 1172 *****(- r!**************************************************** L. * FACTORED LOADS FOR FOOTING DESIGN (UNITS KIP-FT) * *************************************************************************! IOUP IH IH IH IP IP IP II III III III IV IV IV V VI VI VI CASE 1 2 3 1 2 3 1 2 3 1 2 -yf 1 •••"«*- •^ TRANS MY 1692. 471. 1692. 2627. 1548. 2627. 1480. 2239. 1 506 . 2239. 1015. 282, 1015. 1423. 2153, 1448, 2153. LONG MX 37. 755. 37. 24. 1135. 24. 141. 466. 941. 466. 666. 1141 . 666. 837. 1149, 1606. 1.1.49. COMB M 1693. 890. 1693. 2627. 1920. 2627. 1487. 2287. 1775. 2287. 1214. 1176. 1214. 1651 . 2440 . 2162. 2440. AXIAL P 2383 2196 2383 2461 2254 2461 1859 2150 2039 2150 2198 2086 2198 1770 2050 1943 2050 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:27.54 02/16/89 PAGE ] ] 1 * °RQBA3LE PLASTIC MOMENT (1.3 X NOMINAL MOMENT) (KIP-FT) * CODE (8.16.4.4) AND MEMO TO DESIGNERS 15-10 FC = 3.25 KSI EO = O.O030 IN/IN ANGLE 90.0 TRANS MPY 9634. 10555. 11097 11026. 10130. 8983, 8508. 6199. 4790 3216. FY AST LONG MPX 0. •0. 0. 0. 0. 0. 0. 0. 0. 60.00 KSI 38.10 SQ IN COMB MP 9634 10555 11097 11026 10130 3983 8508 6199 4790 3216 AXIAL P 7289. 6074. 4859. 3646. 2431 . 1513. 1216. 1 . -606. -1214. P-BALANCE < APPROX) 4372 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:27.92 02/16/89 PAGI •-•.••••':." • V • t DESIGN ASSUMPTIONS: DCOT n^. BEST ORIGINAL.;. ., ALL L,JLi_;iMYa AKi i rifc. Ss-iMir;. i .. t , , r Ri isf'lri ; i i_ , cuunL Lfc.N'3 i"H , EQHjHL bPAClNG 2, PLASTIC HINGES FORM AT THE TOP > AND BOTTOM OF THE COLUMNS. 3. THE DISTANCE BETWEEN THE PLASTIC 'HINGES IS TAKEN AS THE COLUMN LENGTH 4. THE OVER-TURNING FORCE ACTS THROUGH THE C.G. OF THE SUPERSTRUCTURE AT DISTANCE 'CGS' ABOVE THE TOP •$$, rIHE COLUMN. 5. THE COLUMNS ARE NUMBERED FROM LEFT TO RIGHT AND THE OVERTURNING ACTS TO THE RIGHT. DETERMINATION OF COLUMN LATERAL REINFORCEMENT NUMBER OF COLUMNS IN BENT = 1 OUT TO OUT DISTANCE (DIAMETER) OF LATERAL REINFORCEMENT = 56.00 IN r DISTANCE FROM TOP COLUMN PLASTIC HINgE TO CENTER OF GRAVITY OF SUPERSTURCTURE = 2.35 FT CENTER. TO CENTER SPACING OF COLUMNS/- = 0.00 FT COMPRESS I VE! STRENGTH OF CONCRETE - FC = 3.25 KSI YIELD STRENGTH GF REINFORCEMENT "- FY = 60.00 KSI CONCRETE GROSS AREA (2" COVER) ;- AG - 19.63 FT**2 CONCRETE CORE AREA - AC = 17.10 FT**2 TRANSVERSE DIRECTION - BW = 56.00 IN TRANSVERSE DIRECTION -- D = 44.80 IN LONGITUDINAL DIRECTION • - BW = 56.00 IN LONGITUDINAL DIRECTION - D 44.80 IN AMOUNT OF REINFORCEMENT CONFORMS TO THE FOLLOWING BRIDGE DESIGN SPECIFICATIONS; CASE A - CONFINEMENT REINFORCEMENT - (CODE 8.18.2.2) PS1 = .45 (AG/AC - 1) FC/FY (.5 + 1.25 P/(FC * AG) ) PS2 = .12 FC/FY (.5 + 1.25 P/<FC * AGM PS3 = .45 (AG/AC - 1) FC/FY CASE B - APPLIED SHEAR REINFORCEMENT - (CODE 8.16.6) VU <= PHI * VN (8-46) VN = VC + VS (8-47) VC = 2 * SORT(FC) * BW * D (8-51) VS = <AV * FY * D) / S (8-53) CASE C - MINIMUM SHEAR REINFORCEMENT - (CODE 8.19.1.1) AV = (50 * BW * S)/FY (8-63) FORCE r 1 \ i L L TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:28.41 02/16/89 1 3 3. I :*#****£ $ * ******** * * * * * * Si TRANSVERSE DIRECT! .3i'.i ;X * * £ $ # *• * * ?: * LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHEAR FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL . FACTORED SHEAR STRENGTH: P = 1305. KIPB MP = 0. K-FT P = 1512. KIPS MP = 8982. K-FT VU = .85 * VC = .85 * VS = 157. KIPS 243. KIPS 0. KIPS NOTE: THE AVERAGE COMPRESS!VE STRESS <P/AC) IS LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SORT(FC) * B * D (CODE 8.16.6.11.4<A)) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMEN1 < IN) BAR- SIZE 4 5 6 7 8 CASE A CONFINEMENT 3 . 083 4.768 6.744 9.177 12.054 CASE B APP SHEAR ******* ******* ******* ******* ******* CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33 . 857 CONF RATIO 0 . 00459 0 . 00459 0 . 00459 0 . 00459 0 . 00459 NOTE: VU 157. KIPS, IS LESS THAN (.85 * VC) 243. KIPS. THEREFORE, NO REINFORCEMENT FOR APPLIED SHEAR <CASE B) IS REQUIRED. Ht^^^i*.•PSpHfifii iV 1 • 1 | • 1 1 I • 1 1 1 1 1 1 1 nn^it -n.i iniri.ii?£'«Si<^T«SSilflSf88l&M9tegnGa»BS*S&<aa«B»aaBpW VHsSHMnWMBQ•? TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:28.85 02/16/89 PAGE^ t •:•-.. ' ' -", THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE-FIFTH HP THE LEAST DIMENSION OP T'-!E COLUMM - '•- TIM!~3 T'-^E MOMT^'^-L DI'^MPT^ HS- ••- .....ONG'l ! uDINAL REINFORCEMENT ,. GR 6 INCHES, (8,21,1, L) THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1,5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.13 FACTORED SHEAR STRENGTH .85 * (VS -'- VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT: 1.0" AGG BAR MAX SHEAR MIN SHEAR SIZE PITCH STRENGTH PITCH STRENGTH (IN) (KIPS) (IN) (KIPS) BESTORlGlNAf4 7.620 363. 2.000 700. vxivivj||N^\[_ 5 7.620 429. 2.125 910. 6 7.620 507, 2.250 1137, 7 7,620 603. 2,375 1216. 8 7.620 717. 2,500 1216. NOTE : THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 * VC) OF 243. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 800. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 243. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE-RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 * SQRT(FC) * B •* D = 1216. KIPS _.. ^ r •;rt r [ r i 1 c f ri [ Ib F* |.rL PI1 iI i ... 1 t L •] 1 ] I TITLE CANNON ROAD PIER 3 OR 4 BOTTOM fc************************* 11:46:29.40 02/16/89 PAGE LOADS RESULTING FROM PLASTIC HINGING OF COLUMN NO. 1 TOP OF COLUMN AXIAL FORCE PLASTIC MOMENT BOTTOM OF COLUMN AXIAL FORCE PLASTIC MOMENT DESIGN SHEAR FORCE: CONCRETE FACTORED SHEAR STRENGTH: STEEL FACTORED SHEAR STRENGTH: c> — MP = P = MP = VU = .85 * VC = .85 * VS = 1305. KIPS 8656. K-FT 1512. KIPS 8982. K-FT 321. KIPS 243. KIPS 78. KIPS NOTE: THE AVERAGE COMPRESSIVE STRESS (P/AC) 13 LESS THAN .10 * FC. THEREFORE, VC IS LESS THAN 2 * SQRKFC) * B * D (CODE 8. 16.6,. 11 .4 < A) ) MAXIMUM CENTER TO CENTER SPACING (PITCH) OF LATERAL REINFORCEMENT. (IN; BAR CASE A SIZE CONFINEMENT 4 3.083 5 4.768 6 6.744 7 9.177 8 12.054 CASE B APP SHEAR 11 .785 18.266 25.926 35.354 46.549 CASE C MIN SHEAR 8.571 13.286 18.857 25.714 33.857 CONFINEMENT RATIO EQUATION 0.00459 2 0.00459 2 0.00459 2 0.00459 2 0.00459 2 I I I I I I I I I I I I I I I I I I I TITLE CANNON ROAD PIER 3 OR 4 BOTTOM 11:46:29.79 02/16/89 PAGE THE MAXIMUM SPACING OF LATERAL REINFORCEMENT SHALL NOT EXCEED ONE-FIFTH OF THE LEAST DIMENSION i^ THE COLUMN „ A TTMS73 THE NOMTNAL DIAMETER OF L.LJNI.J.L f UL) i NrtL K . - FTH f p Tujr I THE MINIMUM SPACING SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS, 1.5 TIMES THE MAXIMUM SIZE COARSE AGGREGATE, OR 1.5 INCHES. (8.21.1) FACTORED SHEAR STRENGTH ,35 * <VS + VC) BASED ON MAXIMUM AND MINIMUM CENTER TO CENTER SPACING <PITCH) OF LATERAL REINFORCEMENT: 1 .0 BAR SIZE 4 5 6 7 B MAX PITCH (IN) 7.620 7.620 7,620 7.620 7.620 SHEAR- STRENGTH (KIPS) 363. 429. SO / . 603 . 717. A6G MIN PITCH (IN) 2.000 2.125 2.250 2.375 SHEAR STRENGTH (KIPS) 700. 910. 1137. 1216. 1216. BEST ORIGINAL NOTE: THE ABOVE FACTORED SHEAR STRENGTH VALUES ARE BASED ON A FACTORED CONCRETE SHEAR STRENGTH (.85 * VC) OF 243. KIPS. IF THE APPLIED AXIAL LOAD IS LESS THAN 800. KIPS, THEN THE FACTORED CONCRETE SHEAR STRENGTH DECREASES FROM 243. KIPS TO 0. KIPS AND THE VALUES IN THE ABOVE TABLE MUST BE APPROPRIATELY ADJUSTED. IF THE DESIGNER SELECTS A LATERAL BAR SIZE DIFFERENT THAN THE ONE ASSUMED, HE SHOULD CONSIDER ADJUSTING THE RADIUS OF THE MAIN STEEL BAR LOOP AND RE-RUN THE PROBLEM. MAXIMUM SHEAR CAPACITY OF THE SECTION: VMAX = .85 * 10 * SQRT(FC) * B * D = 1216. KIPS TITLE CANNON ROAD PIER 3 OR 4 BOTTOM Jime o-f Day: 11:46:30.34 ••*ts; 02/1&/-39 11:46:30.28 02/16/89 PAGE^l 3 I i i i i i i i i i i i i i i i i i i --,.- rKStf --MK1?. r-.- — .;•!».: I I I I I I I I I I I I I I I I I I OLJTF»LJT r C L TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 PAGE *******##***'.!! ****$****** ******** * * * * * * :tc * * * * ***#;•!( •(• r.u_ii. Hi'-iiJ or!K£AiI» j-uD'TiNG DESIGN PROGRAM * McDANIEL ENGINEERING COMPANY * VAX VERSION 1.2 ************************************************************************ * COLUMN DATA * ************************************************************************ COLUMN WIDTH X-DIR (TRANS) COLUMN DEPTH Y-DIR (LONG) COLUMN AREA EQUIVALENT WIDTH X-DIR (TRANS) = EQUIVALENT DEPTH Y-DIR (LONG) = LIVE LOAD PERCENT IMPACT END CONDITION ASOUT X-AXIS END CONDITION ABCJ~ V-AXI5 NUMBER OF COLUMNS IN BENT 5.50 FT 5.50 FT 25.06 FT**2 5.01 FT 5.01 FT 25.00 PERCENT FIX FIX 1 COLUMNS II I i *i j i i i I I 1 **************** * FOOTING DATA * ************************************************************************* TYPE OF FOOTING ANALYSIS = CHECK FOOTING LENGTH X-BIR (IRAN) = 16.00 FT FOOTING WIDTH Y-DIR (LONG) = 16.00 FT MIN FOOTING DEPTH CONSIDERED = 4.5O FT MAX FOOTING DEPTH CONSIDERED = 10.00 FT TYPE OF FOOTING = PILE * FOOTING MATERIAL PROPERTIES * J|% ^t ^i .fl .^ ^ J(t j(v ^l Jp >|t J(v .it Jfv .^ -$. .'fi . ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) YIELD STRESS OF STEEL REINFORCEMENT (FY) UNIT WEIGHT OF CONCRETE MODULAR RATIO (EB/EC) (N) 3250.0 PSI 60000.0 PSI 150.0 PCF 8.9 II I I I I I I I I TITLE: CANNON PIER 2 FOOTING W/ CONG. PILES 17-FEB-89 PAGE 3 ] ] j * * * * $ * * * * * * * * I I .ii ,)£******##** **£*#*#*#*********************;»:; TGTAt. NUMBER CF PI LEES TOTAL NUMBER OF ROWS DIAMETER OF PILE CONSIDER TENSION IN PILES? LENGTH OF ONE PILE *************************** * PILE LOADING CAPACITIES * SERVICE LOAD CAPACITY SERVICE LOAD CAPACITY (UPLIFT) FACTORED LOAD CAPACITY FACTORED LOAD CAPACITY (UPLIFT) EARTHQUAKE LOAD CAPACITY EARTHQUAKE.LOAD CAPACITY (UPLIFT) 14.0 INCHES YES (YES OR NO) 100.0 FEET 70.0 TONb -20,0 TONS 105.0 TONS -30.0 TONS 140.0 TONS -40.0 TONS ******************** * PILE LAYOUT DATA * ************************************************************************* ROW NO 1 2' 3 4 5 6 NO OF PILES 5 3 2 2 3 5 Y-COORD (FT) 6.50 3.25 0 . 00 0 . 00 -3.25 -6 . 50 X-SPACING (FT) 3.25 6.50 6 . 50 13.00 6 . 50 3 . 25 *********************************** * MOMENT OF INERTIA OF PILE GROUP * ************************************************************************* IXX =. 485.SS PILE-FT**2 IYY = 485.SS PILE-FT**2 I I *I I I I I I I I I I I I 1 1 1 1 1 1 —•* 1 1 1 1 1 1 1 1 1 1 1 TITLE:CANNON PIER '.2 FOOT IN * ;jc $ ****** Ha * ^ ***;(:*********** * PILE COORDINATES -FEEf; -K r " .L !__ Lii 2 4 5 6 7 8 9 10 11 12 13 14 1 D 17 IS 19 20 X -COORD Y- -6 . 50 -3 . 25 0 . 00 3.25 6.50 -6 . 50 0 . 00 6.50 -6 . 50 -3 . 25 3.25 6.50 -6 . 50 0 . 00 .-. f=:,;"'.. -6 , 50 -?| ^ ET-J 0 . 00 3 . 25 6 . 50 .•fr --jt -> ff* /jt Jjt Jj^ -^ -COORD 6 . 50 6 . 50 6 . 50 6 . 50 6 . 50 3.25 3 . 25 3.25 0 . 00 0 . 00 0 . 00 0 . 00 -3 . 25 -3 , 25 •— T a T-'f) -6 . 50 -6 . 50 -6 . 50 . -6.50 r. E L 1 1 3 a :J 1 0-_J vlj ] ];J :J 0 1 0 0 ] J J 1 TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 «. ... . _ f .*. -*..•.- v- ***************************** ' ¥ F -JO TING LOAD DATA (:<--F"'J % *«***»«««*«<**«««**«**¥«**«*«****««*«**«<*««*<«***«*«*»»****»«*** CANNON ROAD PIER 2 FOOTING . LL+ IMPACT : CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY-MAX MX-MAX N-MAX WIND WL LF CF-MY MY . 0 0 921 270 921 857 453 O 0 MX 361 -607 94 528 94 275 206 233 0 P 1415 0 227 133 227 -70 -21 -1 0 PMY 2440 1462 2440 0 PMX 190 1262 190 0 P 458 273 458 0 PAGE 5 1 -.-. 1 *****#*)• |W TEMP • 2049 | •^r 1 <ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS • CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED | MAX TRAN MAX LONG AL1 AL2 AL1 MY TRAN 19911. 5973. 0. 0. 0. MX LONG 8791. 29302. 0. 0. 0. P AXIAL -54. -180. 0. 0. 0. PROBABLE PLASTIC (PB) LOADS (1.3 X NOMINAL MOMENT) (K-FT) PB1 PB2 PB3 PB4 PBS PB6 MAX TRAN 75-DEGREE 60-DEGREE 45-DEGREE 30-DEGREE 15-DEGREE MY 8831. 8530. 7648. 6244. 4415. 2286. MX 0. 2286. 4415. 6244. 7648. 853O. P 1416. 1416. 1416. 1416. 1416. 1416. AL2 s- I*»' m 0. 1 PB7 MAX LONG— 1 8831. 1416. • 1 1 1 1 1 1 1 1 1 1 1 •1 1•V 1 1 1 1 1 1 1 1 I i I i_c. : WMIMIMUIM r ic.r\ "-'. "V ******************t SERVICE LOADS (S NOTE: RATIO = CAP A M /\ D Ci LOADING GRP CA IH 1 IH 2 I H 3 II II 1 -;. ;, .^ I V 1 I V 2 I V 3" V VI 1 VI 2 VI 3 nr r IRAN MY 737. 216. 737 . 686, 1158. 741 . 1 158. 539. 173. 589, 612. 1034./ / *—•60^ , 1034. THE FOLLOWING ARE WEIGHT OF WEIGHT OF TOTAL FOR GROUP 37. 41 , COVER FOOTING VI CASE JL r LJLJ 1 J.IM13 VY/ WLJ ****************rR- :-•:,-:. FOOT rNg CITY (CCMP OR UP LIED LOADS LONG COMB MX 171. 176. 171. j£-~' . 2B1 , "ST ;~ -"2 281 . 1 503 , 1 780 , 1503. 1484. 1714. 1962. 1714, M 756. 279. 756, 686. 1191 , 928, 1191. 1614. 1789. 1614, 1 606 . 2002 . 2071 . 2002 , INCLUDED IN THE = 277 . = 1 73 . = 450 . 3 THE 115. 69, KIPS KIPS KIPS ********** DtB 1 <3N '> '•'-. " LIFT) / (r- a AXIAL P 2047 , 1971 . 2047 , 1526. 1693, 1633 , 1730, 1669. 1730. 1413. 1562. 1508. 1562. j. / r t-t? civ n riUft. o I ***** '*-'.-' '. > -..'.. ..'..' ' .'. ' *^**'f* * " r~ 1AX OR MIN) PILE LOAD '- CAP CAP f UPLIFT COMP | -40. 140. r MIN MAX 1 PILE PILE LOAD RATIO 90. 93. 90 . 67. 65, 64. 65. 59. 57. 59. 43, 41. 40. 41. LOAD RATIO 114, 1.22 OK ™ 104, 1.35 OK 1 -* tt J — f— !~ • • ' f -* i 4 . 1 . ^.Z UK f 86, 1,63 OK L 104, 1,35 OK 99 . 1,41 OK ( 104, 1.35 OK j 114, 1 . 22 OK { 110. 1.28 OK 114. 1.22 OK [~ 99, 1.42 OK L 115. 1.22 OK 110. 1.27 OK 1 115. 1.22 OK }_ APPLIED LOADS ABOVE: ' j i PILE LOADS AT EACH CORNER ARE: • • r i . j ' — i. [ •--=!•:« • ••-•:•• , i*r- -,, ^.^WHW^,,. '] ] 0 0 3 I 1 TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 PAGE -V * "t ;* ':* :; 'V 'V 'I 'V •• f~ !-•"'_• NOTE: RATIO = CAPACl'TY { COHP OR UPLIF (MAX OR MIN) PILE LOAD PHI =.75 . . . . Arrit-i LOADING GRP IH IH IH T P IP IP 1 I III III III IV I V IV V VI VI VI CA 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 J.-JJ- j~ TRAN MY 1596. 468. 1596. 2533 , 1520. 2533 . 1114. 1831 . 1204. 1881. 958. 281 . 958. 1071. 1 809 . 1158. 18O9. LIED LOAD LONG MX 25. 777 . 25. 60, 1175. 60 . 220. 638. 1089. 638. 2624. 3075 . 2624. 2749. 3151 . 3585 . 3151 . COMB M 1597. 907. 1597, 2533. 1921 . 2535. 1 1 36 . 1986. 1624. 1986. 2793 . 3088 . 2793. 2951. 3633 . 3768 . 3633 . L m AXIAL P 2818. 2655. 2818, 2901. 2708 . 290 1 . 2333. 2605 . 2507 . 2605 .'• 2664. 2567, 2664. 2270 . 2531. 2437 . 2531 . CAP JPLIFT •-60 . MIN PILE CAP COMP 210. MAX PILE LOAD RATIO LOAD 119. 116. 119. 110. 99. 110. ' 99 . 97, 95. 97. 85. 83. 85. 62. 60. 58. 6O. 163. 149. 163,, 1 80 . 171. 1 80 . 135 . 164. 156. 164. 181 . 173. 181. 165. 193. 185. 193. RATIO 1 1 3. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .29 .41 ,29 . 17 .22 . 17 .56 .28 .35 .28 . 16 .21 .16 .28 .09 .13 .09 OK UK OK OK: OK. OK: OK OK OK OK OK OK OK OK OK OK OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 360. KIPS WEIGHT OF FOOTING = 225. KIPS TOTAL = 585. KIPS FOR GROUP VI CASE 3 THE PILE LOADS AT EACH CORNER ARE; 144. 193. 60, 1 1 1 1 1 1 1IB 1 1 1 1 1 1 1 1 1 TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 PAGE 8 * •* * ••<( * * s A * * * # V: + * * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DCOT OD lf**l Kl A 1,. ....c:.:; :.:; ,-: ^i,,._. ' ,,,DR . -.,- ,rn:- •_,,,,...,,.,, -EST5N /v-c-j; s PCO 1 UrvlvjliNAL «' •-;.- -.:.• .y •.:.• •.»• -if '.'w -y ik --V w •."• -i' •>• •••* '-v ••&• *t- •••-• '-v m-v 'i1 •--• • •" "i" '•»* '•- '-*• •- - * j 'i' "i' i* '£ '•>' ^ •" -^ '•* *y •*' 'i' "•* "i" i' 'ji* '2 ''^ '••&' ""v '-k' if 'T' df 'tf '•¥ '-s' '4f' *V 'if ••&' V 1V •f •*• J.-.-^ *'^ j£ /f. /f. /f. /f, /^ ^f. /^ /^ »^ *-f, /Ji /£ ^ ^ *p /^ /f, *^ .-fi J^ '?. -•? ff ^ ;A -f- ••?*• > ?- *?• -> .-p ^ --p *r *F- *^ •> *r- 'f- fr re- *t> -^ 'n ^ '^ *r • P- ^ '^ JTk 'P- *r T 'r -i* *r> *r> ^* ••£ -f jjt jf ^ -T- *!*• •i'i '?. NOTE; RATIO = CAP AC I Tr 'iCOMP DR ^PLIFT) / (MAX OR MIN) PILE LOAD ARS UNREDUCED SEISMIC <VII) & PROBABLE PLASTIC (PB) PH I = 1 . 00 CAP CAP UPLIFT COMP -SO . 280 . • /\c«c«i TCTT^ i n/\no » MTM M/\V -: HrrL.Ic.JU t-UHiJto £ rJIN rlHX LOADING TRAN LONG COMB AXIAL PILE PILE GRP CA MY MX M P LOAD RATIO LOAD RATIO VII 1 19911. v03~, 2l8oo. 1S11, NH VII 2 5973. 29545.. 301^6. 1685. NA PB1 i S831. 0, 5831, 1866. -25. 3.22 211. 1,32 GK PS2 1 8530, 2286. 823:, 186i-. -5i . 1.56 238, 1,13 OK PB3 1 7648. 44::. 5 „ 853 1, .). S6o , -63, 1 •., 18 255,. 1.10 Or-: PB4 1 6244, 6244, 8830, 1866. -74. 1,08 260, 1.08 OK PBS 1 4415. 7648. 8331. 1866. -68. 1.18 255. 1.10 OK FB6 1 2286. 8530, •. 8631. 1866. -51. 1.56 238. 1.18 OK PB7 1 0. 8831. 8831. 1866. -25. 3.22 211. 1.32 OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 277, KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 450. KIPS FOR GROUP PB4 CASE 1 THE PILE LOADS AT EACH CORNER ARE: 93 . 26O . -74 . 93 , •'?'!- -• s"!-- - .--r^*Wf?)f»**'- ;:i?*!pf|f|||PPf,.» r f c E- •i c I t E L E 1 i L.. iiL. i L T8FS-->' 1 1 3 TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES ******************************************* * DESIGN OF BOTTOM FLEXURAL REINFORCEMENT * r-. \ & " ::\ KEY T SER FAC EQ MINI MIN2 MAX 17-FEB--89 PAGE 9 0 TY'PEo OF LOADS 2 = SERVICE LOADS = FACTORED LGAD3 PHI = 0.90 = EARTHQUAKE LOADS PHI = 1.00 = MINI MUM RE I NFORCEMENT ( ART S . 1 7 . 1 . 1 ) BASED ON 1.2 X THE CRACKING MOMENT = WAIVER OF MINIMUM REINFORCEMENT (ART 3.17.1.2) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS = MAXIMUM REINFORCEMENT '.ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO 1 1 1 1 1 1^ FOOTING DEPTH = 4.50 FT "I1 1 1 ^ •J i S3. 1 0 BAR SIZE 8 8 8 8 8 8 8 8 8 8 8 8 BAR DIP X Y X Y X Y X Y X Y X Y LOAD CONTROL TYPE 6RP CA SER IH 1 SER I V 2 FAC IP i FAC I V 2 EQ PB1 1 EQ PB7 1 MINI MINI MIN2 MIN2 MAX MAX **************** CONTROLo«*J 0 J J 1 8 8 X Y SER IH 1 SER IV 2 DEPTH EFFECTIVE < INCHES) 45 . 44 44.31 45.44 44.31 45.44 44.31 45.44 44.31 45.44 44.31 45.44 44.31 APPLIED MOMENT ( K-F T ) 2029 . 1 905 . 3351 . 3131 . 4114. 4114. 3990 . 3990 . 2705. 2539 . 25138. 23904 . h'EQUIRED STEEL. AREA <3Q IN) 23 . 90 23 . 00 16.74 1 6 . 03 18.54 1 9 . 03 20.01 20 . 55 31.86 30 . 66 151.54 147.77 NO BARS 31 30 22 21 24 25 26 27 41 39 192 188 1 I 1 • 1 1 ********************************************* * * * 45.44 44.31 ( 2029 . 1905. 23 . 90 23 . 00 31 30 1 1 1 1 1 I I I I I I I I I I I I I I I I I I TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 PAGE 10 F **************************************** •-*- .*-,,,*,.- •.*.••,.•..«.-. •.-.*...•.•. *3.,>..-*.-,,. * DESIGN OF TOP FLEXURAL REINFORCEMENT * f ********************** * *********************************************** -i! * :V I KEY TO TYPES OF LOADS:r 3ER » SERVICE LOADS FAC = FACTORED LOADS PHI = 0.90 EQ = EARTHQUAKE LOADS PHI = 1.00 MINI = MINIMUM REINFORCEMENT (ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT (ART 8.17.1.2) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = MAXIMUM REINFORCEMENT (ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO MIN3 = MINIUMUM REINFORCEMENT (TEMPERATURE) (ART 8.20) BASED ON IS" MAXIMUM BAR SPACING t I FOOTING DEPTH 4.50 FT BAR SIZE 7 7 7 7 7 7 7 7 7 7 7 7 "7/ / * * * * * 7 7 EAR DIR X Y X Y X Y X Y X Y X V X Y * * * * * * X Y LOAD CONTROL TYPE GRP CA SER SER FAC FAC EQ PBS 1 EQ PB3 1 MINI MINI MIN2 MIN2 MAX MAX MIN3 MIN3 ***** CONTROL EQ PBS 1 EQ PB3 1 DEPTH EFFECTIVE ( INCHES) 48 . 50 47 . 50 48 . 50 47 . 50 48 . 50 47 . 50 48 . 50 47 . 50 48 . 50 47 . 50 48.50 47 , 50 48 . 50 47,50 APPLIED REQUIRED NO MOMENT STEEL AREA BARS f CK-FT) CSQ IN) | 0. 0, 0. 0. 1466, 1466. 3990 . 3990 . 1954. 1954. 28644 . 27475. 1558. 1526, 0.00 0.00 0 . 00 0 . 00 6 . 09 6-22 18.69 19.10 8.12 8.29 161 .76 158.43 -T '-1 ,•-*/ . j£U 7 -, 20 ° [ 0 0 | 1 11 11 ' i 32 * 32 14 I 14 • 270 | 265 12 [ 12 ! * * * :* * ******************** * * * * * * * * * * * * ******** * * *[ 48 . SO 47,50 1466. 1 466 , 6,09 6,22 i. 11 11." ; ] 0 a i TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-B9 PAGE 11 ************************************ FINAL RESULTS FOR FOOTING CHECK * •* -,!( * .* -V * ic ^ * S * * * * * '-V * * * A*****1!; * S * 'ic * A * Sc *•)! $ * * 3: ****** 1: •* * :|( :»; :-jf ;? I •n I FOOTINb uENGTH FOOTING WIDTH INPUT DEPTH io.OC FT = 16.00 FT 4.50 FT ********************* * PILE LOAD RESULTS * LOAD TYPE SER FAC EQ CONTROL GRP CA VI VI PB4 MIN PILE LOAD (K) 40. 58. -74. CAPACITY UPLIFT (K) CONTROL GRP CA -40. OK -60. OK -80, C1K VI VI PB4 1 MAX PILE LOAD (K) 115. 193. 260. CAPACITY COMP (K) 140. 210. 280 „ OK OK OK I * I I * SHEAR RESULTS * $* + *^¥*$"*4t *$*$**$-*¥"$£*£ DEPTH = 4.50 FT PERIMETER (BO) = 34.98 FT RATIO = CAPACITY / APPLIED LOAD CONTROL TYPE GRP CA DEPTH EFFECTIVE ( I NCHES ) FAC FAC FAC EQ EQ EQ IP VI IP PB1 PB7 PB1 1 2 1 1 1 1 DX DY DP DX DY DP 45.44 44.31 44.87 45.44 44.31 44.87 VX VY VP VX VY VP SHEAR APPLIED < K IPS) 542. 576. 1883. 668. 751. 1156. SHEAR CAPACITY RATIO ( K I PS ) VUX = VUY = VUP = VUX = VUY = VUP = 1644. 1603. 3651. 1644. 1603. 3651. 3.03 OK 2.78 OK 1.94 OK 2.46 OK 2.13 OK 3.16 OK *********************************** TOP AJsID BOTTOM FLEXURE RESULTS * **********^************************************************************* FOOTING DEPTH = 4.50 FT BAR BAR LOAD CONTROL SIZE DIR TYPE GRP CA EFF APPLIED TOP 7 7 X Y MIN2 PBS MIN2 PB3 BOTTOM 8 X 8 Y SER SER IH IV 1 2 DEPTH ( IN) 48.50 47.50 45.44 44.31 MOMENT (K-FT) 1466. 1466. 2029. 1905. BAR- SPACE (IN) 11 .31 11.31 5.48 5.48 AREA BARS BARS REQ REQ INPUT (SI) ERROR CODE 6.09 6.22 23.90 23.00 11 11 31 30 17 OK 17 OK 34 OK 34 OK I I I I J I '1 I I I I I I I I I I I I I I I I I I I I I TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-B9 PAGE 12 PREFERRED BAR SPACING & DEVELOPMENT LENGTH r UNITS INCHES THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS (NOMINAL), 1.5 TIMES THE MAXIMUM SIZE COURSE AGGREGATE, [" NOR 1.5 INCHES, (CODE 8.21.1)) ' '!. PREFERRED CENTER TO CENTER SPACING BASED ON BRIDGE DESIGN DETAILS P 13-20 <• BAR BAR NOMINAL MIN CLEAR DEFORMED SIZE AREA DIAMETER DISTANCE DIAMETER MINIMUM C. TO C. SPACING PREFERRED C. TO C. SPACING . ; 5 6 / 3 9 10 11 14 18 -I.i. 1 1 2 4 ,20 , 3 1 ,44 ,. 60 ,79 . 00 .27 ,56 .25 . 00 i 1 1 •l 1 2 . 500 ,625 ,750 ,875 . 000 ,128 , 270 ,410 .693 .257 2 2 2 2 ••"*: 2 2•-^ 2 3 ,200 , 250 . 250 , 250 ,250 .250 . 250 .250 .539 .386 i i 1i 1 1 2 ,563 ,688 ,875 , 000 . 125 , 250 .438 .625 .875 . 500 2 2 T; "Tj ~:! 3 Tj -?; 4 5 .813 , 938 .125 . 250 . 373 , 500 .688 .875 .414 .886 3 , 250 3 . 500 3 . 750 4 . 000 4 , 250 4.500 4 . 750 5 . 000 5 . 500 6 . 000 12 15 1? 26 34 42 54 66 90 116 DEVELOPMENT LENGTH 3PC<6" 3PC>=6' 12 12 C •i4 43 o 72 93 I E *** ERROR CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. (BR. DES. 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20) 4 = INADEQUATE DEVELOPMENT LENGTH. (CODE 8.25) DET, ) 1 0. I TITLE: CANNON PIER 2 FOOTING W/ CONC. PILES 17-FEB-89 PABE 13 1 ] 3 **» ******** * PAR ~E BAR TYPE TOP X-BAR Y-BAR BOTTOM X-BAR Y-BAR i* 4" ^'^ ik'^ IN-HRC BAR SIZE 7 7 8 8 *******ING STF. NO BAR 17 17 34 34 **** LENGTH i FT ) 15.2 15.2 15.2 15.2 WEIGHT ( LB/ FT ) 2 . 044 2 . 044 2 . 670 2 . 670 WEIGHT (-LBS ) 527. 527. 1377. 1 377 . I i i iso 4.s 1.043 892 i i NOTE? STIRRUPS ARE REQUIRED IN A BAND EXTENDING 6 INCHES MAXIMUM FROM THE COLUMN REINFORCEMENT TO 45 INCHED FRun THE FACE OF THE CQuuMN IN THE 44 INCHES PROM OF THE COLUMN IN THE X" DIRECTION AND V11 DIRECTION. ************************************************ * QUANTITIES AND ESTIMATED COST - PILE FOOTING * ********************;);*************************************************** CONTRACT ITEM STRUCTURE EXCAVATION (BR.) STRUCTURE; BACKFILL- (BR) STRUCTURE CONCRETE, BR FTG BAR REINFORCEMENT (BR) FURNISH PILING DRIVE.PILES TOTAL COST UNIT QUANTITY PRICE AMOUNT I I 1 CY 174. 225.00 39150. CY 122. O.OO O. CY 43. 275.00 11733. LB 4699. 0.50 , 2350. LF 2000. 20.00 40000. EA 20 1000.00 20000. 113233. 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I ***************** ***************-**********.*#*t************r*«:**»-*n[****ir** 1* 'FOOTING *F * PILE AND SPREAD FQO^IMg DFPTG^i "'"QGRAM vi '• fici/HN.ici— iiiML! j. NC.C.PI J. sMci CljMKHN Y , :if •;< VAX VERSION 1.2 *r— ******************************************ff*****************************] *************** F * COLUMN DATA * *• ************************************** ******************************** x;*;*-F ' COLUMN WIDTH X-DIR (TRANS) COLUMN DEPTH Y-DIR (LONG) COLUMN AREA = EQUIVALENT WIDTH X-DIR (TRANS) = EQUIVALENT DEPTH Y-DIR (LONG) = LIVE LOAD PERCENT IMPACT END CONDITION ABOUT X-AXIS END CONDITION ABOUT Y-AXIS NUMBER OF COLUMNS IN BENT 5 . 50 5 . 50 25 . 06 5.01 5.01 22 , 00 FIX FIX FT FT FT**2 FT FT PERCENT I* COLUMNS * * * * * % * * * * * * * * * * * FOOTING DATA # ************************************************************************* TYPE OF FOOTING ANALYSIS = DESIGN FOOTING LENGTH X-DIR (TRAN) = 16.00 FT FOOTING WIDTH Y-DIR (LONG) = 16.00 FT MIN FOOTING DEPTH CONSIDERED = 4.50 FT MAX FOOTING DEPTH CONSIDERED = 10.00 FT TYPE OF FOOTING = PILE ******************************* * FOOTING MATERIAL PROPERTIES * ************************************************************************* c [ ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) YIELD STRESS OF STEEL REINFORCEMENT (FY) UNIT WEIGHT OF CONCRETE MODULAR RATIO ;ES/EC) (N) 3250.0 PSI 60000,0 PSI 150.0 PCF S.9 1 •J 3. I J J ********************************** * TOP FLEXURE REINFORCEMENT DATA * ****************************************************.******_*************** BAP SIZE IN X--DIR (TRAN) = TOP BAR CLEARANCE = DIRECTION OF TOP BARS 5.00 X DIRECTION ************************************* * BOTTOM FLEXURE REINFORCEMENT DATA * **********************************************************************# %$i BAR SIZE IN X-DIR (TRAN) BAR SIZE IN Y-DIR (LONG) BOTTOM BAR CLEARANCE DIRECTION OF BOTTOM BARS 8 3 6.00 INCHES X DIRECTION ***************************** SHEAR REINFORCEMENT DATA * * :±- * * * -jf. * .{; ***:*:********************************************************** *;. 5 12.00 INCHES 12.00 INCHES STIRRUP BAR SIZE = STISfCJp SPACING X-DI3 <: TRAN) = STIRRUP SPACING Y-DIR u_QNG> = ************** SOIL DATA * ******************************************************************** # * * * s1 DEPTH OF EARTH COVER UNIT WEIGHT OF COVER ENVIRONMENTAL FACTOR (Z) 6.00 FT = 120.00 PCF = 100.00 K/IN *************************** PILE FOOTING COST DATA * *****************************************##****************************** CONTRACT ITEM STRUCTURE EXCAVATION (BRIDGE) STRUCTURE BACKFILL (BRIDGE) STRUCTURAL CONCRETE BRIDGE FOOTING BAR REINFORCEMENT (BRIDGE) FURNISH PILING DRIVE PILES PRICE UNIT 225.00 */CY 0.00 */CY 275.00 */CY 0.50 $/LB 35.00 $/FT 1750. * EA ^ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I PILE DATA * •* * * * ;k .?; * * * * t * * * TOTAL NUMBER OF PILES TOTAL NUMBER OF ROWS DIAMETER OF PILE CONSIDER TENSION IN PILES? LENGTH OF ONE PILE :<jr* £*****:******:* *********' 20 6 ' ' : **'- ' ": 14.0 INCHES YES (YES OR NO) 100.0 FEET * * 5^ ^ f * * ^ * ^ r i i % "< } * PILE LOADING CAPACITIES *#r**:r*;K##rr#««#r*#*#:*#*#r*****##*#**^^ SERVICE LOAD CAPACITY SERVICE LOAD CAPACITY (UPLIFT) FACTORED LOAD CAPACITY FACTORED LOAD CAPACITY (UPLIFT) EARTHQUAKE LOAD CAPACITY EAKTHQUAKE LOAD CAPACITY CoPLIF" = 103.0 TONS = -18.7 TONS = 155.0 TONS = -28,1 TONS •» 156,0 TONS = -37.4 TONS r r r" i * * * * PILE LAYOUT DATA * ROW NO 4 5 NO OF PILES 2 2 3 Y-COORD (FT) 6.50 3.25 0.00 0.00 -3.25 -6.50 X-SPACING (FT) 6.50 6.50 13.00 6.50 [ C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * MOMENT OF INERTIA OF PILE GROUP * ************************************************************************* IXX = 485.88 PiLE-FT**2 IYY = 485,88 PILE-FT**2 L **#***********£************ . -^... . * PILE COORDINATES (FEET) * #*#**#******##****#**#**********#*##**#*****^ 1 r'iL-fc. 1 0 6 7 8 9 1O 11 12 13 14 15 16 17 18 19 20 X—COORD -6.50 0.00 3.25 6.50 -6.50 0.00 6.50 -6.50 -3.25 3.25 6.50 -6.50 0.00 6.50 —o i %jO _.T *">«%•-' . j^.O 0.00 3.25 6.50 UiMJ 6.50 6.50 6.50 6.50 6.50 3.25 3.25 0.00 0.00 0.00 0.00 -3.25 -6.30 —6.50 -6.50 -6. 5O a i u 0 ] j J J 1 1 1 1 1 1 • 1 .- ,.,-H^**..' i..s»i!|p»<r: •"*•• •'-•••-•««lilWplifip«9t»pr---. ,. -'-•«!»"J!»^^|'!)i!| i i i i i i i i i i i i i i i i i i **********#******#********** .-, -, - . , ,-.. , --.". - • ^«r * FOOTING LOAD DAfA (K-FT) * # * # fc * * # # fc # £ # # * * ¥ * * * t * '*'# * It * * * $ $ * # $ * $ # $ * ^ CANNON ROAD PIER 3 On, 4 FOG TIN i r- MY MX P PMY PMX P DEAD LOAD 0 59 1512 : LL+IMPACT : CASE 1 CASE 2 CASE 3 PRE TRANS LONG AXIAL STRESS MY-MAX MX-MAX N-MAX 0 -199 0 953 48 235 2465 137 465 265 494 130 1453 1180 271 953 48 235 2465 137 465 WIND 1138 202 -32 WL 599 179 -24 LF CF-MY TEMP 0 173 im -J 0 0 0 0 0 0 0 567 -14 CARS) UNREDUCED SEISMIC CASE 1 CASE 2 MAX TRAN MAX LONG ARBITRARY LOADS ARBITRARY uOADS SERVICE SERVICE FACTORED FACTORED AL1 AL2 AL1 AL2 MY TRAN MX LONG P AXIAL 21462. 7055. -50. 6439, 23518, -16S, 0. 0.o. 0. 0. 0. 0. 0. 0. 0. 0, c PROBABLE PLASTIC (PB) LOADS (1.3 X NOMINAL MOMENT) (K-FT) PB1 PB2 PB3 PB4 PBS PB6 PB7 MAX TRAN 75-DEGREE 60-DE6REE 45-DEGREE 30-DEGREE 15-DEGREE MAX LON$ MY MX P 8983. 0. 1513. 8677. 2325. 1513. 7779 4491 1513 6352. 6352. 1513. 4491. 7779. 1513. 2325. 8677. 1513. 0 8963 1513 I 0 j J ******************** SERVICE LOADS (SE ******************* :\LJ i LI i r\H i i U — UHh'H'J i /% o Eii f. LOADING GRP CA IH 1 IH .2 IH 3 II III 1 III 2 III 3 IV 1 IV 2 IV 3 V VI 1 VI 2 VI 3 Ml r i— TRAN MY 781. 217. 781. 910. 1377. 926. 1377. 625, 174. 625. 813. 1230. 827. 1230. THE FOLLOWING ARE I WEIGHT OF WEIGHT OF TOTAL FOR 6i|pyp 93. 90. COVER FOOTING = — IH CASE lajfR-fMMWWW *****R) FOi ***** I T'Y ( I ED L MTB^^fe mj*m.jf^,-~*^m*^i-r W*PBW^KRW*»*TTO8|WWHPpPPPPBKWHMHfi ft**,*******,**,***.***.* 5 R FOOTING DESIGN <K- *******************? CGf'iP Gn. UPLIFT) /' •; i' nflRc-UHlJO —• LONG COMB AXIAL MX M P 101 265 101 50 250 542 250 373 666 373 449 628 889 628 788. 343. 788. 912. 1 400 „ 1073. 1 400 . 728. 6S8. 728. 929. 1381. 1214. 1381. NCLUDED IN THE 166 173 339 3 THE 114. Ill . . KIPS . KIPS . KIPS 2044 . 1958. 2044 . 1433. 1663, 1594. 1663. 1692. 1623. 1692. 1351. 1511.- 1450. 1511. ,jf Vi-ii. ij'-i • i<HBMJi^K-Ai •• f^-f^f^ 1 •RBMnnjj^^HHMBMHHH^R|| 1C**.*** ,-FT) * C************; '!H A \-!~\ ri j. TM ) f-' CAP UPL I FT -37 , MIN PILE LOAD RATIO 90. 91. 90. 61. 61 . 60 . 61 , 71. 70. 71. 51. 51 . 50. 51. | CkSft^ft^^JsdQRft^^^v^v^^^^^K^^l^IXhi ""' * 'jjMHHHHHHBBHHHMMSt#HB| |: ************* * * £ Ii_£ LGAD • CAP COMP _ 206 . • MAX PILE LOAD 114. 104. 114. 87. 1 05 . 99. 105. 98. 92. 98. 84. 100. 95. 100. RATIO 1 . 1.81 OK • 1 . 97 OK | 1.81 OK 2.37 OK _ 1 . 96 OK I 2.07 OK " 1 . 96 OK 2.10 OK • 2.23 OK • 2.10 OK 2.44 OK • 2.05 OK | 2.16 OK 2.05 OK _ 1 APPLIED LOADS ABOVE: PILE LOADS AT EACH CORNER ARE: 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I *******#***********#***#*************************# * FACTORED LOADS (FAC) FOR FOOTING DESIGN (K-FT) * iMU i c. ; PHI = • *""* ™" """"* """ LOADI GRP IH IH IH IP IP IP 1. 1 III 111 1 1 1 IV IV IV V VI VI VI RA • N6 CA 1 2 •-' 1 ji. T A .»£. •~'1 1 j£. "T 1 2 •-• "i ±u - CAPA /D AOOHP r TRAN MY 1692. 471 . 1692. 2627. 1548 . 2627, 1479. 2233 , 1505. 2238 , 1015. 282 , 1015. 1423. 2152. 1447. 2152. CITY (CGPlF LIED LOADS LONG MX 37. 755. 37. 24. 1135. 24. 140. 465, 940 :, 465 , 666 . 1141. -. 666. 836 . 1148. 1605. 1148. OR UPi COMB M 1693. 890 . 1693. 2627 . 1 920 . 2627 , 1 486 ,. 2236, 1 775 , 2286, 12.14, 1 1 76 . 1214. 1650. 2439. 2161. 2439 . ') / <MAX OR MIN) PILE LOAD • AXIAL P 2824. 2637 . 2824. 2902 . 2695. 2902 . 2300 . 2592. 2480, 2592 , 2639 . 2527. 2639. 2211. 2492. 2384 . 2492. CAP- UPLIFT -56. MIN PILE LOAD RATIO 118. 115. 118. 110. 99. 110. 93. 93. 91 . 93. 109. 107. 109. 80. 80. 78. 80. CAP COMP 310. MAX PILE LOAD 164. 148. 164. 131. 171 . 181 . 137 , 166 , 157, 166.. 154. 145, 154. 141 . 169. 160. 169. RATIO . 1 . 89 2.09 1 .89 1 .72 1,82 1 ,72 +- , 2 / i. , 37 1 .98 1,37 31,01 2,13 2.01 2.20' 1.84 1 ,94 5. .34 OK OK OK OK OK OK OK Or GK OK OK OK OK OK OK OK OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE5 WEIGHT OF COVER = 216. KIPS WEIGHT OF FOOTING = 225'. KIPS TOTAL = 441. KIPS FOR SROUP IP CASE 3 THE PILE LOADS AT EACH CORNER ARE 5 110. 181. 1.10. 180, I J y 1 #*******#****#*##***#*^ * EARTHQUAKE LOADS (EQ) FOR FOOTING ************* ****** ********** ******* i"4U i i=. : rtAiiG -- LArr-iL/i i i (burn- uK uPi_j. DESIGN (K-FT) * * * * * ********* * * * * ******** * * * * * # if. * & ;.); * r i .; / \rsHX ur\ ruhii rii_c. uuAD I 1ARS UNREDUCED SEISMIC (VII) & F:RG3A3LE PLASTIC (PE> PHI = 1.00 . AOC'I T CTi 1 OAnC ._: HrrL-lGU L.UHUO LOADING TRAN LONG COMB BRP CA MY MX M VII 1 21462. 7195. 22636. VII 2 6439. 23658. 24519. PB1 1 8983. 0. 3933. PB2 1 3677. 2325. 3983. PBS 1 7779. 4491. 8982. ?34 1 6352. 6352. 8983. P35 1 4491. 7779. 3982. PB6 1 2325. 8677. 8983. PB7 1 0. 8983. 3983. CAP CAP UPLIFT CQMP -75. 312. . . T w M T hi M A VI rilN nH.X AXIAL PILE PILE P LOAD RATIO LOAD RATIO 1801. NA 1683. NA 1352, -23. 2.71 213,, 1.47 OK 1352. -55, 1.37 2^0. 1.30 OK 1352. -72, 1.05 257. 1.22 OK •™ 1 1 18S2. -77. O.97 2o3. 1.19 NG#*B 1352. -72. 1.05 257. 1.22 OK • 1852. -55. 1.37 240, 1.30 OK 1852. -28. 2.71 213. 1.47 OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 166. KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 339. KIPS FOR GROUP PB4 CASE 1 THE PILE LOADS 93 . 263 . -77 . 93 . AT EACH CORNER ARE: 1 1 1 1 1 1 1 1 «en>K« 1 1 1 1 1 ******************************************** DESIGN OF BOTTOM FLEXURAL REINFORCEMENT * ***************************** *****************.********** ***************** SER •= SERVICE L.UADS FAC = FACTORED LOADS PHI = 0.90 EQ - EARTHQUAKE LOADS PHI - 1 .00 MINI = MINI MUM RE I NFORCEMENT ( ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT M I N2 = WAIVER OF MINI MUM RE I NF ORCEMENT ( ART 8 . 1 7 . i . 2 ) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = ' MA X I MUM RE I NFORCEMENT < ART 8.16,3,1) BASED ON .75 X BALANCED STEEL RATIO FOOTING DEPTH = 4.50 FT 1 1 I 1 • 1 I • 1 1 1 1 BAR SIZE 8 •O- 3 B 8 8 S 8 8 8 8 8 BAR DIR X -..-•.-\ Y X Y X Y X Y X Y LOAD CONTROL TYPE GRP CA SER IH 1 SES IH 1 FAC .( P 1 FAC IP 2 EG PB1 1 EQ PB7 1 MINI MINI M.IN2 MIN2 MAX MAX **************** CONTROL 8 a X Y SER IH 1 SER IH 1 DEPTH EFFECTIVE ( I NCHES ) 45 .44 44.31 45 , 44 44.31 45.44 44.31 45.44 44.31 45 . 44 44.31 45.44 44.31 APPLIED MOMENT ; K-FT • •••-. 1 tr ."-i_ 4. .J-r . ; ""?' -'"^ .•'' .. 3528, 2877 . 4257 . 4257. 3990 . 3990 . 2873 . 2616. 25138. 239O4 . REQUIRED .STEEL AREA <3Q IN) 25 . 43 .til. :,:• a / 1 17.64 14.71 19.20 19.71 20.01 20 . 55 33 . 90 31 .62 151 .54 147.77 NO BARS 33 31 23 19 25 25 26 27 43 41 192 188 ************************************************ 45 ,,44 44.31 2154, 1962. 25 . 43 23 „ 7 1 33 31 r i L 1 **************************************** I 1 * DESIGN OF TOP FLEX URAL REINFORCEMENT * • ****************************** *****^*,* **.*«****.**** ********]jc*** *..********** j KEY TO TYPES OF LOADS 5 1_» 1 j n llla nJ 1]_ ]«j J j ! i i j'" -j SEft FAC CT": MINI MIN2 MAX M I N3 = FACTORED LOADS PHI =0.90 = EARTHQUAKE LOADS PHI = 1.00 = MINIMUM REINFORCEMENT (ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT = WAIVER OF MINIMUM REINFORCEMENT (ART 8 BASED ON STEEL AREA ONE THIRD GREATER = MAXIMUM REINFORCEMENT (ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO = MINIUMUM REINFORCEMENT (TEMPERATURE) ( BASED ON 18" MAXIMUM BAR SPACING .: *>• -. .17.1 .2) THAN REQUIRED ART 8.20) BY ANALYSIS • 1 I • FOOTING DEPTH = 4.50 FT BAR SIZE 5 5 g 5 5 5 5 5 5 5 5 5 5 5 BAR LOAD CONTROL DEPTH APPLIED DIR TYPE GRP CA EFFECTIVE MOMENT (INCHES) (K-FT) X SER 48.66 0. Y SER 47.96 0. X FAC 48.66 "0. Y FAC 47.96 0. X EQ PBS 1 48.66 1396. Y EQ PB3 1 47.96 1396. X MINI 48.66 3990. Y MINI ' 47.96 3990. X MIN2 48.66 1861. Y MIN2 47.96 1861. X MAX 48.66 28828. Y MAX 47.96 28O16. X MIN3 48.66 811. Y MIN3 47.96 799. REQUIRED STEEL AREA (SQ IN) 0 . 00 0 . 00 0 . OO 0 . 00 5.78 5.86 18.63 18.91 7.70 7.81 162.28 159.98 3.72 3.72 NO BARS 0 0 o 0 19 19 61 61 25 26 524 517 12 12 •™ I • 1 1• 1 1 1 •J **************** CONTROL ************************************************ J J j J 5 5 X EQ PBS 1 48.66 1396. Y EQ PB3 1 47.96 1396. 5.78 5.86 19 19 •^•^••••••^^•i 1 1 1 1 ••••• ^^^^^^^^^^^^^^^^^^^^^^^^^^^Blllillllll^B^^^^^^^^^^^^^^^^^^^^^^HB|liS|l|ii|i|Hi|B 1 1 1 1 1 1 1 1^B 1 I • 1 1 **##*#X*«;|^**#;|^******9******f****** * FINAL RESULTS FOR FOOTING DESIGN * ******X******X*******X************X*********************f^^^^ FOOTING LENGTH - it. 00 ^T FJC-TIXG WIDTH •- 16.00 FT INPUT DEPTH = 4.50 FT .... ... FOOTING DEPTH REQUIRED FOR SHEAR '= 4 . 50 FT "" "" ^~ FOOTING DEPTH REQUIRED FOR MOMENT = 4.50 FT * PILE LOAD RESULTS * ******************************* ********************** *****#***********$*;$; LOAD CONTROL MIM PILE CAPACITY CONTROL MAX PILE CAPACITY TYPE GRP CA LOAD UPLIFT GRP CA LOAD COMP SER FAC EQ *****!, VI VI P54 i-j 2 •iJ. t******* (K) 50. 78. -77 . (K) -37. ~~tJO a -72T~" / *_J a OK IH OK IP NG* PB4 3 o 1 (K) (K.) 114. 206. OK 181. 310. OK 263, 312, 0-. * SHEAR RESULTS * * * * * * 1 DEPTH LOAD TYPE FAC FAC FAC EQ EG EQ K * * * -1 ~4.50 FT CONTROL GRP IP IP IP PB1 PB7 PB1 CA 1 *"? iiii *' '""*" " **' ' PERIMETER DEPTH EFFECTIVE (INCHES) DX = 45.44 DY = 44.31 DP = 44.87 DX = 45.44 DY = 44.31 DP = 44.87 * .-P .-. ,. (BO) VX VY VP VX VY VP n + * '*•*•'* = 34,98 FT SHEAR- APPLIED (KIPS) 564. 518. 1996. 686. 770 . 1231. .jC jj£ /£ if. ff. * ijC RATIO VUX VUY VUP VUX VUY VUP **#***•. X********** = CAPACITY / APPLIED SHEAR- CAPACITY RATIO (KIPS) 1644. 2.92 = 1603. 3.09 3651. 1.83 1 644 . 2 . 40 = 1 603 . 2 . OS 3651. 2.97 ! "' — : : " i. Hi r»j L f ' rL r *.•--• ************************************ TOP AND BOTTOM FLEXURE RESULTS *m ************************************************************************ * -B FOOTING DEPTH = BAR- SIZE TOP er!_J 5 BAR DIR X V LOAD TYPE MIN2 MIN2 4.50 FT CONTROL EFF GRP CA DEPTH ( PBS 1 43 PB3 1 47 IN) .66 .96 APPLIED MOMENT ( K-FT ) 1396. .1396. BAR- SPACE (IN) 10, .07 10.07 AREA BARS ERROR REQ REQ CODE (SI) 5.78 1.9 . 5 . 86 1 9 Ii BOTTOM Q 8 X Y SER SER IH 1 45 IH 1 44 .44 .31 2154. 196.2. b,65 6 . 03 25.43 33 23.71 31 L I. [ L. •Mif.itf .««K» -, HJ ] ********************************* .. . .. . ...„ .....* BOTTOM FLEXURAL REINFORCEMENT * * * * * ********** * * * * ;k * * * * * * * * * * * * * * * * ************************** * ****** * * * * ..-.. 1 41 •: Kr\i. BAR SIZE 6 6 7 7 8 8 9 9 10 10 11 11 14 14 18 NOTE H LJt" ci ! hc.L BAR LOAD DIR TYPE X Y X Y X Y X Y X Y X Y X Y X Y SER SER SER SER SER SER SER SER SER SER SER SER SER SER SER SER MtuiUi i-itJJ i~ UK jui.~rt;-\ APPLIED ALLOWABLE STRESS STRESS (PS I ) 23855 . 23756. 23637 . 23624. 23434 . 23271 . 2352S . 2383 1 . 23005. 23366 . 23181. 23253. 22848. 23655. 22217. 21474. (PSD 24000 . 24000 . 24000 . 24000 . 24000. 24000 , 24000 . 24000 . 24000 . 24000 . 24000 . 24000 . 24000 . 24000 . 24000 . 24OOO . : THE DESIGNER MUST CHECK THE DEVELOPMENT LENGTH AND BAR *** 1 = *"^ ••. 3 = SPACING C.N i Ot-i Err DEPTH ( 45 44 45 44 45 44 45 44 45 43 45 43 45 43 44 42 IN) .56 .68 .50 .50 .44 .31 .38 .13 .28 .84 .18 .55 .06 .18 .75 .25 ERROR p BAR SPACE .... : ,,-- | REQ NO FOOT ERROR STEEL BARS DEPTH CODE _ (IN) <SQ IN) 3.18 3.42 4.31 4.64 5.65 6 . 03 7 . 23 7.86 9.03 10.03 11 -.27 12.02 16.37 18.01 29.92 29.92 CODE FOR 25. 23. 25. 23. 25. 23. 25. 23. 25. 23. 25. 24. 25. 24. 25. 24. 35 50 39 60 43 71 46 82 52 98 58 15 65 37 84 95 (FT) 58 4 . 50 54 43 4 . 50 40 33 4 . 50 31 26 4 . 50 24 21 4.50 19 17 4.50 16 12 4.50- 11 7 4 . 50 7 1 2 1 I 4 I 34 " 34 | 34 • ADEQUATE 1 ERROR CODES: BAR BAR BAR SPACING- SPACING SPACING 4 = INADEQUATE LESS THAN LESS THAN MORE THAN THE AASHTO MINIMUM. (CODE THE PREFERRED THE AASHTO DEVELOPMENT LENGTH. ( MAX CODE CALTRANS IMUM (18 8.25) 8.21. MINIMUM. ") .(CODE 1) (BR. DES. 8 . 20 ) 1 DET. ) 1 1 1 I I I I I I I I I I I I I I I I I I * TOP FLEXURAL REINFORCEMENT # * * t *:*•**•*•************!!{*:}:*•**** ^ •}: ijt * * * * :s * ^ :-^ i; •;; (AREA OF STEEL REQUIRED FOR DIFFERENT BAR SIZES)^ .OWABLE EFF BAR REQ NO FOOT ERROR STRESS DEPTH SPACE STEEL BARS DEPTH CODE BAR SIZE 4 4 5 5 6 6 7 7 3 e BAR DIR X Y X Y X Y X V X Y LOAD TYPE MIN2 MIN2 MIN2 MIN2 MIN2 MIN2 MIN2 MIN2 MIN3 MIN3 APPLIED STRESS (PSI) 0. 0. 0. 0. 0. 0. 0. 0 . 0. 0. (PSI)(IN)(IN) (SQ IN)(FT) 24GOO. 48.72 24000. 48.16 24000. 48.66 24OOO. 47.96 24000. 48.56 10.65 24000. 47.68 10.65 2400O, 48,50 15.08 24000. 47.50 13.92 24000, 4S.44 15.07 24000. 47.31 15.07 NOTE: THE DESIGNER MUST CHECK THE ERROR CODE FOR ADEQUATE DEVELOPMENT LENGTH. AND BAR SPACING. *** ERROR CODES: 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20). 4 = INADEQUATE DEVELOPMENT LENGTH. (CODE 8.25) 4.77 4.77 7.55 7.25 0.65 0.65 5 . 08 3.92 5.07 5 . 07 7 7 7 7 7 7 7 7 . 9 9 .69 .78 .70 .81 .72 .86 . 73 .89 .48 .48 39 39 25 26 18 18 13 14 13 13 4 . 50 4.50 4.50 4 , 50 4 . 50 I L ^^^M&ts&m 0 si a i o 1 ****************************************************** * MINIMUM, PREFERRED BAR SPACING & DEVELOPMENT LENGTH * .-, . ..,. v ************************************************************************ THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL NOT BE LESS THAN 1.3 BAR DIAMETERS (NOMINAL), 1.5 TIMES THE MAXIMUM SIZE COURSE AGGREGATE NOR 1.51 NCHES . ( CODE 8.21.1)) PREFERRED CENTER TO CENTER SPACING BASED ON BRIDGE DESIGN DETAILS P 13-2 BAR BAR NOMINAL MIN CLEAR DEFORMED MINIMUM PREFERRED DEVELOPMENT SIZE AREA DIAMETER DISTANCE DIAMETER C. TO C. C. TO C. LENGTH SPACING SPACING 4 5 6 7 8 9 10 11 14 18 *** 1 — o A- *"°~ 3 = 4 = . 20 .31 .44 .60 .79 1. 1 . 00 1 . 1 . 27 1 . .1 . 56 1 . 2.25 1. 4 . 00 2 . ERROR CODES BAR SPACING BAR SPACING BAR SPACING INADEQUATE 500 625 750 875 000 12B 270 410 693 257 • LESS LESS MORE 2 . 250 2 . 250 2 . 250 2 . 250 2 . 250 2.250 2.250 2 . 250 2.539 3 . 386 THAN THE THAN THE THAN THE . 563 2 .638 2 . 875 3 1.000 3 1.125 3 1 . 250 3 1 . 438 3 1 . 625 3 1.875 4 2 . 500 ' 5 AASHTO MINIMUM PREFERRED CALT AASHTO MAXIMUM DEVELOPMENT LENGTH. (CODE 8.2 .813 3.250 . 938 3 . 500 .125 3.750 . 250 4 . 000 . 375 4 . 250 . 500 4 . 50O .688 4.750 . 875 5 . 000 .414 5 . 500 . 886 6 . 000 . (CODE 8.21.1 RANS MINIMUM. (18"). (CODE 5) SPC<6" SPC>=6 12 12 15 12 19 15 26 20 34 • 27 42 34 54 43 66 53 90 72 1 1 6 93 ) (BR. DES. DET. 8 . 20 ) BEST ORIGINAL 1 1 1 5 1U 1 1 1 1 1 1 |• 1 1 1 1 1 . 1 1 1 1 1 •1 1• 1 1 1 1 1 1 1 1 TITLES CANNON ROAD PIER 3 OR 4 FOOTING 17-FEB-89 PAGE 15 ************************* * BAR REINFORCING STEEL * ************************************************************************* BAR TYPE BAR NO LENGTH WEIGHT WEIGHT SIZE BAR (FT) (LB/FT) (LBS) TOP X-BAR 5 19 15.2 1.043 301. Y-BAR 5 19 15.2 1.043 301. BOTTOM X-BAR 8 33 15.2 2.670 1336. Y-BAR 8 31 15.2 2.670 1255. STIRRUP 5 180 4.8 1.043 892. NOTE: STIRRUPS ARE REQUIRED IN A BAND EXTENDING 6 INCHES MAXIMUM FROM THE COLUMN REINFORCEMENT TO 44 INCHES FROM THE FACE OF THE COLUMN IN THE "X" DIRECTION AND 44 INCHES FROM THE FACE OF THE COLUMN IN THE "Y" DIRECTION. ************************************************ * QUANTITIES AND ESTIMATED COST - PILE FOOTING * *************************#.*********************************************** CONTRACT ITEM UNIT QUANTITY PRICE AMOUNT STRUCTURE EXCAVATION (BR) CY 126. 225.00 28350. STRUCTURE BACKFILL (BR) CY 78. 0.00 0. STRUCTURE CONCRETE, BR FTG CY 43. 275.00 11733. BAR REINFORCEMENT <BR) LB 4085. 0.50 2042. FURNISH PILING LF 2000. 35.00 70000. DRIVE PILES EA 20 1750.00 35000. TOTAL COST 147126. §^ r r* VL py B : f*F !L 1 C {, 1 PI [ rL I, [ TITLE: CANNON. ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89- PAGE *•; I 1 I I * * * * ;*******##************************************ FOOTING '* '"" "" PILE AND SPREAD FOOTING DESIGN PROGRAM MeDANIEL ENGINEERING COMPANY VAX VERSION 1.2 5 . 50 5.50 :5 . 06 5.01 5.01 :5 . 00 FIX FIX 1 FT FT FT**2 FT FT PERCENT COLUMNS ************************************************************************ **************** COLUMN DATA * ************************************************************************ COLUMN WIDTH X-DIR (TRANS) COLUMN DEPTH Y-DIR (LONG) COLUMN AREA EQUIVALENT WIDTH X-DIR (TRANS) = EQUIVALENT DEPTH Y-DIR (LONG) = LIVE LOAD PERCENT IMPACT END CONDITION ABOUT X-AXIS - END CONDITION ABOUT Y-AXIS NUMBER OF COLUMNS IN BENT ***************** FOOTING DATA * ************************************************************************ TYPE OF FOOTING ANALYSIS = DESIGN FOOTING LENGTH X-DIR (TRAN) = 16.OO FT FOOTING WIDTH Y-DIR (LONG) = 16.00 FT MIN FOOTING DEPTH CONSIDERED 4.50 FT MAX FOOTING DEPTH CONSIDERED = 10.00 FT TYPE OF FOOTING = PILE ******************************** FOOTING MATERIAL PROPERTIES * **********#**********************************#***#*********************# ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3250.0 PSI YIELD STRESS OF STEEL REINFORCEMENT (FY) = 60000.0 PSI UNIT WEIGHT OF CONCRETE = 150.0 PCF MODULAR RATIO (ES/EC) (N) = 8.9 I I * I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 2 * TOP FLEXURE REINFORCEMENT DATA * BAR SIZE IN X-DIR CTRAN) BAR SIZE IN Y-DIR (LONG) TOP BAR CLEARANCE DIRECTION OF TOP BARS 5 ... 5 5.00 INCHES X DIRECTION # * * * * * * * # # * * % * * # # * * * * * # * * * * * * * * # * * * BOTTOM FLEXURE REINFORCEMENT DATA * *************************** *;i 8 8 ' • 8.00 INCHES X DIRECTION * SHEAR REINFORCEMENT DATA * * * * * * * * * * * * :*: * * * * * * * * * * * * * * # * * * * * * * * * * * * * * * * * * * ****** * * * * * * * ******** * * * * * * r c r ** f BAR SIZE IN X-DIR (TRAN) BAR SIZE IN Y-DIR (LONG) BOTTOM BAR CLEARANCE DIRECTION OF BOTTOM BARS STIRRUP BAR SIZE STIRRUP SPACING X-DIR (TRAN) STIRRUP SPACING Y-DIR (LONG) ************** SOIL DATA * DEPTH OF EARTH COVER UNIT WEIGHT OF COVER ENVIRONMENTAL FACTOR (Z) *************************** PILE FOOTING COST DATA * 12.00 INCHES 12,00 INCHES 6.00 FT = 120.00 PCF = 100.00 K/IN I L CONTRACT ITEM STRUCTURE STRUCTURE EXCAVATION BACKFILL (BRIDGE) (BRIDGE) STRUCTURAL CONCRETE BRIDGE FOOTING = BAR REINFORCEMENT (BRIDGE) FURNISH PILING DRIVE PILES PRICE UNIT 225.00 $/CY 0.00 $/CY 275.00 */CY . 0.50 */LB 35.00 */FT 1750. * EA r L I TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-B9 PAGE 3 ***** *********************************************************.#****#***** TOTAL NUMBER OF PILES- TOTAL NUMBER OF ROWS DIAMETER OF PILE CONSIDER TENSION IN PILES LENGTH OF ONE PILE 14.0 INCHES YES (YES OR NO) 100.0 FEET I I **************************** PILE LOADING CAPACITIES ************************************************************************** SERVICE LOAD CAPACITY = SERVICE LOAD CAPACITY ,' UPLIFT) = -ACTORED LOAD CAPACITY = -ACTORED LOAD CAPACITY (UPLIFT) = EARTHQUAKE LOAD CAPACITY = EARTHQUAKE LOAD CAPACITY (UPLIFT) = * PIL£ LAYOUT DATA * ROW NO 1 2 3 4 5 6 NO OF PILES 5 3 2 2 3 5 Y-COORD (FT) 6 . 50 3.25 0.00 0 . 00 -3 . 25 -6 . 50 X -SPACING ( FT ) 3.25 6 . 50 6.50 13.00 6 . 50 3.25 103 -13 155 -29 156 -37 TONS TONS TONS TONS- TONS TONS I I I I I I *********************************** * MOMENT OF INERTIA OF PILE GROUP * ************************************************************************* IXX = 485.88 PILE-FT**2 IVY = -485,38 PILJE-FT**2 1 1 1 11BV 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITLE: „.,„= $$%.%%.'#.) PILE 1 2 A 5 6 7 8 9 10 11 .fc .•£. •i -f 14 15 16 17 IS 19 20 CANNON ROAD PIER 2 ^GSl^TESS(reET! jc $ £$ %.%%%.%.%.%% %%%%.%%% X-COORD Y-COORD -6 , 50 6 . 50 -3 .25 6 . 5O 0 .00 h . 50 3 , 25 6 . 50 6 . 5O 6 . 50 -6 . 50 3 . 25 0 , 00 3 . 25 6 . 50 3 . 25 -6 . 50 0 . 00 -3 .25 0 . 00 3 . 25 0 . 00 6 . 50 0 . 00 it z?. . '-. __. -?• <-j sr 0 , 00 -3 . 25 & , DO -~-.i . i;o -6 , 50 -tb . 50 -._• * jiO 4.^ 4 OO 0 , 00 -6 . 50 3 . 25 -A . 50 6 . 50 -6 . 50 17-FEB-89 PAGE 4 1 ,. I {• . * ] I ' qij • — i i *:•'•.. , i. • -u- ' - " *fc T. - */;•••»„--," .. . . - * f . -.7 -' •'• • -. • .j.v . '«*•? -£"•-• "c^ ••""•/ ' '* n«*v* *:i.* ;*^.^'» « - TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-B9 PAGE 5 • •:..'• . . : ' • • ....:--- -..- . -•• *.. -•••'>- :.-. :.< -< .» X I .* V .*• .(. % A j ;V ,^ :,; .^ a A A A .< ,K .-f. ,i ,j£ if A ******************* ***:U*^ CANNON ROAD PIER 2 OR 5 BOTTOM : LL+ IMPACT '. CASE 1 CASE 2 CASE Z DEAD PRE TRANS LONG AXIAL LOAD STRESS MY-MAX MX -MAX N-MAX WIND WL LF CF-MY TEMP MY 0 0 921 270 921 857 453 0 0 0 MX 361 -607 94 528 94 275 206 233 0 2049 P 1415 0 227 133 227 -70 -21 -1 0 3 PMY 2440 1462 2440 0 PMX 190 1262 190 0 P 45S 273 458 0 (ARS) UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED MAX TRAN MAX LONG AL1 AL2 AL1 AL2 MY TRAN 19911. 5973. 0. 0. 0. 0. MX LONG 8791. 29302. 0. 0. 0. 0. P AXIAL -54. -180. 0. 0. 0. 0. PROBABLE PLASTIC (PB) LOADS (1.3 X NOMINAL MOMENT) (K-FT) 1 1^B 1 1 1 1 1 1 1 1 PB1 PB2 PB3 PB4 PBS PB6 PB7 -, MAX TRAN 75-DEGREE 60-DEBREE 45-DEGREE 30-DEGREE 15-DE6REE MAX LONG • $?. • '»:' ) } It } I MY 8831. 8530. 7648. 6244. 4415. 2286. 0 MX 0. 2286. 4415. 6244. 7648. 8530. 6831 P 1416. 1416. 1416. 1416. 1416. 1416. 1416 * 1 1 1 1 1 I I I I I I I I I I I I I I I I I I TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 6 * SERVICE LOADS <S NOTE: RATIO = CAPA LOADING GRP IH IH IH II III III III IV IV IV V VI VI VI CA 1 j£ ""•» 1 '*/ —,. 1 2 3 1 2 3 nr r TRAN MY 737. 216. 737 ,. 686. 1 1 58 , 741 . 1 158, 589, 173. 589. 612. 1034. 662. 1034. EH ) FOR F CITY (COM LIED LOAD LONG MX 171. 176. 171 , 23 , 281 . 558, 281, 1 503 , 1780. 1503. -. 1484. 1714. 1962. 1714. OQTINS DESIGN < K-F ****************** P OR UPLIFT) / (MA U S . COMB M 756. 279 . 756, 636 , 1191. 928. 1191 . 1614. 1789. 1614. 1 606 . 2002. 207 1 . 2002 . AXIAL P 1936. 1860. 1936, 1415, 1582. 1522, 1 582 , 1619. 1559. 1619, 1302. 145.1. 1397. 1451. •>.-; <* •- -' ^3ffg' - T ) * ***********»*» * *-•*.•*•• - -,-Al X OR MIN) CAP- PL I FT -37. MIN PILE ***********tt*A. -j '-• - :••»"• PILE LOAD CAP COMP 206 . MAX PILE LOAD RATIO LOAD. 85. 88. 85. 61 , 60, 59, 60. 53 . 52. 53. 37. 36 . 35. 36 . 109. 98, 1 09 . 80. 98. 93. 98. 109. 104. 109. 93. 109. 105. 109. ..".-^KTO- -•'•• •• -/.r **£***** r - r RATIO HH 1 2 i 2 2 o 2 1 1 1 .•*' 1 1 1 .89 .10 .89 ,57 , 1 0 ,20 .10 .89 .98 ,89 .21 .88 .96 .88 OK OK GK OK OK OK OK OK OK OK OK OK OK OK m i\ r--*L THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 166. KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 339. KIPS FOR GROUP VI CASE 3 THE PILE LOADS AT EACH CORNER ARE i 82, 36 109. TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE I 0 'I '•» FACTGREJ LOADS u-AC) FCR r DOT INS DhSISN (K-FT) * K*********************^^ NOTE: RATIO = CAPACITY (COMP OR UPLIFT) / (MAX OR MIN) PILE LOAD PHI • = .75 ji* J-, |~, LOADING GRP IH IH IH IP IP IP II III III III IV IV IV V VI VI VI CA . 1o •?. 1 2 3 1 2 3 1 2 3 1 2 3 MI- r TRAN MY 1596. 468. 1596. 253S, 1 520 . 2538. 1114. 1881. 1204. 1881. 958. 281. 958. 1071 , 1809. 1158. 1809. LIED LOAD LONG MX 25. 777. 25. 60 . 1175. 60. 220, 638. 1089. 638. 2624. 3075 . 2624. 2749. 3151. 3585 . 3151. COMB M 1597. 907 . 1597, 2538 , 1921 . 2533, 1136. 1986. 1624. 1986. 2793. 3088 . 2793. 2951 . 3633. 3768. 3633 . I « AXIAL P 2674. 2511 . 2674 „ 2757 , 2564, 2757. 2189. 2460 . 2363 . 2460 .' 2520 . 2423. 2520 . 2126. 2387 . 2293. 2387 . CAP JPL I FT ~~»JO * MIN PILE LOAD RATIO 112. 109. 112. 1 03 . 92 . 1 03 . 92. 89. 87. 89. 78. 76. 78. 55. 53. 51 . 53. CAP COMP 310. MAX PILE LOAD 155. 142. 155, 173, 164, .j -?~;l•X / -J' * 127. 157. 149. 157. 174, 166. 174. 157. 186. 178. 186. RATIO 2 t-?; ^1 •j i 2 1 2 1 1 1 1 1 1 1 1 . 00 . 18 . 00 .80 . 89 .80 .44 .98 .08 .98 .78. .87 .78 .97 .67 .74 .67 OK OK OK OK j : !•;. OK OK OK OK OK OK OK OK OK OK OK OK THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF5COVER = 216. KIPS WEIGHT OF FOOTING = 225. KIPS TOtAL =441. KIPS FOR GROUP VI CASE 3 THE PILE LOADS AT EACH CORNER ARE: 137. 136. 53. 101. I I I I I I I I I I I I I I I I I I TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 8 •C -0 -f> '.". It "— /^.£ tH **** NOTE ARS PHI a RTHQUAK ******* : RATIO E LQAD3 *******; ft .-^ .-|* .'A ,}V .•;* !fk -T- -'ft -•.-• -.•<. CEQ> FDR F = CAPACITY (COMP UNREDUCED SEISMIC (VII) & = 1 . 00 LOADING GRP VII V 1 1 PB1 PB2 PB3 PB4 PBS PB6 PB7 CA AC'C'IHrr l TRAN MY 1 19911. 2 ™ 1 1 1 1 .1 1 5973 . 883 1 . 8530 . 7648. 6244. 4415. 2286. 0. _IED LOADS LONG MX 9037 . 2 29548 . 3 0. 2286 . 4415. 6244. 7648. 8530 . ' 883 1 . .-,-. .-[•• -p. .p. -'fv .ji. .-j DOTING DESIGN ******** OR UPLIFT) / ( / £~F"T ) $ ***** MAX OR MIN) PILE LOAD PROBABLE PLASTIC (PB3 COMB M 1866. 0 1 46 . 9831 . 3831 . 3831 . 8330 . 8831. 8831 . 8831. • AXIAL P 1700. 1574. 1755, 1 755 , 1755. 1755. 1755. 1755. 1755. CAP UPLIFT -75. MIN PILE LOAD -'' -30. -57 . -74, -79. -74. —57 . -30 . RATIO 2 . 46 .1 ,31 1 . 02 0 . 94 1 . 02 1.31 2.46 CAP COMP 312. MAX PILE LOAD 206 . 232, 249. 255. 249. 232. 206 . RATIO 1 1 1 1 1 1 1 .52 .34 .25 .22 .25 .34 .52 NA NA OK Oh:: OK NB** OK OK OK r r E I THE FOLLOWING ARE INCLUDED IN THE APPLIED LOADS ABOVE: WEIGHT OF COVER = 166, KIPS WEIGHT OF FOOTING = 173. KIPS TOTAL = 339. KIPS FOR GROUP PB4 CASE 1 THE PILE LOADS AT EACH CORNER ARE 88. 255. -79. 88. [ c L TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-B9 PAGE 1 ] ] ******************************************* * DESIGN OF BOTTOM FLEXURAL REINFORCEMENT * KEY TO TYPES OF LOADS: x * * $ * * * * * * * * * $ * * :K * * * * SER = SERVICE LOADS FAC = FACTORED LOADS PHI = 0.90 EQ = EARTHQUAKE LOADS PHI = 1.00 MINI = MINIMUM REINFORCEMENT (ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT (ART 8.17.1.2) BASED ON STEEL AREA ONE THIRD GREATER THAN REQUIRED BY ANALYSIS MAX = MAXIMUM REINFORCEMENT (ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO FOOTING DEPTH = 4.50 FT BAR BAR LOAD CON DEPTH SIZE DIP TYPE 6RP CA EFFECTIVE (INCHES) APPLIED REQUIRED NO MOMENT STEEL AREA BARS (K-FT)(SQ IN) "1J I "1~J "'!1 B 8 8 8 8 8 S 8 Q 8 8 8 X Y X Y X Y X Y X Y X Y SER SER FAC FAC EQ EQ MINI MINI MIN2 MIN2 MAX MAX IH IV IP IV PB1 PB7 1 2 1 *~i -b- 1 1 **************** CONTROL i 8 8 X Y SER SER IH IV 1 2 45 44 45 44 45 44 45 44 45 44 45 44 .44 .31 .44 .31 .44 .31 .44 . 31 .44 .31 .44 .31 2022 . 1897. 3341 . 3122. 4107. 4107. 399O . 3990 . 2696. 2530 . 25138. 23904 . 23 22 16 15 18 19 20 20 31 30 151 147 .81 .91 .69 .99 .50 .00 .01 .55 .75 .54 .54 .77 31 29 22 21 24 25 26 27 41 39 192 188 ************************************* 45 44 .44 .31 2022 . 1897. 23 22 .81 .91 31 29 1 1 1^v 1 •1 1 1 1 1 •1 1 •• 1 1 1 1 ^^^^^^^^^_ TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 10 fc**4*******^****:^ ••*-" * DESIGN OF TOP FLEXURAL REINFORCEMENT * *,«** + *,..* f. , *.., , >.>•**.**.,*.?,**.?.-,.. ,., -. **. -...,.+ .>.** + **»..*»* KEY TO TYPES OF LOADS: SER = SERVICE LOADS FAC = FACTORED LOADS PHI = 0.90 EQ = EARTHQUAKE LOADS PHI = 1.00 M INI = MI N I MUM RE I NFORCEMENT ( ART 8.17.1.1) BASED ON 1.2 X THE CRACKING MOMENT MIN2 = WAIVER OF MINIMUM REINFORCEMENT (ART 8 BASED ON STEEL AREA ONE THIRD GREATER MAX = MAXIMUM REINFORCEMENT (ART 8.16.3.1) BASED ON .75 X BALANCED STEEL RATIO - , . .& .-{?. .\ .•[• :£. :n --ft, /& .',% .^ :$• ••$. '^ -jt * .17.1.2) THAN REQUIRED "*" •'t'" •'• •• !---V:.-*ft.- ***•*«••"'"*•'"* ••<^*-"v • *„•_•. BY ANALYSIS r . r r- .. f a MIN3 = MINIUMUM REINFORCEMENT (TEMPERATURE) (ART 8.20) B BASED ON 18" MAXIMUM BAR SPACING FGGTING DEPTH = 4.50 FT BAR BAR LOAD CONTROL DEPTH APPLIED SIZE DIR TYPE GRP CA EFFECTIVE MOMENT (INCHES) (K-FT) 5 X SER 48.66 0. 5 Y SER ' 47.96 0. 5 X FAC 48.66 0. 5 Y FAC 47.96 0. 5 X EQ PBS 1 48.66 1417. 5 Y EQ PB3 1 - 47.96 1417. 5 X MINI 48.66 3990. 5 Y MINI 47.96 3990. 5 X MIN2 48.66 1890. 5 Y MIN2 47.96 1890. 5 X MAX 48.66 28828. 5 Y MAX 47,96 28016.. 5 X MIM3 48.66 811. 5 Y M1N3 47,96 799. REQUIRED STEEL. AREA (SQ IN) 0 . 00 0 . 00 0 . 00 0 . 00 5.87 5,95 13.63 18.91 7.82 7.94 162.28 159.98 3 , 72 3.72 NO BARS 0 0 0 0 19 20 61 61 26 26 524 517 12 12 * * * * * * * * * * * * * * $ * CONTROL ************************* # *********** * ******* * * 5 X EQ PBS 1 48.66 1417. 5 Y EG PB3 1 47,96 1417. 5.87 5.95 19 ' 20 [ i rL., T"L • E ffST- c L I L . ...!«-.;•.••:.,, ,;.. , > i-rfBiKWffWf— • ... ..flr i:'.||:!|t|fi:iBf>iy*«*»«« - 1 -J I 1J j n nj "1 ] I! ij i '3 • m 'M , U nJ 0 TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 11 • - - , - • ,- i~y- ar - ^ - -• • #***##**##****#*##***#****###******** FINAL RESULTS FOR FOOTING DESIGN * x * x •" ' •••:. * •¥. 3 ;r .if '(. ;s '.?: ;? t •>• ? ;:•: ;•: :V ,*: > •?.* •'(. * .* * * * % * *: ;?: $* T? >; * y ;? .* ^^: ;? ••*: :*; * * * * *: 1!? * :f .* •* * * :* # * .^ * ? :?. :: •• f . • - FOOTING LENGTH = 16.00 FT ••-•* - FOOTING WIDTH - 16.00 FT INPUT DEPTH = 4.50 FT FOOTING DEPTH REQUIRED FOR SHEAR = 4.50 FT FOOTING DEPTH REQUIRED FOR MOMENT = 4.50 FT ft******************** * PILE LOAD RESULTS * ******************************* ¥¥*¥¥¥¥¥**¥¥¥¥¥¥¥¥¥¥*¥¥¥¥******¥*¥¥**¥¥** LOAD CONTROL MIN PILE CAPACITY CONTROL MAX PILE CAPACITY TYPE GRP CA LOAD UPLIFT GRP CA LOAD COMP (K) (K) (K) (K) SEP. VI 2 55 . -37. OK VI 3 109. 206, OK FAC VI 2 51. ~56. OK VI 3 136. 310. OK EO PB4 1 -79, -75. MB* PB4 1 255. 312. GK * SHEAR RESULTS * *******¥**********«***^ DEPTH = 4.50 FT PERIMETER (BO) = 34.98 FT RATIO = CAPACITY / APPLIED LOAD CONTROL DEPTH SHEAR SHEAR TYPE GRP CA EFFECTIVE APPLIED CAPACITY RATIO (INCHES) (KIPS) (KIPS) FAC IP 1 DX = 45.44 VX = 535. VUX = 1644. 3.07 FAC VI 2 DY = 44.31 VY = 567. VUY = 1603. 2.83 FAC IP 1 DP = 44.87 VP = 1880. VUP = 3651. 1.94 EQ .PB1 1 DX = 45.44 VX = 663. VUX = 1644. 2.48 EQ PB7 1 DY = 44.31 VY = 744. VUY = 1603. 2.16 EQ PB7 1 DP = 44.87 VP = 1154. VUP = 3651. 3.16 * TOP AND BOTTOM FLEXURE RESULTS * ##***##*#***#**##*#*####* *:r######*#^ FOOTING DEPTH = 4.50 FT BAR BAR LOAD CONTROL EFF APPLIED BAR AREA BARS ERROR SIZE DIR TYPE GRP CA DEPTH MOMENT SPACE REG REQ CODE (IN) (K-FT) (IN) (SI) TOP 5 ' X MIN2 PB5 1 43.66 1417. 10,07 5.67 19 5 V MIN2 PB3 1 47.96 1417. 9,54 5.95 20 BOTTOM 8 X SER IH 1 45.44 2022. 6.03 23.81 31 8 Y SER IV 2 44.31 1897. 6.46 22.91 29 1 I 1 * • I • 1 1 I • •™ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 12 % BOTTOM 7LEXURAL RE ENFORCEMENT * ********************** ************.****^^y *• -,>'.••, '. (AREA OF STEEL REQUIRED FOR DIFFERENT BAR SIZES) BAR SIZE 6 6 7 7 8 8 9 9 10 10 11 11 14 14 18 18 BAR LOAD APPLIED ALLOWABLE DIR TYPE STRESS STRESS X SER Y SER X SER Y SER X SER V SER X SER Y SER X SER Y SER X SER Y SER X SER Y SER X SER Y SER (PS I 23939 23827 23789 23411 23362 24005 23856 23045 23783 23078 23067 23935 23323 22874 20848 20765 ) (P3I) 24000 . 24000 . 24000 . 24000 . 24000 . * 24OOO . 24OOO . 24000 , 24000 . 24000 . 24000 . 24000 , 24OOO . 24000 . 24000 . 24000 . EFF DEPTH 45 44 45 44 45 44 45 44 45 43 45 43 45 43 44 42 IN) .56 .68 .50 .50 .44 .31 .38 .13 .28 .84 .18 .55 .06 .18 .75 .25 NOTE: THE DESIGNER MUST CHECK THE ERROR DEVELOPMENT LENGTH AND BAR SPACING. **# 4 — r—t __ n „_ ERROR CODES BAR SPACING BAR SPACING BAR SPACING INADEQUATE * LESS LESS MORE BAR REQ NO FOOT ERROR- SPACE STEEL BARS DEPTH CODE ( 3 3 4 4 6 6 7 7 10 10 12 12 18 18 29 29 IN) (SQ . 42 23 .55 22 .64 23 .76 22 . 03 23 . 46 22 , 86 23 .86 23 . 03 23 . O3 23 . 02 - 23 . 88 23 .01 24 .01 23 .92 24 .92 24 IN) .74 .70 .77 .80 .31 .91 ,84 .01 .90 .17 .95 .33 .02 .54 . 20 .10 (FT) 54 4 . 50 2 52 2 40 4 . 50 39 31 4 . 50 29 24 4 , 50 24 19 4 . 50 19 16 4.50 15 11 4 . 50 34 11 34 7 4 . 50 34 7 34 r r c r E i [ [ i i CODE FOR ADEQUATE Rfit THAN THE AASHTO MINIMUM. (CODE THAN THE PREFERRED CALTRANS MI THAN THE. AASHTO MAXIMUM (18"), DEVELOPMENT LENGTH, (CODE 8.25) 8.21.1) j NIMUM. (BR. DES. DET , ) ( ( CODE 8 . 20 ) ' • . -"v(«K»t»^,. ,,.-••>- •• :tsi!-»'ni(i:«fff<f»r i i i i i i i i i i i i i i i i i i TITLE: CANNON ROAD PIER 2 OR 5 FOOTING 20 PILES 17-FEB-89 PAGE 14 ******************************************************& .''i iiMihi.'f'i, Pr.EF -HK^D 3AR Si-AC IMG '• DEVELOPMENT LENGTH * * * :f * * * * * * * * * * * * * * * % * * :s * •v* * * * * * * * 11: * * * * * * ********************************•< UNITS INCHES THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL NOT BE LESS THAN 1.5 BAR DIAMETERS (NOMINAL), 1.5 TIMES THE MAXIMUM SIZE COURSE AGGREGATE, NOR 1.5 INCHES. (CODE 8.21.1)) PREFERRED CENTER TO CENTER SPACING BASED ON BRIDGE DESIGN DETAILS P 13-20 c f BAR BAR NOMINAL MIN CLEAR SIZE AREA DIAMETER DISTANCE 4 5 6 7 8 9 10 11 14 IS .31 .44 . 40 .79 1 . 00 1.27 1 .56 2.25 4.00 . 500 .625 . 750 ,875 1 .000 1 .128 1 .270 1 .410 1 .693 2.250 2.250 2.250 2,250 2.250 2.250 2.250 2.250 2.539 3.386 DEFORMED DIAMETER 563 688 875 000 125 250 438 625 875 . 500 MINIMUM PREFERRED DEVELOPMENT C. TO C. C. TO C. LENGTH SPACING SPACING SPC<6" SPC>=6" 2.813 2.938 3. 125 3.250 3.375 3.500 3.688 3.875 4.414 5.886 . 3.500 3 ,750 4.000 4,250 4.500 4.750 5.000 5.500 6.000 15 19 26 34 42 54 66 90 116 12 15 20 27 34 72 93 3-C [ *** ERROR CODES? 1 = BAR SPACING LESS THAN THE AASHTO MINIMUM. (CODE 8.21.1) 2 = BAR SPACING LESS THAN THE PREFERRED CALTRANS MINIMUM. <BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODB: 8.20) 4 = INADEQUATE DEVELOPMENT LENGTH. (CODE 8.25) L o I TITLE: CANNON ROAD PIER 2 OR • - • . . ' . ************************* :-r •••: jj-v •»•• - - i\iC- • ;<-!-' ' •''.•;•• •— i — - : -£ ,j; .£ ;: !•; £ .£ .^ .£ .* .£ .^ ,£ .£ ..£ •& ,-: .£ .£ ,j; i r. $ ;j; #. $ .$ .,{:. ^. 5 FOOTING 20 PILES 17-FEB-89 PAGE 15 * •--••- «•„ ^ ff Q^ t ..;, . . _^ _ '-v'V. -• T " 77 '\ *fr & -r- *T- -i" -1^ •?• nt •'!"• T "P1 '^ -j* -T- •T* -^- •'P' -i^ -^ '?• -'f- •?• '"?• **?"• '"f1 -If1 'fv 'J1 -'f> -i- •"• 'fr -T- $• -f^ ••?• •* -"fr 'T1' ^ 'F- *?• H*- •"?• •* .•...•-...•>.- .- . . -. BAR TYPE BAR NO LENGTH WEIGHT WEIGHT SIZE BAR . (FT TOP X-BAR 5 19 15. Y-BAR 5 20 15. BOTTOM X-BAR 8 31 15. Y-BAR . 8 29 15. STIRRUP 5 180 4. NOTE: STIRRUPS ARE REQUIRED ) (LB/FT) (LBS) 2 1.043 301. 2 1.043 316. 2 2.670 1255. 2 2.670 1174. B 1 . 043 892 . IN A BAND EXTENDING 6 INCHES MAXIMUM FROM THE COLUMN REINFORCEMENT TO 44 INCHES FROM THE FACE OF 43 INCHES FROM THE FACE OF THE COLUMN IN THE " X " DIRECTION AND THE COLUMN IN THE "Y" DIRECTION. • I • 1 I • 1 1 1 * QUANTITIES AND ESTIMATED COST - PILE FOOTING * ************************************************************************* CONTRACT ITEM STRUCTURE EXCAVATION (BR) STRUCTURE BACKF I LL < BR ) STRUCTURE CONCRETE. BR FTG BAR REINFORCEMENT (BR) FURNISH PILING DRIVE PILES TOTAL COST UNIT QUANTITY PRICE AMOUNT CY 126. 225. OO 2835O . CY 7E-, 0.00 0. CY 43. 275.00 11733. LB 3938. 0.50 1969. LF 2000. 35.00 70000. EA 20 1750.00 35000. 147053. f 1 | ^W I • 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I COMF> LITER OUTF»LJT r c r. i c '} 1£mwwwmtmmmmwmmmmm STEEL COLUMN INTERACTION SURFACE PROGRAM I '"tOGRAfi LIMITATIONS AND WARNINGS: (1) ANALYSIS IS BASED ON THE FORMULAS FROH THE 1983 EDITION OF . THE AASHTO BRIDGE DESIGN SPECIFICATIONS ARTICLE 10,54. [) IT IS ASSUMED THAT THE COLUMN HEETS THE BRACING REQUIREMENTS J FOR COHPACT QR BRACED NON-COHPACT SECTIONS. 31 THE EQUIVALENT MOMENT FACTOR (C) AS DEFINED IN AABHTO ARTICLE ^ iO.54.2.2 HAS BEEN TAKEN AS UNITY, TOGGLE PRINTER ON TO LOG THIS SESSION ENTER PROBLEM TITLE: CANNON ROAD PILES .1 0 0 e I Met) McDANIEL ENGINEERING COMPANY ~fe:?eeSS^ I I I 5AT£; r *-'fr N6INEER:SHEET ^feOF»?"•->'* TkiC''.. "-''."T'sr, '.--.i.:-rt,i-..->,fc. v ••• | STEEL COLUMN INTERACTION SURFACE PROGRAM tttmmt ROBLEH TITLE: CANNON ROAD PILES I I I I I I I I I I I I I ========= INPUT STEEL COLUMN DESCRIPTION ========== ITER THE FOLLOHIN6 PARAMETERS 'COLUMN CROSS-SECTIONAL AREA (SQ IN): 34,4 [yiSLD STRESS OF STEEL iPSIi: 3sOOO ?!GHENT OF IMER'IA ABOUT X-AXIS (!r4): 1220 OF INERTIA ABOUT Y-AXIS <INA4): 443 COMPACT SECT. X-AHS (YorN) : Y COMPACT SECT. Y-AXIS (YorN) : Y PLASTIC SECTION MODULUS (Z) ABOUT X-AXIS UNA3) : 194 PLASTIC SECTION MODULUS (Z) ABOUT Y-AXIS (IH*3) : 91.34 COLUMN LENGTH SEMEN POINTS OF SUPPORT (FT) ; 24 EFFECTIVE LENGTH FACTOR (K) : .65 REVISE STEEL COLUMN PARAMETERS (Y or Nl? N BEST ORIGINAL HcD KcDANIEL ENGINEERING CQHPANY ' ' :i" •;*-< . • • . "TROJECT i mmsm STEEL COLUMN INTERACTION SURFACE PROGRAM mmmi ?W»LEH TITLE: CANNON ROAD PILES COLUHN X-SECTIONAL AREA COLUMN LENGTH 'STEEL YIELD STRESS YOUNG'S MODULUS 3LENDERNEE 3LENDERNES ANGLE 90.0 75.0 I 60,0 KtbS = S TIO (X-AXIS) = TIQ (Y-AXIS! = m (KtRl 0.0 23.2 48.3 75.1 103.8 134.2 166.5 200.5 ts.^ 236.4 T7.^ 274.0" 0.0 21.8 45.1 70.0 96.5 124.5 154.1 185.1 217.8 251.9 0.0 21.9 45.2 70.0 96.3 124.0 153.1 183.6 215.5 248.8 36000 29000000. 31.43 52.17 ?N (K) 962. i 855. i 748.7 641.7 534.8 427.8 320.9 213.9V 1 A 107.0 " PSI PSI IN IN M '970.0 962.6 855.6 748.7 641.7 534.8 427.8 320.9 213.9 107.0 0.0 962.6 855.6 748.7 641.7 534.8 427.8 320.9 213.9 107.0 0.0 BEST ORIGINAL 1 1 1 1 1 1 1 1^p 1 1 1 1 1 1 1•V 1 NcD McDANIEL ENGINEERING COMPANY PROJECT: ' DftTEs ENGINEER:SHEET OF mmmt STEEL COLUMN INTERACTION SURFACE PROGRAM WWWt PROBLEM TITLE: CANNON ROAD ANGLE MN (MFT) 45.0 0.0 23.6 48.7 75.2 103.1 132.4 163.! 195.2 228,7 263.5 30.0 0.0 27.7 56.8 87.5 119.7 153.3 188,3 224.8 262.6 301.9 15.0 0.0 36.4 74.4 114.1 155.3 198.0 242.3 288.1 335.3 384.0 0.0 0.0 59.1 119.6 181.5 244.8 309.5 375.5 511.8 582.07" PILES PN <K) 962.6 855.6 748.7 641.7 534.8 427.8 320.9 213.9 107.0 0.0 962.6 855.6 748.7 641.7 534.8 427.8 320.9 213.9 107.0 0.0 962.6 855.6 748.7 641.7 534.8 427.8 320.9 213.9 107.0 0.0 962.6 855.6 748.7 641.7 534.8 427.8 320.9 1 213'9 lot, 1107.0 * 0.0 "7 i fF •[' rt.. T L LATERALLY LOADED PILE PROGRAM PILEDG ***** (C) COPYRIGHT 1984- GEOSOFT ***** ALL RIGHTS RESERVED CANNON PILES PLASTIC HINGE - STRONG DIR. M=448 INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** ********* *** ****** NO. OF LAYERS = 2 INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY LJ 1 0 3 DEPTH , INCH. 0 . 000 DIAM., C , INCH." PSI 14.000 4.200 INPUT DATA FOR LAYER N0.= DEPTH, DIAM., C , INCH. INCH. PSI 240. OOO 14. OOO 4.200 J INPUT DATA FOR LAYER NO. = a i i aa ! DEPTH , INCH. DIAM., PHI , INCH. DEGREE 240 . OOO 1 4 . 000 30 . OOO INPUT DATA FOR LAYER NO. = DEPTH, INCH. 960.000 ITERATION 1 2 3 4 5 DIAM. , PHI , INCH. DEGREE 14.000 30.000 INFORMATION GAMMA, PCI 0 . 036 E50, BETA IN/IN. DEG. t 2 . 000 0 . OOO 1 SOIL TYPE= CLAY GAMMA, E50, BETA PCI IN/IN. DEG. O.O36 2. OOO O. 2 SOIL GAMMA , PCI 0.036 2 SOIL GAMMA , PCI 0 . 036 TYPE = SAND DR , BETA PERCENT DEG. 4O.OOO O. TYPE = SAND DR , BETA PERCENT DEG. 40.000 0. OOO il OOO ' OOO 2 . 62520708357 1 773 6.736487745541622 7 . 05533537529 1 759 7. 155694031293303 7 . 203056538 101315 * CANNON PILES PLASTIC HINGE - 1 - STRONG DIR. M=448 mmm CONST, SLOPE FACTOR l.OOO l.OOO CONST, O.5OO CONST, O.50O 1.000 CONST, SLOPE FACTOR l.OOO SLOPE FACTOR l.OOO SLOPE FACTOR 1.000 1 1•I 1 1 •1 1 •• 1• 1 1MV I • 1 1 1 1 ^^^^^^^^M INPUT INFORMATION ***************** .-- ••** , -,,,,;,-.»«-,•, .-•.••>..-«*- **.*v?*.#s~*Si-Vi=-*KX&l&'<- H^t-Ste^ :-.,.-«.,•-.. -v.. .-.. SHEAR = 45700 LBS. MOMENT =-5376000 LBS- IN RODE DIAMETER = i = 14 IN INCR. LENGTH = 12 IN NO. OF INCREMENTS 80 PILE LENGTH TOLERANCE F1 - Y DATA DEPTH TO P-Y CURVE, IN. ************ 0.000 0.000 0 . 000 0 . 000 0 . 000 0 . 000 0 . 000 0 - 000 0.000 240 . OOO 240 . 000 240 . 000 240.000 240 . 000 240 . 000 240 . 000 240.000 24O . 000 24O.OOO 240.000 24O . OOO 240 . 000 240.000 240.000 240 . 000 240 . 000 240 . 000 960.000 960 . 000 960.000 960 . 000 960 . 000 960 . 000 960 . 000 960 . 000 960.000 ^———.-^^^^^^^^^^^^^^^•l^^^^HHIMBM = 80 FT. • ^•ji«Sr''- '•' ' • ^-'^^^^^v-i'a^as^VifAfMr.-- -»»irja^-vs::fwfi-it;f->':"'^.^t;:5r.: . ••* •* • "-•'- • cr m = 7.1 5569403 1293303D-02 IN. F Y,IN. ***** O.OOO B.75O 17.500 35.000 70.000 140.000 280 . 000 560. OOO 14. OOO 0 . OOO 8.750 17.5OO 35.0OO 7O.OOO 140.000 280.000 560.000 14.000 O.OOO 0.014 O.O35 0.07O 0.140 0 . 232 0 . 350 1 . 050 14. OOO 0.000 0.014 0 . 035 0.070 0.140 0 . 232 0 . 350 1 . 050 14.000 ; P,LB/IN. \ ******** 0.000 44.131 55.588 70.021 88 . 200 111. 099 139.944 176.278 176 . 400 O.OOO i - 132.392 L. 166.765 21O.062 264 . 600 (_ 333 . 298 419.832 528.833 529.200 O.OOO 199. 92O 348 . 075 464.100 499.800 533.358 580.125 803 . 250 803 . 250 0 . 000 799 . 680 1392.300 1856.400 1999.200 2133.432 2320 . 500 3213.000 3213.000 0 13i L. t L I C , ^^mtmt^^i^ - ,,,-i,^^^^^^ *,..», -. . CANNON PILES PLASTIC HINGE - STRONG DIR. M=448 OUTPUT INFORMATION ****************** Y,IN.M,»-T-KIPS -I * EB,LB3/IN2 P,LE/IN- El,LS-IN.2 O.OO 1 . OO 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13. OO 14.00 15.00 16.00 17.00 18. OO 19. OO 20.00 21.OO 22.00 23. OO 24. OO 25. OO 26.00 27.00 28.00 29. OO 3O.OO 31.00 32. OO 33.00 34.00 35.00 36.00 37.00 38.00 39.00 40.00 41.00 42.00 43.00 44 . 00 45.00 46.00 7.20 6.98 6.74 6.47 6.20 5.91 5.61 5.30 4.98 4.66 4.34 4.O1 3.69 3.37 3.05 2.75 2.45 2.16 1.88 1.62 1.37 1.15 0.94 0.75 0.58 0.44 0.32 O.22 0.14 O.O7 O.O3 -O.OO -O.O2 -O.O3 -O.O4 -0.03 -0.03 -0.03 -O.O2-o.oi -0.01 -0.01 -O.OO -0 . OO 0 . 00 O.OO O.OO -448.00 -4O2.52 -357 . 50 -312.97 -268 . 95 -225 . 46 -182.50 -14O.09 -98.22 -56.89 -16.10 24.16 63.92 1O3.18 141.98 ISO. 33 218.26 255.81 293.01 329.89 366.49 4O2.83 428.89 444.71 450.63 446.96 433.96 411.89 380.96 341.27 292.94 238.82 185.28 136.45 94.05 58.74 30.72 9.67 -5.03 -14.11 -18.29 -19.01 -17.52 -14.85 -11.71 -8.62 -5.87 5 . 04 5.55 6.05 6.567f\ i.067« •.57 8.07 8.57 9.08 9.58 10.09 10.59 11.10 11.60 12.10 12.61 13.11 13.62 14.12 14.63 15.13 748.64 911.00 1100.74 1369.22 1767.68 2381.14 3398.61 5350.23 9694.34 16689.03 22134.00 18185.13 16687.68 16529.18 17412.08 18580.51 20363.49 23086.01 27435.14 28560 . 00 29274.00 29988 . 00 30702 . 00 31416.00 32130.00 32844.00 -36 . 33 -38.72 -40 . 76 -42.45 -43 . 76 -44 . 7O -45 . 26 -45.43 -45.23 -44.67 -43.75 -42.51 -40 . 94 -39 . O9 -36 . 97 -34.62 -32.08 -29.38 -26.57 -23.68 -20.78 -857.31 -853.38 -824.77 -798.97 -777 . 35 -756.75 -737.65 -729 . 70 -720.52 -482.65 48.35 393.37 534 . 58 591.35 608.16 579.92 529.37 468.84 407.87 288.84 183.05 99.58 38.17 -3.42 -28.58 -41.04 0, 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o.:o.: o.: o.; o.; o.;o.;o.:o.: O.c O.o 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3! 0.3! 0.3! 0.3! O.3! 0.3! 0.350.3: .35400+11 •354OD+11 ,35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 O.354OD+11 .354OD+11 ,35400+11 35400+11 354OD+11 354OD+11 354OD+11 35400+11 35400+11 354OD+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 354OD+11 354OD+11 35400+11 354OD+11 35400+11 354OD+11 354OD+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 1 1 1 1 1 1 |M 1 1 1 1 1 1 1 1 1 47.00 48.00 49.0O - , 7 50.00 51. OO 52 . 00 53.00 54.00 55.00 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.OO 67.00 68.00 69.00 70 . 00 71.00 72.00 73.00 74.00 75.00 76. OO 77.OO 78. OO 79.00 80.00 O.OO O.OO O.OO O.OO 0.00 0 . 00 O.OO O.OO O.OO -0.00 -0.00 -O.OO -O.OO -O.OO -O.OO -0.00 -0.00 -O.OO -O.OO -O.OO O.OO 0 . OO O.OO 0 . 00 0 . OO 0.00 O.OO O.OO O.OO O.OO O.OO -O.OO -O.OO -O.OO -3.61 -1.89 •:.O.66^, 0.13 0.58 0.78 0.81 O.74 0.61 0.47 0.33 0.21 0.12 O.05 0.01 -0 . 02 -0.03 -0.03 -0 . 03 -0.03 -0 . 02 -0.01 -0.01 -0.01 -0 . 00 -0.00 0.00 0 . 00 0.00 O.OO 0.00 O.OO O.OO 0.00 33558. OO 34272. OO 34984.iQ&ft 35700.00 36414. OO 37123.00 37842.00 38556,; O05"* 39270. OO 39984. OO 40698.00 41412.00 42126. OO 42840. OO 43554 . OO 44268. OO 44982. OO 45696.00 46410. OO 47124.00 47838 . 00 48552.00 49266. OO 49980. OO 50694. OO 51408. OO 52122. OO 52836.00 53550. OO 54264.00 54978.00 55692. OO 56406. OO 57120.00 -44.39 -41.80 /•V: "!-';.v>. -3. 5^.18? ,.•; -28.46 -20 . 97 -14.23 -8.66 *<«• -4^39 -1.38 0.56 1.63 2. OS 2.1O 1.87 1.52 1.14 0.78 0.4,8 0.25 0.09; -0.01 -0.07 -0.10 -0.10 -0.09 -0.07 -0.05 -0.04 -0.02 -O.O1 -0.00 0.01 0.01 0.02 0.3540D-H1 1 0.3540D+11 1 0.3540D±11 *. O.354OD+11 1 O.354OD+11 j C.3540D+11 0.3540D+11 . 0.35400*11 0.3540D+11 l O.3540D+11 0.3540D+11 1 0.3540D+11 1 0.3540D+11 0.3540D+11 j 0.3540D+11 j 0.3540D-H1 0.3540D+11 g 0.3540D+11 0.3540D+11 ' 0.3540D+11 0.3540D+11 1 0.3540D+11 1 0.3540D+11 0.3540D+11 j 0.354OD+11 0.3540D+11 0.3540D+11 0.3540D+11 0.354OD-t-ll » 0.3540D+11 0.3540D+11 j 0.3540D+11 1 0.3540D+11 0.3540D+11 LATERALLY LOADED PILE PROGRAM PILEDG ***** (C> COPYRIGHT 1984 GEOSOFT ***** ALU RIGHTS RESERVED ;" "' CANNON PILES, PLAST1C HINGE - STRONG DIR. .. M=562.3 INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** $$$****** *$* NO. OF LAYERS = 2 INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY DEPTH, DIAM., INCH. INCH. 0 . 000 INPUT DATA DEPTH, INCH. 24O . OOO- INPUT DATA DEPTH, INCH. 24O . OOO 14.000 C , PS I 4 . 200 FOR LAYER N0.= DIAM. , INCH. 14.000 C ., PS I 4 . 200 FOR LAYER NO. = DIAM. , INCH. 14. OOO PHI , DEGREE 30 . 000 INPUT DATA FOR LAYER NO. = DEPTH, INCH. DIAM., INCH. PHI , DEGREE GAMMA , PCI 0 . 036 E50, IN/IN. 2 . 000 BETA, DEG. ' 0 . 000 CONST , SLOPE FACTOR 1 , 000 1 . 000 1 SOIL TYPE= CLAY GAMMA , PCI 0 . 036 2 SOIL GAMMA , PCI 0.036 2 SOIL GAMMA , PCI E50, IN/IN. 2 , 000 BETA, DEG. ' ' 0.000 CONST , SLOPE FACTOR 1 . 000 1 . 000 TYPE = SAND DR , PERCENT 40 . 000 BETA, DEG. 0 . OOO CONST , SLOPE FACTOR O . 500 1 . 000 TYPE = SAND DR , PERCENT BETA, DEG. ' CONST , SLOPE FACTOR 96O.000 14.OOO 30.000 ITERATION INFORMATION 0.036 40.000 0.000 0.500 1r>Jt~ 3 4 5 6 3.242180150460598 8.639260383265577 9.193631744621531 9.415045061764009 9.529432627915161 9.596575307502744 1 .000 I I I I I I I I I I I I I I I I I I CANNON PILES PLASTIC HINGE - STRONG DIR. M=562.3 rfNPUT INFORMATION ***************** >« SHEAR MOMENT KOD£ = DIAMETER ' **"'' ' = INCR.LENGTH . = NO.OF INCREMENTS= PILE LENGTH TOLERANCE - 5700O LBS, =--6747600 LB3--IN r r 14 12 80 80 IN. IN. FT. P - Y DATA **********DEPTH TO P-Y CURVE,IN. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 240.000 240.000 240.000 240.000 240,000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 240.000 960.000 960.000 960.000 960.000 960.000 960,000 = 9.529432627915161D-02 IN. Y..IN. ***** 0.000 " . 8 . 750 17.500 35 . 000 70 . 000 1 40 . 000 280 . 000 560 . OOO 14.000 0 . 000 8 . 750 17.500 35 . 000 70 . 000 140.000 28O . 000 560 . 000 14.000 0 . 000 0.014 0.035 0 . 070 0.140 0 . 232 0 . 350 1 . 050 14.000 0 . 000 0.014 0.035 * ' . 070 o.l 40 n.232 P5LB/IN. ******** 0 . 000 44. 131 55.588 70.021 88 . 200 111. 099 139.944 176.278 176.400 0 . 000 132.392 166.765 210.062 264 . 600 333.298 419.832 528.833 529 . 200 0 . 000 199.920 348 . 075 464. 1OO 499 . 800 533 . 358 580. 125 803 . 250 303 . 250 0 . 000 799 . 680 1392,300 1356.400 1 999 . 200 2133.432 r r. i c i I 960.000 960.OOO 960.000 67350 1.050 14.OOO 2320.500 3213.000 3213.000 1 ] BEST,ORIGINAL CANNON PILES PLASTIC HINGE - STRONG DIR. M=562.3 GuTFJ'i INFORMATION ***#*****##*#*#*#* X,FT. Y,IN. P)y 0 _ _ 1 IP in!• Ms; & *' 0 , 00 1 . 00 2 . 00 3 . OO 4 . 00 5 . 00 6 . 00 7.00 8 . 00 9.OO 10.00 1 i . 00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20 . 00 21.00 22 . 00 23 . 00 1 24 . 00 25 . OO 26 . 00 27 . 00 28 . 00 1 29 . 00 30 . 00 1 31.00 32 . 00 33 . 00 1 34 . 00 35.00 36 . 00 37 . 00 I 38 . 00 1 39 . 00 40.00 1 41.00 42 . 00 M.FT-KIPS' ES,LBS/IN2 P,LB/IIM. EI,LB-IN.2 0.35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 3540D+H 35400+11 3540D+11 0.35400+11 0.3540D+11 0.35400+11 3540D+11 3540D+11 35400+11 35400+11 3540D+H 3540D+11 3540D+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 35400+11 3540D+11 35400+11 3540D+11 35400+11 .35400+11 35400+11 3540D+11 35400+11 35400+11 3540D+11 ,35400+11 .35400+11 ,35400+11 0.35400+11 9 . 60 9 . 30 8.98 8.64 8.28 7.91 7.52 7.11 6.70 6.29 5.87 5.44 5 . 02 4.61 4 . 20 3.79 3 . 40 3 . 02 2.66 2.31 1.98 1.68 1.40 1.14 0.91 O.71 0.53 0.39 0.26 0.16 0.09 0.03 •0 . 00 •0 . 03 •0 . 04 •0 . 05 •0 . 04 -0 . 04 •0 . 03 -0 . 03 •0 . 02 •0.01 •0.01 -562 . 30 -505 . 57 -449.44 -393 . 95 -339.14 -285 . 04 -231.65 -178.99 -127.06 """ / %J • DO -25 . 38 24 . 39 73 . 46 121 .87 169.63 216.79 263 . 37 309.41 354 . 97 400 . 07 444.76 489. 10 523.15 546 . 40 558,34 559. 19 549.44 529 . 50 499.69 460 . 37 411.70 353 . 76 289 . 07 225.47 167.59 117.01 74.38 39 . 93 13.60 -5 . 00 -16.82 -22.86 -24 . 20 4.74 5.33 5.97 6.56 7.06 7.57 8.07 8.57 9 . 08 9.58 10.09 10.59 11 .10 1 1 . 60 12.10 12.61 13.11 13.62 14.'12 14.63 15.13 511.00 644.51 827 . 04 1014.55 1247.80 1592.94 2135.71 3018.12 4726.13 8639 . 86 16507.07 22848 . 00 17050.53 14875.66 14514.78 15242.65 16858.49 19187.00 21368.30 24792.25 29274.00 29988 . 00 -45.47 -49.59 -53 . 60 -56.67 -58.48 -59.81 -60 . 65 -60 . 99 -60 . 85 -60 . 24 -59. 17 -57.66 -55.74 -53.44 -50 . 79 -47.83 -44 . 60 -41.15 -37.53 -33 . 80 -30.01 -857 . 34 -899.77 -942 . 73 -923.62 -883.60 -849.29 -822 . 30 -792.96 -779.02 -772 . 44 -562.46 91.14 476.42 608 . 23 662.64 681.45 676.52 644.73 564.39 482.61 390 . 55 249.85 0 O 0 0 0 0 0 0 0 0 0 o 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 o 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 44.00 45 . 00 46.00 47 . 00 48 , 00 49,00 50 . 00 51.00 52 . 00 53 . 00 54 . 00 55 . 00 56 . 00 57.00 58 . 00 59 . 00 60 . 00 61.00 62 . 00 63.00 64 , 00 65 . 00 66 , 00 67 , 00 68 . 00 69 . 00 70 . 00 7 1 . 00 72 . 00 73 . 00 74 . 00 75 . 00 76 . 00 77 . 00 78 . 00 79 . 00 80 . 00 •0 0 0 0 0 V 0 0 0o 0o 0 •0 •0 -0 •0 •0 •0 •0 •0 •0 •0 •0 0 oo 0 0 0 0 0 0 0 0 0 0 .00 .00 .00-,*'i,v .00 , 00 4 00 .00 .00 . 00 . 00 .00 . 00 . 00 . 00 . 00 . 00 .00 . 00 .00 . 00 . 00 .00 . 00 , 00 ,00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 . 00 -19 -15 -11 -7 -4 -~l -0 0 0 01 o 0 0 0 0 0 0 0 -0 -0 -0 -0 {_; -0 -0 -0 . -o -0 -0 0 0 0 0 0 0 0 .24 .26 .28 .72 ,78 , 53 . 93 .12 .72 .99 .03 .94 .78 ,60 .42 .27 .15 .07 .01 .02 .04 ,04 .04 ,03 .03 .02 .01 .01 .00 .00 . 00 .00 .00 . 00 .00 . 00 . 00 31416 32130 32844 33558 34272 34986 35700 36414 37128 37842 38556 39270 39984 40698 41412 42126 42840 43554 44268 44982 45696 46410 47124 47838 48552 49266 49980 50694 51408 52122 52836 53550 54264 54978 55692 56406 57120 .00 .00 *.QO.*»if «•*;-. :» .00 . 00 , 00 . 00.00 •". .00 . 00 . 00 . 00 . 00 , 00 . 00 . 00 .00 .00 .00 , 00 . 00 .00 , 00 .00 . 00 , 00 . 00 .00 . 00 . 00 .00 .00 . 00 . 00 . 00 . 00 . 00 55 -0 —34 -51 -57 -••54 -46 -37 -27 -18 • -U -5 -1 0 2 2 2 2 1; 1 1 0 0o -0 -0 -0 -0 -0 -0 -0 -0 -0 -0 0 0o .81 .38 .66< .95 .03 » I i .60 ^1.42 j*'65 .,39 .82 .88 .65 .06 >65 .69 -440 .;<?5 .46 .00 .62 .32 .11 .02 .09 .12 . 13 .11 .09 .07 .04 .03 .01 . 00 .02 .03 0. .0. .0 «• 0. 0, '•j s 0.o. 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. 354OD+1 3540D+1 3540D+1 3540D+1 3540D+ I •-•540D-r 1 3540D+1 354'OD+l 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+1 3540D+ i 3540D+ 1 3540D+1 3540D+1 3540D+1 1 1 !«..- 1 i i. 1 1 1 1 1 1 1 1 1i •*i 1 1 1 1 • i 1 1 •j [ i 1 1 1 1 1 1 i l i l l <*•*ir FIb. rL . —( I !***•-hL it- r-\L. I 'L il r ] LATERALLY LOADED PILE PROGRAM PILEDG ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED CANNON PILES PLASTIC HINGE - WEAK DIR. M=203.2 INPUT DATA FOR COMPUTING P-Y CURVES **** *** ********* *** ****** NO. OF LAYERS = INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY DEPTH, INCH. O.OOO DIAM., C , INCH. PSI 14.000 4.20O GAMMA, E50, BETA, PCI IN/IN. DEG. 0.036 2.000 O.OOO CONST, SLOPE FACTOR 1. OOO l.OOO I INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY DEPTH, INCH. 24O.OOO DIAM., C , INCH. PSI 14.OOO 4.200 GAMMA, PCI E50, BETA, IN/IN. DEG. CONST, IN/IN. DEG. 0.036 2.000 0.OOO 1.000 INPUT DATA FOR LAYER NO. = 2 SOIL TYPE = SAND DEPTH, DIAM., PHI , INCH. INCH. DEGREE GAMMA, DR , BETA, PCI PERCENT DEB. 240.OOO 14.OOO 3O.OOO 0.036 4O.OOO INPUT DATA FOR LAYER NO. = 2 SOIL TYPE = SAND CONST, O.OOO O.50O DEPTH, INCH. DIAM., INCH. PHI , DEGREE GAMMA, DR , BETA, PERCENT DEG. 960.000 14.000 30.000 ITERATION INFORMATION PCI 0.036 CONST,r DEG. 40.000 O.OOO 0.500 1 2 3 4 5 1.774567042522594 6.088755708852454 6.40356178791333 6.524914580819319 6.585351699624674 CANNON PILES PLASTIC HINGE - WEAK DIR. M=203.2 SLOPE FACTOR l.OOO SLOPE FACTOR SLOPE FACTOR 1.000 1 ' ' f\ \ \ •1 1 1 1 1 1 •-,•• -...^U *-..;- ,£t?J£ .:;:• ' ..._- INPUT INFORMATION *****************SHEAR MOMENT KOBE DIAMETER I NCR. LENGTH - 2350O LBS. =-2438400 LBS- IN — j= 14 IN = 12 IN * • NOUOF INCREMENTS* 80 P|t.E LENGTH TOLERANCE P - Y DATA , **********;Q|fftH -TO P-Y ,CyRX«E, IN.************ 0.000 O.OOO'; o.ooo 0.000 0.000; o.ooo 0.000 O.OOO 0.000 240. OOO 240.000 24O.OOO 240.000 240. OOO \ 1240.000 ,240.000 240.000 240.000 240.000 240.000 240.000 240. OOO 240.000 240. OOO 240.000 240.000 240.000 960.000 960 . 000 960.000 960.000 960.000 960 . 000 960 . 000 960 . 000 960 . 000 = SO FT. = 6. 52491458081 93 19D-02 Y,IN. ***** 0.000 8.750 17.5OO 35.00O 70 . 000 140. OOO 280 . 000 560. OOO 14.000 0.000 8.750 17.5OO 35 . 000 70. OOO 140.000 280.000 560. OOO 14. OOO 0.000 0.014 0.035 0.07O 0.140 0.232 0.350 1.05O 14.000 0 . OOO 0.014 0.035 0 . 070 0.140 0.232 0 . 35O 1.050 14.000 P.,LB/IN. ******** 0.000 44.131 55.588 70.021 88 . 200 111. 099 139.944 176.278 176.400 O.OOO 132.392 166.765 210.062 264. 60O 333.298 419.832 528.833 529.200 O.OOO 199.920 348.075 464.100 499.800 533.358 58O.125 803.250 803.250 O.OOO 799 . 680 1392.300 1856.400 1999.200 2133.432 2320. 500 3213.000 3213.000 t r [ IN i L L t 1 CANNON PILES PLASTIC HINGE - WEAK DIR. M=203.2 ~~j OUTPUT INFORMATION J ****************** X , FT . J O.OO 1 . 00 2 . 00 "1 3.00 >J 4.00 5.00m 6.00 H 7.0O 8.00 n 9-°°!| 10.00 U 11. OO 12.00 fj 13.00 1 14. OO 15. OO 0 16.00 17. OO 18.00 ™ 19.00 j 20.00 fc» 21.00 22.0O fl 23.00 jj 24 . OO 25.00 fl 26.00 U 27.00 28 . OO 29. OO • 30.00 • 31. OO i 32.00 fl 33 . OO , If 34.00 i 35 . 00 §' 36.00 37.OO ; 38 . 00 39.00 ' m 40.00 iil 41. OO 42.00 §43.00 44.00 45.00 m 46.00 1 Y,IN. 6.59 6.36 6.12 5.85 5.57 5.27 4.96 4.64 4.31 3.98 3.64 3.31 2.98 2.66 2.35 2.05 1.76 1.48 1.23 0.99 0.78 0.59 O.43 0.29 0.18 0.10 0.04 O.OO -0.02 -O.O3 -O.03 -O.O3 -0.02 -0.02 -0.01 -0.01 -0.00 -o.oo 0.00 0.00 0.00 0.00 0.00o.oo 0.00 0.00 0.00 M,FT-KIPS -203.20 -179.90 -157.02 -134.59 -112.62 -91.12 -70.10 -49.55 -29.49 -9.89 9.24 27.94 46.22 64. 1O 81.61 98.77 115.63 132.21 148.55 164.68 180.64 196.46 203 . 77 202.82 193.83 176.90 152.02 12O.58 88.21 59.36 35.53 17.22 4.25 -3.87 -7.77 -8.74 -8.OO -6.42 -4.63 -2.99 -1.68 -O.73 -O.13 O.21 0.35 0.36 0.31 ES,LBS/IN2 5.04 •"••• 5.55 6.O5 6.56 7.06 7.57 8.07 8.57 9.08 9.58 10.09 10.59 11. 1O 11.60 12.10 12.61 13.11 13.62 14.12 14.63 15.13 12O2.04 1617.05 23O6.06 3624.41 6604.82 13014.41 19278.OO 16676.27 15266.76 15659.32 169O3.34 19123.00 22990.54 24276.00 24990.00 25704.00 26418.00 27132.00 27846.00 2856O.OO 29274.00 29988.00 30702.00 31416.00 32130.OO 32844.00 P,LB/IN. -33.21 -35.31 -37 . 04 -38 . 38 -39.32 -39.86 -40 . OO -39 . 75 -39 . 1 1 -38.11 -36 . 75 -35.07 -33.10 -3O.87 -28 . 42 -25 . SO -23.04 -2O.20 -17.34 -14.51 -11.78 -708.04 -689. 1O -67O.30 -661.33 -662 . 63 -546 . 29 -78 . 44 293 . 88 419.11 458.83 445 . 75 403.97 351.93 243.02 143.90 68.93 17.98 -12.39 -27 . 03 -30.91 -28 . 35 -22 . 68 -16.19 -10.25 -5.52 -2.18 t I , LB- I N , 2 0.1285D+11 0.12850+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0. 1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.12B5D+11 0. 1285D+11 6.1285D+11 0.1285D+11 O.1285D+11 0.1285D+11 0.1285D+11 0.1285D+U 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 O, 1285D+11 6.1285D+11 Q.1285D+11 0.1285D+11 6.128I5D+11 6.12B5D+11 6.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.12B5D+11 O.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 I I I I I I I I I I I I I I I I I I 47.00 4B.OO 49.00 50.00 51 , CO 52.00 53.00 54.OO 55.0O 56.00 57.00 58.00 59.00 60.00 61.00 62.00 63.00 64.00 65.00 66.00 67. OO 68.00 69.00 70. OO 71.00 72.00 73.OO 74.00 75.00 76.00 77.00 78.00 79.00 80.00 o.oo -0.00 -o.oo -0.00 -O. OO -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00o.oo 0.00 0.00 0.00o.oo 0.00-o.oo-o.oo -0. OO -0. OO -0.00 -0.00 -0. OO -0.00-o.oo 0.00o.oo 0.00o.oo 0.00 0.00-o.oo 0.24 0.16 O.O9 O.04 0,01 -0.01 -0.01 -0.02 -0.01 -0.01 -O.01 -0.00 -o.oo -0.00 0.00 0.00o.oo 0.00 0.00 0.00 0. OO 0.00 0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -o.oo -o.oo -0.00 -0.00 0.00 0.00 33558.OO 34272.00 34986.OO 35700.00 36414,00 37128.00 37842.00 38556 ;6b'v 39270.00 39984.00 40698.OO 41412.00 42126.OO 42840.00 43554.OO 44268.00 44982.OO 45696.00 46410.OO 47124.00 47838.00 48552.00 49266.00 49980.00 50694.OO 51408.00 52122.00 52836.OO 53550.OO 54264.00 54978.00 55692.OO 56406.OO 57120.00 LATERALLY LOADED PI I ****DSOFT ***** ED > COPYRI ALL RI -0.08 1.02 ^1 *42 1.39 1.15 0.83 0.53 6:29" 0.12 o«qi -0,04 -O.O6 -O.Q6 -0.65 -0.04 -0.02 -0.01 -O.QO O.OO 0.00 0.00 0.00 O.OO 0 .00 0.00o.oo 0.00 -0.00 -o.oo -0.00 -0.00 -0.00-o.oo O.1285D+11 O.1285D+11 O.1285D+11 O.1285D+11 0.1295D+11 0.1285D+11 0.1285D+11 6.12P9D+fl 0.1285D-H1 0.i2B5D+ 11 0,12850+11 0.1285D+11 O.1285D+11 0.12B5D+11 O.1285D+11 0.1285D+11 0.1285D+11 Q.1285D+11 O.1285D-t-ll 0.1 2850+11 0.1285D+11 0.1285D+11 0.1285D+11 Q.1285D+11 0.1285D+11 0.1235D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.1285D+11 0.12B5D+11 0.1285D+11 0.00 0.1285D+11 CANNON PILES PLASTIC HINGE INPUT DATA FOR COMPUTING P- **** *** ********* NO. OF LAYERS = INPUT DATA FOR LAY] DEPTH, INCH. 0.000 INPUT DATA FOR LAYER NO.= 1 SOIL TYPE= CLAY BETA, DEG. CONST, SLOPE FACTPR L L 0.000 1.000 1.000 LATERALLY LOADED PILE PROGRAM PILEDG ***** (C) COPYRIGHT 1984 GEOBOFT ***** ALL RIGHTS RESERVED CANNON PILES PLASTIC HINGE - WEAK DIR. M=263.5 INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** ********* *** ****** NO. OF LAYERS = 2 INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY I DEPTH, . DIAM. , INCH. INCH.' 0 . 000 1 INPUT DATA J DEPTH, -, INCH. -* 24O.OOO 14. OOO C , PSI 4 . 200 FOR LAYER N0.= DIAM., C , INCH. PSI 14.000 4.200 J INPUT DATA FOR LAYER NO. = -) DEPTH, j INCH.*.'.-» .» 240. OOO DIAM., INCH. 14. OOO PHI , DEGREE 3O . 000 * INPUT DATA FOR LAYER NO. = 1 DEPTH, INCH. 960.000 DIAM. , INCH. 14.000 PHI , DEGREE 30 . 000 GAMMA, PCI 0 . 036 E50, IN/IN. 2.000 1 SOIL TYPE= CLAY GAMMA, E50, PCI IN/IN. O.O36 2. OOO 2 SOIL GAMMA, PCI O.036 2 SOIL GAMMA, PCI 0.036 BETA, DEG. O.OOO BETA, DEG. O . OOO CONST, SLOPE FACTOR 1 . OOO 1 . OOO CONST, SLOPE FACTOR l.OOO 1.000 TYPE = SAND DR , PERCENT 40. OOO BETA, DEG. O.OOO CONST, SLOPE FACTOR 0.5OO l.OOO TYPE « SAND DR , PERCENT 40.000 BETA, DEG. 0.000 CONST , SLOPE FACTOR 0.5OO 1.000 ITERATION INFORMATION 1 2 3 4 5 6 2.373122833591233 8.289875071040598 8.805OO1322954648 9.006675909293087 9.104807763712491 9.156457898711506 CANNON PILES PLASTIC HINGE - WEAK DIR. M=263.5 INPUT INFORMATION *****************SHEAR = 3O8OO LBS. MOMENT. =-3162OOO LBS-IN 1 1 • 1 1 • 1 1 1• 1 •1 1 1^v KODE = 1 DIAMETER = 14 IN Thir^G 1 rRlfTLJ «•_ < O T hiI NCR .-LENGTH =12 '* IN NO . OF I NCRE«ENTS= 80 PILE LENGTH = 80 FT. r F TOLERANCE = 9. 1048077637124910-02 IN. P - V DATA DEPTH TO P-Y Y,IN. CURVE, IN. ************ ***** 0 . 000 0 . 000 O.OOO 8.75O 0.000 17.50O O . 000 35 . OOO 0.000 70. OOO 0.000 140. OOO 0 . 000 280 . OOO 0.000 560. OOO 0 . 000 1 4 . 000 240.000 O.OOO 240 . 000 8 . 750 240. OOO 17.5OO 240.000 35.000 240 . 000 70 . OOO 240.000 140. OOO 240.000 28O.OOO 240.000 560. OOO 240.000 14. OOO 240.000 O.OOO 24O.OOO O.014 240.000 0.035 240.000 0.070 240.000 0.140 240.000 0.232 240.000 0.350 24O.OOO 1.O5O 240. OOO 14. OOO 960.000 O.OOO 960.000 0.014 960.000 O.O35 960 . 000 0 . 070 960.000 0.1 4O 96O.OOO 0.232 960.000 0.35O 960.000 1.05O 960. OOO 14.000 .- ' -.-.- '•• - -•••• •*•"• : •f-.&.K.i .i^»:Ji»r .•>•*- Sfif -.•• . •• "SSSSU^t&V-K . ™j<-*-«.v..-^5,^iH' .. * I « P,LB/IN. F ******** L o . ooo r 44.131 I, 55. 588 70.021 B 88.200 | 111.099 m 139.944 176.278 P 176.400 L 0 . 000 132.392 f 166.765 [ 210.062 264. 6OO r 333 .-298 419.832 L~ 528.833 529. 20O f O.OOO . L 199.92O 348.075 464.100 499 . 800 533.358 <_ 580.125 8O3.25O L 803 . 250 O.OOO P 799.680 13 1392.30O 1856.400 [ 1999. 2OO !- 2133.432 2320.500 3213.000 3213. OOO »••• CANNON PILES PLASTIC HINGE - WEAK DIR. M=263.5 f OUTPUT INFORMATION ******************X,FT. Y,IN. 0.00 9.16 1.00 8.85 2.00 8.51 3.00 8.14 L_ 1 M,FT-KIPS ES,LBS/IN2 P,LB/IN. EI,LB-IN.2 I -.263.50 4.90 -44.85 O.1285D+11 -232.97 5.53 -48.89 0.t285D+ll f" -203.02 6.05 -51.48 0«$Sfp}+ll L -173.70 6.56 -53.36 0.,1|^E)-H1* . - •' i ^ 4.OO 5.00 6.OO 7.00 8 . 00 9,00 10.00 11. OO 12.00 13.00 14.00 15. OO 16.00 fe 17. OO 1 18. OO 19. OO .?) 2O.OO v] 21.OO 22.00 23. OO j 24.00 25, OO 26.00 i 27.00 1 28.00 29. OO j 3O.OO J 31. OO 32.00 33.0O j 34.00 35.0O 36.00 37.0O 38. OO 39.00 i 40.00 41. OO 42.00 43.OO 44.OO 45.00 46.00 47.0O 48.00 -JS9.OO :&ff*5£/\ /%y»^ipo . oo 255i.oo P552.00 if 53. 00 0^54.00O55-oo L 56.00 Jo57-00 , jjj 58.00m 59-oo ^ 60.00 \ 61. OO \: 62.00 f 63 . 00 ' 7.75 7.34 6.91 6.47 6,03 5.57 .-*.,-„, .5.12 4.67 4.22 3.78 3.36 2.94 2.55 2.17 1.82 1.49 1.19 O.93 O.69 0.50 O.33 0.20 0.11 0.04 -0.00 -0.03 -O.O4 -O.04 -O.O3 -O.03 -O.02 -O.01 -0.01 -0.00 -O.OO O.OO O.OO 0.00 O.OO O.OO O.OO O.OO 0.00 O.OO -0.00 -O.OO -0.00 -O.OO-o . oo -O.OO -O.OO -O.OO -O.OO 0.00 0.00 O.OO O.OO 0.00 0.00 0.00 ..«,:.^!ii -145. Ol -116.98 -89 . 62 -62.92 -36 . 90 -1 1 ==^J. J. * --wj£. 13.21 37.32 60 . 84 83.79 106.22 128.16 149.66 170.76 191.50 211.93 232.10 252.06 262.25 263.18 . 255.23 238.75 214.01 181.09 141.54 102.55 68.36 40.32 18.82 3.73 -5.68 -10.28 -11.25-10.11 -8.00 -5.68 -3.60 -1.96 -0.80 -O.08 0.31 0.46 0.46 0.39 0.29 O.19 O.ll 0.05 0.01 -0.01 -0.02 -0.02 -0.02 -0.01 -0.01 -0.00 -0.00 -0.00 0.00 O . OO |»»-- -• :.j; ...ijli^.-"'".--*-' 7.06 7 IT-7.57 O /VTB.O7 8.57 9 /*tn. us 9 >— j—.58 10.09 10.59 1 1 i f\1 . 1O 14 i r\1 .60 12.10 1O L- 4l-i.61 1 *7 4 -I13. 1 1 13.62 14.12 14.63 15.13 877.93 1114.80 1492.26 2139.17 3369.53 6303.81 13576.78 19992.00 15199.03 14035.78 14490.79 16133.75 18O43.02 21318.52 24990.00 25704 . OO 26418.00 27132. OO 27846. OO 2856O . Oa 29274.00 29988. OO 30702. OO 31416.00 3213O.OO 32844 . 00 33558 . 00 34272.00 34986 Oft^•* T^ * VJt) • *^*UF 35700 . 00 36414.00 37128.00 37842. OO 38556 . 00 3927O.OO 39984 . 00 40698.00 41412.00 42126.00 4284O.OO 43554.00 44268 . 00 44982 . OO -54.71 0.12850+11 -55.51 0.12850+11 -55.76 0.1285D+11 -55.49 0.12850+11 -54.70 0,1285D-^H -53,41 0.1285D+11 -51.64 .0.1285D+11 -49.44 0.12850+11 -46.84 0.12850+11 -43.88 0.12850+11 -40.62 0.12850+11 -37.1O 0.12850+11 -33.40 0.12850+11 -29.57 0.12850+11 -25.68 0.12850+11 -21.82 0.12850+11 -18.06 0.12850+11 -813.30 0.1285D+11 -772. 70 0.12850+11 -738.89 0.12850+11 -711.37 0.12850+11 -688.30 0.1 2850+11 -681.46 0.12850+11 -552.75 0.1 2850+11 46.46 0.12850+11 400.15 0.12850+11 512.86 0.12850+11 544.27 0.12850+11 534.95 0.12850+11 473.17 0.12850+11 400.57 0.12850+11 302.85 0.12850+11 175.57 0.12850+11 SO. 69 0.1285D+11 17.29 0.12850+11 -19.61 0.12850+11 -36.58 0.12B5D+11 -40.20 0.1 2850+11 -36. O2 0.1 2850+11 -28.28 0.12850+11 -19. 8O O.1285D+11 -12.24 0. 12850+11 -6.35 0.12850+11 -2.27 0.12850+11 0.22 0.12850+11 1.46 0.12850+11 1-87 0.12850+11 1-76 0.1285D+11 1.41 0.12850+11 l.OO 0.12850+11 0.62 0.1285D+11 0.32 0.1285D+11 0-12 0.12S5D+11 -O.O1 0.1285D+11 -0.07 0.1285D+11 -0.08 0.12850+11 -0.08 0.12850+11 -0.06 0.12850+11 -0.04 0.12850+11 -M /"l t~\ *"^ >~. J r—. f-^ «— _ - r im§ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ^^B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 64. OO 65.00 ^ 66iOO 67. OO 63 . OO 69. OO 70.00 71.00 72.00 73.0O 74.OO 75.0O 76.00 77.00 78 . 00 79.00 80.00 O.OO 0.00 -0..00 - O.OO •0 . OO •0 . OO -0.00 -0.00 -0.00 -O.OO -O.OO O.OO 0.00 0.00 0.00 0.00 0.00 0.00 O.OO .., O.OO O.OO 0 . 00 0 . 00 -0.00-btob -0.00 -0.00 -O.OO -0.00 -O.OO -0 . 00 -0 . 00 -0.00 0.00 45696.00 46410. OO , 47424 ^OQiba 47838. OO 48552 . OO 49266 . 00 49980.00 51408.00 52122. OO 52836.00 53550. OO 54264.00 54978.00 55692.00 56406. OO 57120.00 0.01 0.00 O.OO 0.00 0.00 0.00 o?oo* 0.00 0.00 0.00 0.00 •0.00 0.00 •0.00 •o.do -0.00 0.12850+11 O. 12850+11 O.I 2850+11 0. 12850+11 0.12S5D+11 0.12850+11JO7i:28SD+l 1 0.12850+11 O.I 2850+11 0.12850+11 O. 12850+11 0.12850+11 0.12850+11 0.12850+11 0.12850+11 0.12850+11 r§? rL rL •i L C I. L C LATERALLY LOADED PILE PROGRAM PILEDG ***** (C) COPYRIGHT 1984_ GEOSOFT ***** ALL RIGHTS "RESERVED >--^- CANNON PILES-DEPTH IN CONCRETE ,. INPUT DATA FOR COMPUTING P-Y CURVES ***** **** *** ********* *** ****** NO. OF LAYERS = 2 INPUT DATA FOR LAYER N0.= 1 SOIL TYPE= CLAY DEPTH, INCH. 0. OOO DIAM., INCH. PSI 14.OOO 4.200 0.036 GAMMA, E50, BETA, PCI IN/IN. DEG. 2. OOO O. OOO CONST, SLOPE FACTOR l.OOO 1 . OOO INPUT DATA FOR LAYER NO.= 1 SOIL TYPE= CLAY DEPTH, INCH. 288.000 DIAM., C , INCH. PSI GAMMA, E50, BETA, PCI IN/IN. DEG." 14.OOO 4.200 O.036 2. OOO 0. OOO CONST, SLOPE FACTOR 1.000 l.OOO I INPUT DATA FOF? LAYER NO. = 2 SOIL TYPE= CLAY DEPTH, DIAM., C , INCH. INCH. PSI 288.OOO 14.OOO %3000.OOO GAMMA, E50, BETA, PCI IN/IN. DEG. CONST, SLOPE FACTOR 0.043 O.OOO O.OOO 0.5OO l.OOO INPUT DATA FOR LAYER N0.= 2 SOIL TYPE= CLAY DEPTH, DIAM.. C , INCH. INCH. PSI 336. OOO 14. OOO 7.3000. OOO GAMMA, E50, BETA, PCI IN/IN. DEG. CONST, SLOPE FACTOR O.043 O.OOO O.OOO 0.500 l.OOO ITERATION INFORMATION 1 4.99425092451046 2 45.00178179917615 3 101.1328095775796 DEFLECTION IS GREATER THAN 100 INCHES, SOLUTION MAY NOT CONVERGE PILES DEPTH IN CONCRETE1INPUT INFORMATION***************** •••••-•- : 1 •1 1 - 1 • 1 1 1 •1 1 1 SHEAR MOMENT KODE DIAMETER I NCR. LENGTH = 570OO LBS. =-6747600 L3S-IN = 1 ss 14 ,IN. = 6 IN. NO. OF INCREMENTS= 49 PILE LENGTH TOLERANCE P - Y DATA **********DEPTH TO P-Y CURVE, IN. ************ 0.000 O.OOO 0 . 000 0 . 000 0 . OOO 0 . OOO 0 . OOO 0 . OOO 0.000 288.000 288. OOO 288.000 288. OOO , ,< ,288,000 "288. OOO 288. OOO 288. OOO 288. OOO 288.000 288.000 288. OOO 288. OOO 288. OOO 288. OOO 288.000 288.000 288 . OOO 336 . OOO 336 . 000 336 . OOO 336 . OOO 336 . 000 336 . OOO 336 . 000 336 . 000 = 24.5 FT. = .0499425092451046 Y,IN. P,LB/IN. ***** ******** 0.000 O.OOO 8.750 44.131 17.500 55.588 35.OOO 70.021 70 . 000 88 . 200 140.000 111.099 280.000 139.944 560.000 176.278 14.000 176.400 O.OOO 0:000 8.750 132.392 17.5OO 166.765 35.000 210.062 70. OOO 264.600 140.000 333.298 280. OOO 419.832 560.000 528.833 14. OOO 529. 2OO 0.000 O.OOO O.O02 41133.514 0.004 54275.997 0.009 71617.607 0.017 945OO.OOO O.O35 7.124693.498 0.070 7.164534.058 0.140 7.189000.000 14.000 7.189000.000 0 . 000 0 . 000 0.002 41133.514 O.O04 54275.997 0.009 71617.607 0.017 94500.000 0.035 7.124693.498 0 . 070 7. 1 6 4534 . 058 0.140 7.189000.000 IN 1 336 . OOO 14.000 -/.1890OO.OOO wwwnowtriMuw'iai 1 S<$8H 1 CANNON PILES DEPTH IN CONCRETE OUTPUT INFORMATION X************:! X,FT. O.OO •0. 35400+11 0 . 50 1.00 1.50 2 . OO 2.50 3.00 3.50 4.00 4.50 5.0O 5.50 6 . 00 6.50 7.0O 7.5O S.OO S.5O 9.00 9.50 10. OO 10.50 11.00 11.50 12.00 12.50 13. OO 13. 5O 14. OO 14.50 15. OO 15.50 16. OO 16.50 17.00 17.50 18. OO 18.50 19.00 19.50 20.00 20.50 21.00 21.50 22.00 Y,IN. 101.13 44.15 43. 3O 42.44 41.57 40 . 70 39.82 38.94 38.05 37.16 36.26 35.36 34.46 33.55 32.64 31.73 30.81 29.89 28.97 28.05 27.13 26. 2O 25.27 24.35 23.41 22.48 21.55 20.62 19.68 18.75 17.81 16.88 15.94 15. Ol 14.07 13.13 12.19 11.26 10.32 9.38 8.44 7.51 6.57 5.63 4.69 M,FT-KIPS *; . ^ :• 7.-4505876 . 79 4599091.75 -506 . 68 -479.92 -453.89 -428.59 -404. O4 -38O.24 -357.20 -334 . 93 -313.43 -292.71 -272.76 -253 . 60 -235 . 23 -217.63 -200 . 82 -184.78 -169.51 -155.01 -141.28 -128.29 -116.05 -104.54 -93.75 -83.67 -74.29 -65.58 -57 . 54 -5O.14 -43.37 -37.21 -31.63 -26.61 -22.14 -18.17 -14.70 -11.69 -9.11 -6 . 93 -5.13 -3.66 -2.51 -1.63 -0.98 ES,LBS/IN2 ., :,:• • 1.67 1.76 1.86 1.96 2.06 2.17 2.28 2.39 2.51 2.63 2.76 2.90 3.03 3.16 3.30 3.45 3.60 3.76 3,93 4.' 11 4.29 4.49 4.70 4.93 5.16 5.42 5.70 5.99 6.32 6.67 7.05 7.44 7.84 8.28 8.78 9.34 9.97 10.71 11.56 12.58 13.45 13.66 13.87 14.08 14.29 P,LB/IN, -169.03 -77.89 -80.52 -83.12 -85.67 -88.18 -90.65 -93.08 -95.47 -97.82 -100.12 -102.39 -104.36 -106.10 -107.78 -109.40 -110.94 -112.42 -113.84 -115.19 -116.47 -117.68 -118.83 -119.92 -12O.93 -121.88 -122.77 -123.59 -124.34 -125. O3 -125.66 -125.53 -124.95 -124.27 -123.48 -122.59 -121.60 -120.51 -119.31 -118.01 -113.55 -102.51 -91.08 -79.25 -67.03 EI,LB-IN.2 0.35400+11 0.35400+11 O.354OD+11 0. 35400+11 O.354OD+11 0.354OD+11 O.354OD+11 0.35400+11 O.354OD+11 O.3540D+11 0.35400+11 0.35400+11 O. 35400+ 11 0.354OD+11 0.354OD+11 O.354OD+11 O.354OD+11 0.35400+11 0. 35400+11 0.35400+11 0.35400+11 0.35400+11 0.354OD+11 0.35400+11 0. 35400+11 0.3540D+11 0;354OD+ 11 0.35400+11 O. 35400+ 11 0*33%OD+11 0.354OD+11 0.35400+11 0.35400+11 0.354OD+11 O. 35400+ 11 0.35400+11 0.35400+11 0.35400+11 O. 35400+ 11 0.35400+11 0.35400+11 0.35400+11 0.3540D+11 0.35400+11 1 1 I I I I I I I I I I I I I I I I I y-"Tr- •O.3S40D+11 O.3540D+11 O.354OD+11 24.50 0,35400+11 7.18803891.93 -1552.85 r r r r r r LATERALLY LOADED PILE PILEDG ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION I 1 1 2 3 4 5 6 7 8 9 4.904085089774112 35.65626949943989 45.11138618846128 54.63341796387863 65.18347148812718 75.94391540921155 86.22408891734978 95.61O05640912064 1O3.9188093602434 DEFLECTION IS GREATER THAN 100 INCHES, SOLUTION MAY NOT CONVERGE TRIAL 2 INPUT INFORMATION ******«««*«****** SHEAR MOMENT KODE DIAMETER INCR.LENSTH = 57000 LBS. =-6747600 LBS-IN = 1 = 14 IN. = 6 IN. NO.OF INCREMENTS^ 50 PILE LENGTH = 25 FT. TOLERANCE = .8622408891734978 IN. TRIAL 2 OUTPUT INFORMATION ***t***f**ft****** X,FT. Y,IN, o.oo 0.5O l.OO 1.5O 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 103.92 93.71 91.80 89.89 87.97 86.04 84.11 82.18 80.24 78.29 76.35 74.39 -667541.30 68O322.19 -505.93 -478.24 -450 . 90 -423.91 -397.28 -371.03 -345.16 -319.68 -294.62 -269.96 M,FT-KIPS ES,LBS/IN2 P,LB/IN. EI,LB-IN.2 354OD+11 3540D+11 0.354OD+11 354OD+11 3540D+11 3540D+11 3540D+11 354OD-H 1 0.3540D+11 3540D+11 0.3540D+11 0.3540D+11 1.01 1.07 1.12 1.19 1.25 1.31 1.38 1.45 1.52 1.60 1.68 1.76 -104.97 -99.95 -103.28 -1O6.54 -109.76 -112.92 -116.02 -119.07 -122.07 -125.01 -127.89 -13O.72 0 O 0 0 0 0 0 O 0 0 0 0 ^uttttaggi 1 ' 1_ •™ 1 1 • • * 1 1 1 1 1 1 1 1 1 1 1 im^«»Ti<i^i • .*••* ^*«.i>*-juAIUBUiBUlb4CJi» . i i -1* ^?-*~ > »J||^'*'W5** 6.00 6.50 7.00 7.50 8.OO 3 , 5O 9 . 00 9.5O •.*«*-.• 10.00 1O.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15.00 15.50 1 6 . 00 16.50 17.00 17,50 18.00 18.50 19.00 19. 5O 20.00 20.50 21.00 21 . 50 22.00 22.50 23.00 23.50 24. OO 24.50 25.00 j^^jjijjStjjjgjgi 72.44 70.48 68.52 66.56 64.59 62 , 63 60 . 66 58.69 56.72 54.75 52.77 50. SO 48.83 46.86 44.88 42.91 40.94 38.97 37.00 35. 03 33.07 31.10 29.14 27.18 25.22 23.27 21.32 19.36 17.42 15.47 13.53 11.59 9.66 7.73 5. SO 3.87 1.95 0.03 -1.88 -245.72 -221.91 -198.54 -175161 -153.13 -131.10 -109.54 -88.44 -67.81 -47.66 -28.00 -8.82 9.86 28.05 45.73 62.91 79.59 95 . 75 111.39 126.52 141.14 155.25 163.85 181.94 194.53 206 . 63 218.23 229 . 33 ' 239 . 96 25O . 1 1 259.80 269 . 05 277 . 86 286 . 26 294.33 3O2.14 309.77 317.32 0.00 •^^HH^^HMM^VMHHHI^^I^BH 1.84 1.93 2.02 2.Tl " 2.20 2 . 3O 2.40 2.51 , 2.63 2.75 2.88 3.02 3.16 3.32 3.49 3.67 3.87 4.08 4.32 4.58 4.83 5.10 5.41 5.75 6.14 6.59 7.12 7.74 8.49 9.27 10.24 11.52 13.30 14.50 14.71 14.92 15.13 3633561.11 100548.14 |M|QMBMHJIIHBMJj^HMHB -133.50 -136.22 -138.43 -14?) .^42 -142.32 -144.13 -145.86 -147..5O -149.05 -150.52 -151*90 -153.20 -154.41 -15P.53 -156.57 -15f .53 -150.40 -15f.l8 -15S.89 -16^.50 -15jf .66 -158.67 -151.54 -15£.28 -154.90 -153.38 -151.73 -149.96 -147.95 -143.36 -138.57 -133.59 -128.40 -112.01 -85.27 -57.77 -29 . 52 -12245O.14 189000.00 SNfiR 0. 0. 0. 0. 0. 0 . 0.o. 0.o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.o. 0.o. .0. 0. 0. 0. 0.o. 0 0 0 0.3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 3540D+11 0.3540D+11 540D+11 0.3540D+11 3540D+11 3540D+11 354OD+11 3540D+11 0.3540D+11 O.3540D+11 3540D+11 354OD+11 3540D+11 3540D+11 3540D+11 354OD+11 3540D+11 0.3540D+11 0.3540D+11 c F r f, I [ L" [ 1 LATERALLY LOADED PILE PROGRAM PILEDB ***** (C) COPYRIGHT 1984. 6EOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION 0 —} 1 2 3 4 5 6 7 8 9 1O 11 12 13 TRIAL 2 4.814044127843822 22.04377327245442 17.65471120513657 14.2915171136665 12.08735234563177 10.56742514681666 9.617110380295675 9.047478818145108 8.682845186191527 8.43707936818O412 8.262638535907155 8.150181093136273 8.085692100574331 INPUT INFORMATION *****************SHEAR-MOMENT'KOBE «• BfAMETfR, = 14 INCRjd|W©TH = 6 NO.CMT I«$Rf£MgNTS= 51 ^ =25 = 570OO LBS. =-6747600 LBS-IN = 1 IN. IN. TOLERATE TRIAL 2 ,5 FT. 8.150181093136273D-02 IN. OUTPUT INFORMATION *********%t******* XJ.FT. Y,IN.M,FT-KIPS 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 8.09 7.96 7.82 7.68 7.53 7.37 7.21 7.05 6.88 -562.30 -533 . 86 -505.55 -477.36 -449.31 -421.39 -393 . 60 -365 . 95 -338.44 ES,LBS/IN2 P,LB/IN. EI,LB-IN.2 3540D+11 3540D+11 3540D+11 3540D+11 O.3540D+11 3540D+11 3540D+11 3540D+11 3540D-H1 5.04 5.25 5.46 5.67 5.88 6.09 6.30 6.51 6.72 -40.78 -41.79 -42.72 -43.55 -44.29 -44 . 93 -45.47 -45 . 92 -46.27 0 0 O 0 O O 0 O 0 1 1 1 1 1 |W 1 1 1 1 1 1 1 1 1 1 1 1 *r m mj 5.OO 5.50 6.00 6.5O 7 , 00 7.50 8.OO 8.50 9.00 9.5O 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.50 14.00 14.50 15,00 15.50 16.00 16.50 17.00 17. 5O 18.00 18. 5O 19.0O 19. 5O 20.00 20.50 21.00 21.50 22.0O 22.50 23. OO 23.50 24.00 24.50 25.00 25 . 50 6.71 6.53 6.35 6.17 5.98 5,79 5.60 5.41 5.22 5.02 4.82 4.63 4.43 4.23 4.04 3.84 3.65 3.45 3.26 3.07 2.89 2,70 2.52 2.34 2.16 1.99 1.82 1.66 1.5O 1.35 1.2O 1.06 0.92 0.79 O.66 0.54 0.43 0.33 0.23 0.14 0.06 -O.O1 -O.O8 -311.06 -283.83 -256.73 -229.78 -202 . 96 -176.29 -149,75 -123.35 -97 . 09 -70 . 97 -44 . 97 -19.11 6,63 32.24 57.72 83.09 108.34 133.48 158.51 183.43 208.26 232,98 257.62 282.17 306 . 63 331 .02 355 . 33 . 379.58 4O3.76 427 . 89 451.96 475.99 499 . 97 523 . 92 547 . 83 571.72 595.58 619.42 643.25 667.07 69O.88 245.77 0 . OO 6.93 7.14 7.36 7.57 ""' 7.78 7,99 S.20 8.41 8.62 8.83 9.04 9.25 9.46 9.67 9.88 10.09 10. 3O 10.51 10.72 10.93 11.14 11,35 11,56 11.77 11.98 12.19 12.40 12.61 12.82 13.03 13.24 13.45 13.66 13.87 14.08 14.29 14.50 14.71 14.92 15.13 2431533.96 8705141.79 2140319.77 -46.51 -46.66 -46.71 -46.66 -46.51 -46,26 -45.91 -45.47 -44.94 -44.31 -43.59 -42^79 -41.90 -40-93 -39.88 -3S.75 -37.56 -3%. 29 -3^96-33.58 -33L 13 -3$. 64 -29.10 -27.53 -25..91 -24.28 -22.61 -20 . 94 -19.25 -17.56 -15.88 -14.20 -12.55 -10.92 -9.33 -7.78 -6.28 -4.85 -3.48 -2.19 -156308.14 66449.03 163844.03 O.3540D+11 0.3540D+11 O.3540D+11 0.3540D+11 O.354OD+11 0.35400-i-ll 0.3540D+11 0.354OD+11 0.3540D+11 0.3540D+11 O.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0..3540D+11 0.3540D+11 O.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.354OD+11 0.3540D+11 O.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+n 0.3540D+11 0.3540D+11 0.354QD+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D-H1 0.3540D+11 0.3540D+11 O.3540D+11 —1 LATERALLY LOADED PILE PROGRAM PILED6 ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION Q I 1 2 3 4 5 6 7 8 9 TRIAL 2 4.724787126501637 13.43225044473695 8.800471436889058 6.811840872840569 6.158531024243617 5.901451775674188 5.786543875075541 5.727220331O8835 5.693534347993406 INPUT INFORMATION ***************** SHEAR MOMENT KQDE DIAMETER INCR,LENGTH = 57000 LBS. =-6747600 LBS-IN = 1 = 14 IN. = 6 IN. j NO.QF INbREMeNTS= 52 J PILE t£NGtH = 26 FT. _ TOLERANCE = .05727220331O8B35 IN, TRIAL 2 OUTPUT ********* Y,IN.M,FT-KIPS O.OO 0.5O .00 .50 ,OO .50 .00 3.50 4.00 .50 .00 ,50 1, 1. 2, 2. 3. 4. 5. 5. 6.00 5.69 5.61 5.52 5.42 5.32 5.21 5.09 4.98 4.85 4.72 4.59 4.46 4.32 -562.30 -533 . 84 -505 . 47 -477.20 -449.01 -420 . 92 -392 . 92 -365 . 02 -337 . 22 -309.51 -281.91 -254 . 40 -226.99 ES,LBS/IN2 P,LB/IN. EI,LB-IN.2 5.04 5.25 5.46 5.67 5.88 6.09 6.30 6.51 6.72 6.93 7.14 7.36 7.57 -28.72 -29.47 -30.15 -3O.75 -31.28 -31.74 -32 . 1 1 -32.41 -32.63 -32.77 -32.82 -32.80 -32.69 0.3540D+11 0.354OD+11 0.3540D+11 0.3540D+11 0.354OD-H1 0.354OD+11 0.3540D+11 0.354OD+11 0.354OD+11 O.354OD+11 0.3540D+11 0.3540D+11 0.354OD+11 1 1 1 1 1 1 I 1 1_ •" 1 1 6.50 7.OO 7.5O 8.0O 8.50 9 . 00 9 . 50 10. OO 1O.50 11. OO 11.50 12.00 12.50 13.00 13.50 14. OO 14. 5O 15.00 15.50 16.00 16. 5O 17.00 17.50 18.OO 18.50 19.00 19.50 20 . 00 20.50 21.00 21.50 22 . 00 22.50 23.00 23.50 24.00 24. 5O 25.00 0. 35400+11 25. 5O 26.00 I I I I I ^^^^^•SS^tE^^^^ 4.18 4.O4 3.89 3.75 3.6O 3.45 3 , 30 3.15 t 3.OO 2.85 2.70 2.55 2.40 2.25 2.11 1.97 1.83 1.69 1.56 1.42 1.30 1.17 1.05 0 . 94 0 . S3 0.73 0.63 0.54 0.45 0.37 0.3O 0.23 0.17 0.12 O.O8 0.04 0.02 O.OO -0.01 -O.O2 M^Bfln&BBHfl^B^B^^^HI^^^Hfl -199.68 -172.46 -145.34 -118.32 -91.39 -64.56 -37 , 82 -11.16,, 15.40 41.89 68.28 94.60 12O.85 147.01 173.11 199.14 225.10 251.O1 276.85 302.64 328.38 354 . 08 379.73 405.34 430 , 92 456 . 47 481.98 507 . 47 532.94 558.39 583.83 6O9.25 634 . 67 660. O7 685.48 71O.87 736.27 481.95 136.94 0.00 7.78 7.99 8.20 8.41 8.62 8.83 9,04 9.25 9.46 9.67 9.88 10.09 10. 3O 10.51 10.72 10.93 11.14 11.35 11.56 11.77 11.98 12.19 12.40 12.61 12.82 13.03 13.24 13.45 13.66 13.87 14.08 14.29 14.50 14.71 14.92 15.13 5082704.53 7.18803891.93 7500160.96 4953047.55 -32.51 -32.25 -31.91 -31.50 -31.01 -30 . 45 -29.81 -29.. 12.' -28.35 -27.53 -2^65 -2i3'.7i -24.72 -23.69 -22.61 -21.50 -20.35 -19.17 -17.98 -16.76 -15.54 -14.31 -13.08 -11.86 -10.66 -9.48 -8.32 -7.21 -6.14 -5.13 -4. 18 -3.30 -2.49 -1.78 -1.17 -0.67 -93238.30 -3023O.47 69357.55 91292.15 0.35400+11 0.35400+11 0.35400+11 0.35400+11 O. 35400+ 11 0 , 35400+ 1 1 0.354OD+11 0.3540D+.11 0.3540D+11 O. 35400+ 11 0.35400+11 0.35400+11 0.35400+11 0.3540D-H1 0.3540D+11 0.3540D+11 0,35400+11 0.3540D+11 0.3540D+11 0.3540D+11 0.354OD+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0. 35400+11 0.3540D+11 0.3540D+11 0. 35400+11 0.35400+11 0.35400+11 0.35400+11 0.35400+11 0.35400+11 0.35400+11 0.35400+11 Q.3540D+11 0.35400+11 0.3540D+11 LATERALLY LOADED PILE PROGRAM PILEDG ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION D 4 5 6 7 TRIAL 2 4.636861974447403 9.409379265931389 6.409070634789227 5.72035480740809 5.527187975616526 5.452874775176871 5.421O58194368787 INPUT.INFORMATION *****************SHEAR. = 57000 LBS. MOMENT * =-6747600 LBS-IN KODE = 1 DIAffetER =14 IN. INCRJLEN6TH , = 6 IN. NO.OF IlvieiREHENTS= 53 PILE .LENGTH = 26.5 FT. TOLERANClE = 5. 452874775176871D-02 TRIAL 2 IN. OUTPUT INFORMATION * * *************** *X,FT.Y,IN.M,FT-KIPS ES,LBS/IN2 P,LB/IN. EI,LBr-IN.2 iso,00 .50 .00 .SO .00 .50 4.00 4.50 5.00 5.5O 6.OO 6.50 7.00 0. 1, 1. 2, 2. 3. 3. 5.42 5.34 5.26 5.16 5.06 4.96 4.85 4.74 4.62 4.50 4.37 4.24 4.11 3.98 3.84 -562.30 -533.84 -505.47 -477.18 -448 . 98 -420 . 87 -392.84 -364.92 -337.08 -309.34 -281.69 -254.13 -226 . 67 -199.30 -172.02 5.04 5.25 5.46 5.67 5.88 6.09 6.30 6.51 6.72 6.93 7.14 7.36 7.57 7.78 7.99 -27.34 -28.06 -28.71 -29.29 -29.80 -30.23 -30.59 -3O.87 -31.07 -31.20 -31.24 -31.21 -31. 1O -3O.91 -30.65 0.354OD+11 0.3540D-H1 0.354OD+11 0.354OD-H1 0.3540D-H1 0.354OD-H1 0.3540D+11 0.354OD+11 0.3540D-H1 O.354OD+11 0.3540D+11 0.3540D+H 0.354OD+11 0.3540D+11 0.354OD+11 -.us >:'. LATERALLY LOADED PILE PROGRAM PILEDB ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION 1 2 3 4 5 6 4.55O721965982844 7.574391995507O18 5.833988940976453 5.521131269365901 5.43308961772587 5.40244011371522 TRIAL 2 INPUT INFORMATION *****************SHEAR = 57000 LBS. MOMENT * =-6747600 LBS-IN KQDE^ , =1 DIAMETER = 14 IN. INCR.LENGTH =6 IN. NQ.OF JNSReMENTS= 54 PILE LENGTH > 27 FT. TOLERANCE ! = .0543308961772587 IN. TRIAL 2 OUTPUT INFORMATION****************** X,FT.Y,IN. O.OO 0.50 .OO .50 .OO 2.5O 3.OO 3.50 .OO ,50 .OO ,50 .00 1, 1. 2. 4. 4. 5. 5, 6. 6.SO 7.00 7.50 5.40 5.32 5.24 5.15 5.O5 4.94 4.84 4.72 4.61 4.48 4.36 4.23 4.10 3.96 3.82 3.69 -562.30 -533.84 -5O5.47 -477.18 -448.97 -420.86 -392.84 -364.91 -337.07 -3O9.32 -281.67 -254.11 -226.65 -199.27 -171.99 -144.81 M,FT-KIPS ES,LBS/IN2 P,LB/IN. EI,kB-IN.2 0.354OD+11 0.3540D+U .3540D+11 0.354OD+11 35400+11 354OD-H1 354OD+11 354OD-H1 354OD+11 354OD+11 354OD+11 354OD+11 3540D+11 354OD-H1 354OD+11 0.354OD+11 5.O4 5.25 5.46 5.67 5.88 6.09 6.30 6.51 6.72 6.93 7.14 7.36 7.57 7.78 7.99 8. 2O -27.25 -27.97 -28.62 -29.19 -29.70 -30.13 -30.49 -30.77 -30.97 -31. O9 -31 . 14 -31.10 -30.99 -30.81 -30.54 -30.20 0 0,o, 0 0 0 0 0 0 0 0 0 0 O 0 0 *~1 ] LATERALLY LOADED PILE PROGRAM PILEDS ***** (C) COPYRIGHT 1984 GEOSOFT ***** ALL RIGHTS RESERVED TRIAL 2 ITERATION INFORMATION 1 2 3 4 5 4.466739650423147 6.694705114203183 5.653011005321532 5.471379647064362 5.414954904867285 5.396263175244713 TRIAL 2 INPUT INFORMATION *****************SHEAR MOMENT KODE DIAMETER =14 INCR.LENGTH = 6 NO.OF INCREflENTS= 55 PILE LENBm = 27 = 57000 LBS. =-6747600 LBS-IN = 1 IN. IN. TOLERANCE TRIAL 2 .5 FT. = 5.4149549O4867285D-O2 IN, OUTPUT INFORMATION *************£**** X,FT. 0.00 0.5O 1.00 1.5O 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.5O 6.OO 6.50 7.0O 7.50 Y,IN. 5.40 5.32 5.23 5.14 5.04 4.94 4.83 4.72 4.60 4.48 4.35 4.22 4.09 3.96 3.82 3.68 -562. 3O -533.84 -505.47 -477.18 -448.97 -420.86 -392.84 -364.91 -337.07 -309.32 -281.67 -254.11 -226.64 -199.27 -171.98 -144.79 M,FT-KIPS ES,LBS/IN2 P,LB/IN. EI,liB-IN,2 0.354OD+11 3540D+11 5.O4 5.25 5.46 5.67 5.88 6.09 6.3O 6.51 6.72 6.93 7.14 7.36 7.57 7.78 7.99 8.20 -27.22 , -27.93 -28.58 -29.16 -29.67 -30.10 -30.45 -3O.73 -3O.93 -31.06 -31.10 -31.07 -30.96 -3O.77 -30.51 -3O.17 O, X>, O '.O, O 0 O 0 0 0 0 0 0 O 0 0 .3540D+11 3S4OD+11 354OD+11 354OD+11 3540D+11 3540D+11 3540D+11 354OD+11 3540D-H1 3540D-H1 3540D-H1 3540D+11 3540D+11 1 1 1^v 1 1 1 1 1 1 1I^V 1 1 1 1 1 1 1 1 8.00 8.50 9.0O 9.5O10.00 10.50 11. 00 1 1 . 50 12.00 12.50 13.00 13.50 14.00 14. 5O ,15.00 j 15.50 16.00 16.50 17.00 17.50 18. OO 18. 5O ' 19.00 < 19.5O 20.00?20.50 •21.00 22.00 22.50 [23.00I!t23.5O ' 24. OO 24.50 [•25.00 O.39HIOD+11 25.50 0.3540D+11 26.00 O.354OD+11 26. 5O O.3540D+11 27.00 0.3540D+11 27.50 O.3540D+11 3.54 3.40 3.25 3.11 2.96 2.82 2.68 2.53 2.39 2.25 2.10 1.97 1 .83 1.69 1.56 1.43 1.31 1.19 1.O7 0.96 0.85 0.75 0.65 0.56 0.47 0.39 0.32 O.25 O.19 O.14 O.O9 O.O6 O.O3 O.O1 O.OO •O.OO -O.OO -O.OO •O.OO O . OO -117.69 -90.68 -63.76 -36.93 -10.17 16.50 43.09 69.60 96.04 122.40 148.70 174.93 201.09 227.20 253.25 279.24 305.19 331. O9 356.95 382.77 4O8.55 434.30 460. O2 485.72 511.39 537.05 562.69 588.31 613.93 639.54 665.14 690.74 716.33 741.92 542.26 258.25 75.24 0.77 -9.38 O.OO 8.41 8.62 8.83 9.04 9.25 9.46 9.67 9.88 1O.09 10. 3O 10.51 10.72 10.93 11.14 11.35 11.56 11.77 11.98 1 12.19 12.40 12.61 12.82 13.03 13.24 13.45 13.66 13.87 14. O8 14.29 14. 5O 14.71 14.92 15.13 6587752.72 7.18803891.93 7.18803891.93 XI 880389 1.93 7.18803891.93 7.1 880389 1.93 7.18803891.93 -29.76 -29.27 -28.72 -28.10 -27.41 -26.67 -25.86 -25. OO -24.08 -23.12 -22.11 -21.07 -19.99 -18.88 -17.74 -16.58 -15.42 -14.24 -13.06 -11.88 -1O.72 -9.58 -8.46 -7.37 -6.33 *~5 « oo -4.39 -3.52 -2.72 -2.01 -1.39 -O.87 -O.46 -75086.68 -28113.91 33664.90 36182.92 21436.54 6513.31 -6256 . 42 0.3540D+11 O.354OD-H1 O.3540D+11 0.3540D+11 0.354OD+11 Q.3.540D+11 0..3540D+11 O.3540D+11 0.354OD+11 0.3540D+11 O.3540D+11 O.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.3540D+11 0.354OD+11 O.3540D+11 0.354OD+11 O.3540D+11 0.3540D+11 0.3540D+11 0.3540D-H1 0.3540D+11 0.3540D+11 O.3540D+11 0.3540D+11 O.354OD+11 0.3540D+11 O.354OD+11 0.3540D-H1 0.3540D+11 0.3540D+11 0.3540D+11 1 ] "1 I ^ STRUCTURAL CALCULATIONS FOR CANNON ROAD BRIDGE OVER MACARIO CANYON SUPPLEMENTAL PREPARED FOR CARLSBAD DEVELOPMENT COMPANY AND RANCHO DEL CERRO JOINT VENTURE JULY 1989 McDANIEL ENGINEERING COMPANY, INC. ••tO OLD TOWN AVfNUC. IINTC M7S. tAN OltOO, CAUTOIINU M110 • • me wmiicL craulivcEntiTO t>mwrnrvT awu uu> iwwn AVENUE, outre ZV/-B, SAM • Project .£— tf3 r*.,/i&*n f^GG-Ci. Engineer .-..aasA/ L.C-.. ; . .-. - - 1.. J ,- I -... - r - . / , luj (j,. Y A. /r y/- -*• u/ y ^ 11 BOSJ . . ;< K•^ ^SG 2L-3 x, T ^ 1] Z 765 074 rr,./ •'i i- 637 ^40> /^?t., en " } I>^;' 9 SR, ^g i **^i*.^ & -"J*-* • ^ !|@ | : 41$ 131 n * 42£ 734 • 0 12 £!*» 62^ i^- ^\•L 52 1 T x^^ ^"^^ ^'^ • ^ g IZ 10 <S (j> ?. - \~1 @ ^T ^-<_>* — ^— ^-r 1 1 r1 li •1 11 ' ^VcxJ _O e-.. r .1- Bc.r c.t • 'PI r— —• H ~ 1 Tl 1 • SI . , , . , .1 u . i •J ,'a .* .1 ' -4 ' III - • . / - A Horg. 1 '" : 400" vwffj |3 UtBOWA ,-<l ^«. X. V 4 , ^^ 1 .2 vziiv ««i*ri Dati File She ^•V^ VV "e. cc C-P ^e 12— c ^.* ^. i*3-i*zo -'Ri-v'is/fd » 2 r.^. -«5.1....I.: /*•« No 2i<5^ et S5....of.... ^T!.... 3 «. pp ''<;•* y^v%.'.v. _-^^J 7-11 — r j JL j Project ...... .Srr.ft.O.r?.p.jo......!5.c Engineer. ]c o rn p --^"T 3990 OLD TOWN AVENUE, SUITE 207-8, SAN DIEGO. CA 92110 (019) 692-1920 M ...A.Uc^t.^.^.i^.. Date. .7-y..4..7.£.l I o CATT p> & r\~T & File NO.....O SO.. Sheet '. of. VJ ] T r7 P; 74 Piles \:3 P;\cs I rros>0s\ ptf r y x . oo /" = , IO " . 13 - = 7./S /^BEST ORIGINAL 1 IEL ENGINEERING COMPANY 3990 OLD TOWN AVENUE. SUITE 207 -B, SAN DIEQO, CA~«2iio teii) «92>i«2o • j Project ........ £&«/?*.«.......£««=«/ ...... A.\*dt..a\&Kfh. ....... ..:. ................. ....:.:........ Date.:.r:Z. * Engineer ..... £l.LC..._ ..... . ..................................... . ....... 1 ....... ............ ....... .......... .... ........ Checked.!* File No Sheet ..... £-. ..... ofII '* |J • j -7, A OtAT 14, HP 12 x 74 or- AH"- \AJ 6) PiU 11 1 ri lei wiU 1 i a ct«-Tft.C.i Sew » .•>j SeJ^'C. Off Sc^i Fer p "C Vy 1 C1 v-»-^ G <sn.pprc-ci 5"0 7*. "0 ec>" ,4 •*tu ns A£ -"' "• CT 'ConvjerAeC or Coise Hie U J4i<v>a-te rile n ci r«u» ei vAx'TU T~v\e r"T • "To 4-.' / 1 ~l-o io v' 1.1 C?i || If!y Use HP 14 * 117 pi er Ah "!"* = 20^ -74 - 3 *** * * * * * * * * * PC ABUT PC ABUTMENT DESIGN PROGRAM ••:J3.: SHORT SEAT (HCi HIGH CANTILEVER CALIFORNIA DEPARTMENT OF TRANSPORTATION DIVISION OF STRUCTURES — DESIGNS CONVERTED BY PCLINK8, INC. VER. : 2.00 10/08/88 Your ABUT Input File Is : A389I1.DAT ******************************************** '&? -«-•! * * * * * ,- * * * * * ,1 I CANNON ROAD BRIDGE ABUTMENT 1 SS YES PILE DESIGN 2.0 39.75 4.00 2 40.75 2 1.5 5.5 5 5 5 6 6 263.0 10.0 10.0 41.0 20.0 7.0 70.0 7 5 163.0 2.0 1 .33 0.92 1 .33 2.5 5.0 7 0 4 4 4 6 6 183.5 130.0 2.67 3.0 40.0 65.0 2.00 SLD 000.0 1.67. 1.33 0000.0 13.54 3.0 JOB : CANNON ROAD BRIDGE ABUTMENT 1 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41: 2 7/18/89 PAGE 1 DIVISION OF STRUCTURES CAL TRANS ***************** GENERAL DATA * I- 1^•v 1 •1 1•i 1 1 1 1 1 •1 1 1 1 1 HBBP^ffTfll^FnTpartpw1(gBB»iBliKyfrn»y , • , -. . .,,»».. ...'. „.' -y TYPE ABUTMENT (SHORT SEAT) = TYPE SUPERSTRUCTURE -<^ - (CIp/PS?) -= TYPE FOOTING TYPE 4rjAt.YST" = TYPE DESIGN (SERVICE i_uAD OESIGN) = MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = YIELD STRESS FOR STEEL REBARS (FY) = ALLOWABLE CONCRETE STRESS <* FC) = ALLOWABLE STEEL STRESS (* FY) YOUNGS MODULUS FOR CONCRETE (EC) = YOUNGS MODULUS FOR STEEL REBARS (ES) = MODULAR RATIO (ES/EC) (N) = BACKFILL SOIL DATA: DEPTH OF FILL ON TOE DEPTH OF FILL ON HEEL DEPTH OF SURCHAGE ON HEEL ENVIRONMENTAL FACTOR (Z) = CQEF OF ACTIVE EARTH PRESSURE (KA) = FOUNDATION SOIL DATA: MAX BEARING CAPACITY - SERVICE FRICTION ANGLE (PHI) = 1 JOB : CANNON ROAD BRIDGE ABUTMENT 1 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS DIVISION OF STRUCTURE ******************* aMfegeiiyAifc^^jgBHBHtasgMMgdtejgM^MSK*^.^I^I^HHHnHH^^^^^^^^lH^^^^^^^^H^^^^lHHIvHaPM ****T: <*~;*3T'! •" ! ;"^^RB?*41II^W*™I^.2;«'?'* *^T*;:"S**?^*S**"" ' ' ss '-' ^"YES • 4,;-.,A/'--*-"--^S>"*-*--" •'••• •'• if PILE DESIGN SLO 'J^.-v.. .-*• '••••• .T.'- •• •/-• - "- - fc. »..-,.•..- ^ i. 3.25 KSI 60.0 KSI 40.0 :-; 1.3 KSI 40.0 S 24.0 KSI 3249. KSI 29000. KSI 8.92 2.00 FT 10.00 FT 2.00 FT 130.00 K/IN 1 1 1 [ 1 '• .30 2.00 TONS/SF 33.00 DEGREES L_ 7:41: 2 7/18/89 PAGE 2 S C A L T R A N S * STRUCTURAL DATA * ************************************************************************* ABUTMENT DATA: LENGTH HEIGHT FROM TOP OF FOOTING •* = BACKFALL THICKNESS SEAT WIDTH r DISTANCE FROM FOOTING TOE TO SEAT FACE DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 39.75 FT 10.00 FT - _ F-L! 1.33 FT | 2.67 FT 1.67 FT 1,33 FT . I [ 1 1 WEIGHT OF EXTERIOR SHEAR KEYS UNIFORM WEIGHT OF BARRIER •WING WALL DATA: ' ' • *v LENGFH THICKNESS END WALL DIMENSION FOOTING DATA: LENGTH WIDTH DEPTH JOB : CANNON ROAD BRIDGE ABUTMENT 1 41.00 K .92 K/FT 20.00 Fi 1-33 FT 3.00 FT 40.75 FT 7.00 FT 2.50 FT BEST ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41: 2 7/18/89 PAGE 3 DIVISION OF STRUCTURES CALTRANS ] 3 ************** PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - ULTIMATE PILE DIAMETER BATTER FACTOR PILE LAYOUT DATA: 70.00 TONS 5.00 K = "40.00 K 13.54 IN = 1:3.00 I a ROW DISTANCE NO. OF PILES NO. OF PILES NO. TO TOE IN ROW BATTERED i 2 1.50 5.50 7 5 7 0 TOTAL NUMBER OF PILES DISTANCE FROM TOE TO C.G. OF PILES (CG) MOMENT OF INERTIA OF PILE GROUP (IX) 12 3.17 FT 46.67 FT-PILE**2 ************************ REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BAR SIZE NO. OF BARS COVER(IN) J1_J 0 D BACKWALL STEM FOOTING TOP 5 5 5 0 4.00 0 4.00 0 4.00 I I I I I I I I I I I I I I I I jTrraj^i j l<iin» ai'^MliJ^ilEi^Jlpilitli^ FOOTING BOTTOM (TOE ) 6 0 " SERVICE LOAD DATA (KIPS): •* ;-'A". ' rOTAi. :- LIVE LOAD -: TOTAL LATERAL DEAD TOTAL 1.1 5P BEARING EARTH LOAD H-LOAD P-LOAD PAD SHEAR "PRESSURE LOADS 263. 163. 184. 65. FACTORS 1.30 2.17 1.30 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD = DISTANCE FROfl HEEL TO OTHER VERTICAL LOAD = CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) JOB : CANNON ROAD BRIDGE ABUTMENT 1 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41 DIVISION OF STRUCTURES — m*mm«»mmmmmmmmm * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) IHIHflHBHMI^^^^^HHBHflMHHIBS99iH^HHBaBffllHuE 6.00 * BEST ORIGINAL I ."" ;• -\^C :, -"» . , ..-:: *.• .;.rOTHER OTHER LATERAL VERTICAL r LOAD LOAD " | 0. 0. 1.30 .00 L .00 r"°° L 12345 12345 _ YYYYN YYYYN i r : 2 7/18/89 PAGE 4 CALTRANS j rL *W*MMMMM*XM**W****M**M^ LATERAL EARTH LOADS t (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT EARTH PRESSURE (KA = .300) 104 EARTH PRESSURE (KA = .225) 78 SURCHARGE PRESSURE (KA = .300) 33 SURCHARGE PRESSURE (KA = .225) 25 EARTHQUAKE LATERAL EARTH LOADS (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA = .300) 48 EARTH PRESSURE ( KA = .225) 36 SURCHARGE PRESSURE (KA = .300) 22 SURCHARGE PRESSURE (KA = .225) 17 SUPERSTRUCTURE LOADS DEAD LOAD 263 H-LIVE LOAD 163 P-LIVE LOAD 183 .3 4.17 435. .2 4.17 326. .4 6.25 209. .0 6.25 156. (~ .0 .00 0. L iEs .2 2.83 137. .2 2.83 103. .7 4.25 96. ' .0 4.25 72. t .0 3.00 -789. » .0 3.00 -489. .5 3.00 -551. ^ I"' I BEST ORIGINAL OTHER LOADS OTHER LATERAL LOAD OTHER VERTICAL LOAD A8']~inEWT DEAD LOADS ,0 .0 7.00 BACKWALL SEAT FOOTING FOOTING KEY WINGWALL TOP RECTANGULAR SECTION WINGWALL BOT TRIANGULAR SECTION BARRIER SIDE KEYS 31.7 143.1 107.0 .0 20.7 24.2 34.3 41.0 5.01 3.67 3.50 .00 14.34 11.45 13.67 3.01 -159 -525 -374 0 -297 -277 -469 -123 SOIL DEAD LOADS SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) SOIL ON TOE SURCHARGE ON HEEL JOB : CANNON ROAD BRIDGE ABUTMENT 1 59.2 35.5 16.3 11.3 6.34 6.34 .84 6.34 -375. -225. -14. ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41: 2 7/18/39 PAGE 5 DIVISION OF STRUCTURES CALTRANS * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN <K,FT) * GRP IH IH IH IH II II III III IV IV IV IV V i CA 1 2 3 4 1 2 1 2 1 2 3 4 1 : — VC.KI IL.HL. — ; TOTAL ECCEN 915. 915. 904. 904. 752. 752. 400. 400. 915. 915. 741, 741. 665. -.46 -.64 -.66 -.78 -.60 -.81 -1.03 -1.18 .14 -.04 -.10 -.24 -1.37 : - I_H i cr>Hi_ - : - TOTAL CAP 138. 103. 104. 78. 138. 103. 71. 53. 203. 168. 169. 143. 0. 203. 189. 186. 177. 169. 155. 133. 129. 264. 250. 213. 204. 144. I-IC.C.L. - - ; - MAX CAP 98. 106. 105. 111. 85. 93. 54. 57. 70. 73. 65. 71. 101. 140. 140. 140. 140. 140. 140. 210. 210. 175. 175. 175. 175. 210. iut MAX 61. 55. 54. 50. 47. 41. 19. 17. 81. 75. 59. 55. 23. • CAP 133. 133. 133. 133. 133. 133. 199. 199. 166. 166. 166. 166. 199. OK OK OK OK OK OK OK OK OK OK OK OK OK SUMMARY OF CONTOLLING LOAD CASES (RATIO = CAP / LOAD) LOAD CAP RATIO1 • 1 II ' IH IV JC? 1 TOTAL LATERAL LOAD 138. 169. 1.22 OK 4 MAX HEEL LQADtol 111. = "140. '1.27 OK -- *- > - - ^ 1 MAX TOE LOAD 81, 166. 2.05 OK •• Ciik.'iH'.?H ROAD ^^'IDHE ^BIJTr'lEMT 1 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41: 2 7/18/89,, .P.^GE, 6, *#3M DIVISION OF STRUCTURES — CALTRANS ;4:^:1c^^;):^;t;^^^;)c^^:4;:+;^^^^^:^'4:^^;(c^:t::((^:+;^^*#^;tc:1c;tc:t;:^ * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * 1 1 1 • 1 1 ' 1 1 1 1 1 1 1 1 •*##*#***#**###****#***#**:**#*#:m**#^ KEY 1 = 2 = 3 = 4 = 3AR LOG 1 2 3 4 5 TO REBAR LOACATIONS (BAR-LOG) . . BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEEL; FQCTINI.B BOTTOM (TOE) LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR GRP Cfl MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSF) (KSF) (IN) (SI) (IN) 36. .18 20.3 11.6 1.9 5 94.5 6 3 746. .27 29.5 43.7 7.1 5 21.5 23 3 IH 1 -61. .11 23.2 25.7 1.2 5 161.4 4 3 MIN 0. .00 .0 23.6 12.3 6 17.9 28 IV 1 61. .12 24.0 23.6 1.3 6 242.1 3 3 ERROR CODES: 1 = 2 = 3 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20) r ** * ** * ** * ** PC ABUT :MT ::ESI3K! PRCGRAII (S3) SHORT SEAT (HC) .HIGH CANTILEVER CALIFORNIA DEPARTMENT OF TRANSPORTATION DIVISION OF STRUCTURES ~ DESIGNS CONVERTED BY PCLINKS, INC. VER. : 2.00 10/08/88 ******************************************** Your ABUT Input File Is : A389I8.DAT ******************************************** * * * * * * * * * CANNON ROAD BRIDGE ABUTMENT 6 S3 YES PILE 2.00 DESIGN SLD 2.0 10.0 j 39.75 10.0 I 4.00 41.0 2 20.0 40.75 7.0 ! 2 103.0 1.5 9 , 5.5 5 5 J 5 5 1 6 J 6 263.0 163.0 j !1 1 JOB : CANNON ROAD 2.0 130.0 000.0 0000.0 1.33 2.67 1.67' 1.33 0.92 1.33 3.0 2.5 5.0 40.0 15.79 5.0 9 0 4 4 4 6 6 183.5 65.0 BRIDGE ABUTMENT 6 J ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 16:23:17 7/14/89 PAGE 1 i D I V I S I 0i j 1 ***************** GENERAL DATA * *****************4 i J N OF STRUCTURES CALTRANS k****************************************************** ^^•••^^^^^^•••••^^••^^^^^•••^^•^^^^^^^^^ . 1 1 • 1 1 •1 1• 1 1 1 1 1 1 1 1 TYPE ABUTMENT (SHORT SEAT) = TYPE SUPERSTRUCTURE (CIP/PS?) = " TYPE FOOTING ''* <*: =* TYPE ANALYSIS TYPE DESIGN (SERVICE LOAD DESIGNS = MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = YIELD STRESS FOR STEEL REBARS (FY) = ALLOWABLE CONCRETE STRESS ('i FC) = ALLOWABLE STEEL STRESS (": FY) = YOUNGS MODULUS FOR CONCRETE (EC) = YOUNGS MODULUS FOR STEEL REBARS (ES) = MODULAR RATIO (ES/EC) (N) = BACKFILL SOIL DATA: DEPTH OF FILL ON TOE DEPTH OF FILL ON HEEL DEPTH OF SURCHAGE ON HEEL ENVIRONMENTAL FACTOR (Z) = COEF OF ACTIVE EARTH PRESSURE (KA) = FOUNDATION SOIL DATA: MAX BEARING CAPACITY - SERVICE FRICTION ANGLE (PHI) = JOB : CANNON ROAD BRIDGE ABUTMENT 6 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS DIVISION OF STRUCTURE ft****************** * STRUCTURAL DATA- * **#*****#************************************: ABUTMENT DATA: LENGTH HEIGHT FROM TOP OF FOOTING BACKWALL THICKNESS SEAT WIDTH DISTANCE FROM FOOTING TOE TO SEAT FACE DISTANCE FROM SEAT FACE TO C.L. OF BEARING = BACKWALL HEIGHT ABOVE SEAT LEVEL SS YES PILE , -'-• .,-.-,..•=*. *.•-,. -. ...,:«* . , . DESIGN 3.25 KSI 60.0 KSI 40.0 'i 1.3 KSI 40.0 % 24.0 KSI 3249. KSI 29000. KSI 8.92 2.00 FT 10.00 FT 2.00 FT 130.00 K/IN .30 { 2.00 TONS/SF 33.00 DEGREES 16:23:17 7/14/89 PAGE 2 S CALTRANS m#*mm**#******#******* 39.75 FT 10.00 FT 1.33 FT 2.67 FT 1.67 FT 1.33 FT 4.00 FT I r[ r E-.w 1 r L. r'• ^ L R L h., . .. I. [ .*SrA>g-gE-*r. 't-^L: ^•Mfe£***,~r2 -VI UNIFORM WEIGHT OF BARRIER WING WALL DATA: NUMBER THICKNESS END WALL DIMENSION FOOTING DATA: LENGTH WIDTH DEPTH JOB : CANNON ROAD BRIDGE ABUTMENT 6 .92 K/FT 2 WALLS 20,00 FT 1.33 FT 3.00 FT 40.75 FT 7.00 FT 2.50 FT ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 16:23:17 7/14/89 PAGE 3 DIVISION OF STRUCTURES CALTRANS ************** PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - ULTIMATE PILE DIAMETER BATTER FACTOR = 103.00 TONS 5.00 K 40.00 K = 15.79 IN = 1:5.00 PILE LAYOUT DATA: ROW DISTANCE NO. TO TOE NO. OF PILES IN ROW NO. OF PILES BATTERED 1 2 1.50 5.50 9 5 9 0 TOTAL NUMBER OF PILES = 14 DISTANCE FROM TOE TO C.G. OF PILES (CG) = 2.93 FT MOMENT OF INERTIA OF PILE GROUP (IX) = 51.43 FT-PILE**2 ************************ REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEEL) BAR SIZE NO. OF BARS COVER(IN) 5 5 5 6 0 0 0 0 4.00 4.00 4.00 6.00 ''Safitar*** 1 |V 1 I • 1 1 1 1 1 1 I• 1 1 . I • 1 1 .^vFQofW~lBott&ftT^^ SERVICE LOAD DATA (KIPS):..*.'.. rCTU. ;- LIVE l/'.^ -5 TCTAL ! .i~-f?Al DEAD TOTAL 1.15P SEARING EARTH LOAD H-LOAD P-LOAD PAD SHEAR PRESSURE LOADS 263. 163. 184. 65. FACTORS 1.30 2.17 1.30 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD = DISTANCE FROM HEEL TO OTHER VERTICAL LOAD = CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) JOB : CANNON ROAD BRIDGE ABUTMENT 6 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 16:23 DIVISION OF STRUCTURES — *************************************** W * W _ . , J ' • -* . £ i~ '- nrucq- ".ruc-p LATERAL VERTICAL LOAD LOAD 0. 0. 1.30 .00 .00 .00 12345 12345 YYYYN YYYYN :17 7/14/89 PAGE 4 CALTRANS * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ************************************************************************* LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT EARTH PRESSURE (KA = .300) 104 EARTH PRESSURE (KA = .225) 78 SURCHARGE PRESSURE (KA = .300) 33 SURCHARGE PRESSURE (KA = .225) 25 EARTHQUAKE LATERAL EARTH LOADS (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA = .300) 48 EARTH PRESSURE (KA = .225) 36 SURCHARGE PRESSURE (KA = .300) ' 22 SURCHARGE PRESSURE (KA = .225) 17 SUPERSTRUCTURE LOADS DEAD LOAD 263 H-LIVE LOAD 163 F'-LIVE LOAD 183 BEARING PAD SHEAR 65 .3 4.17 435. .2 4.17 326. .4 6.25 209. .0 6.25 156. .0 .00 0. .2 2.83 137. .2 2.83 103. .7 4.25 96. .0 4.25 72. .0 3.00 -789. .0 3.00 -489. .5 3.00 -551. .0 8.50 553. L ] BEST ORIGINAL OTHER LOADS OTHER LATERAL LOAD' OTHER VERTICAL LOAD ;o .0 **•&'. so'- 7.00 f 0. 0. LOADS ]BACKUALL SEAT FOOTING FOOTING KEY WINGWALL TOP RECTANGULAR SECTION WINGWALL BOT TRIANGULAR SECTION BARRIER SIDE KEYS 31.7 143.1 107.0 .0 20.7 24.2 34.3 41.0 5.01 3.67 3.50 .00 14.34 11.45 13.67 3.01 -159 -525 -374 0 -297 -277 -469 -123 0 SOIL DEAD LOADS SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 59.2 6.34 -375. SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) 35.5 6.34 -225. .SOIL. ON TOE 16.3 .84 -14. SURCHARGE ON HEEL 11.3 6.34 -75. JOB : CANNON ROAD BRIDGE ABUTMENT 1 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 7:41: 2 7/18/89 PAGE 5 DIVISION OF STRUCTURES CALTRANS * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * I 3 J 0 I GRP CA IH IH IH IH II II III III IV IV IV IV V 1 2 3 4 1 2 1 2 1 2 3 4 1 : — VC.KIIUHL. — : TOTAL ECCEN 915. 915. 904. 904. 752. 752. 400. 400. 915. 915. 741. 741. 665. -.46 -.64 -.66 -.78 -.60 -.81 -1.03 -1.18 .14 -.04 -.10 -.24 -1.37 i — LHicr TOTAL 138. 103. 104. 78. 138. 103. 71. 53. 203. 168. 169. 143. 0. CAP 203. 189. 186. 177. 169. 155. 133. 129. 264. 250. 213. 204. 144. nc.c.i_ : — MAX CAP 98. 106. 105. 111. 85. 93. 54. 57. 70. 78. 65. 71. 101. 140. 140. 140. 140. 140. 140. 210. 210. 175. 175. 175. 175. 210. lut MAX 61. 55. 54. 50. 47. 41. 19. 17. 81. 75. 59. 55. 23. * CAP 133. 133. 133. 133. 133. 133. 199> 199. 166. 166. 166. 166. 199. OK OK OK OK .OK OK OK OK OK OK OK OK OK SUMMARY OF CONTOLLING LOAD CASES (RATIO = CAP / LOAD) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 GRP CA DESCRIPTION LOAD CAP RATIO II 1 TOTAL LATERAL LOAD 138. 135. .98 NG* S*y 0\* IH 4 MAX HEEL LOAD 111. 206. 1.86 OK IV 1 MAX TOE LOAD 63. 252. 4.02 OK JOB : CANNON ROAD BRIDGE ABUTMENT 6 ABUTMENT DESIGN PROGRAM CONVERTED BY PCLINKS 16:23:17 7/14/89 PAGE 6 DIVISION OF STRUCTURES CALTRANS * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * KEY TO REBAR LOACATIONS (BAR-LOG) 1 - BACKWALL 2 = STEM 3 = FOOTING TOP 4 = FOOTING BOTTOM (HEEL) 5 = FOOTING BOTTOM (TOE) BAR LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSF) (KSF) (IN) (SI) (IN) 1 36. .18 20.3 11.6 1.9 5 94.5 6 3 2 746. .27 29.5 43.7 7.1 5 21.5 23 3 3 IH 1 -61. .11 23.2 25.7 1.2 5 161.4 4 3 4 MIN 0. .00 .0 23.6 12.3 6 17.9 28 5 IV 1 61. .12 24.0 23.6 1.3 6 242.1 3 3 ERROR CODES: 1 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) 2 = BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20) 1 I [ r f L f L L L