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Home My WebLink About3551; POINSETTIA LANE OVERHEAD WIDENING; DESIGN CALCULATIONS; (2)DOKKEN N G I N E E R I N1 POINSETTIA LANE OVERHEAD WIDENING DESIGN CHECK CALCULATIONS City Project No. 3551 Dokken Project No. 1095 ESSIO 41 61 Geoffrey C.Warrick C No.___60928 Exp. 12/31/04 OF 000'q/c I DATE 9665 Chesapeake Drive, Ste. 435, San Diego, CA 92123 Phone (858) 514-8377 • Fax (858) 514-8608 INDEX TO STRUCTURAL CHECK CALCULATIONS POINSETTIA LANE OVERHEAD WIDENING CITY PROJECT No. 3551 DOKKEN PROJECT No. 1095 DESCRIPTION PAGE PROJECT DESCRIPTION SUPERSTRUCTURE BDSInput .................................................................................................................. sS-ooi BDS..........................................................................................................................SS-004 PierWalls ..................................................................................................................... P-OO1 COLXInput.................................................................................................................P-006 COLXR........................................................................................................................P-009 YieldInput ...................................................................................................................P-018 Yield............................................................................................................................P-025 ABUTMENT LayoutCheck .............................................................................................................. A-OOl AbutmentInput ...........................................................................................................A-004 ABUD.......................................................................................................................... A-01O BEARING PADS Calculations..............................................................................................................BP-OOl FOOTING FootInput.....................................................................................................................F-OO 1 FOOT...........................................................................................................................F-005 SEISMIC SeismicInput ...............................................................................................................s-ooi Seismic Design Criteria (ARS Curves).......................................................................S-008 SEISAB .......................................... ................................................................................. S-010 VAULT Utility Expansion Vault ............................................................................................... V-OOl UTILITY PIPE & HANGERS UtilitiesPipes & Hangers ............................................................................................ U-OO1 calc_ind.doc 1 POINSETTIA LANE OVERHEAD WIDENING PROJECT DESCRIPTION THREE SPAN STRUCTURE (WIDENING) 142 FEET IN LENGTH CROSSING NCTD RAILWAYS AT POINSETTIA LANE IN CARLSBAD PRECAST / PRESTRESSED CONCRETE SLAB SEAT TYPE ABUTMENTS PILE FOUNDATION, STEEL H-PILES 31'-4" WIDENING OF EXISTING 44'-8" WIDE STRUCTURE PIER WALL EXTENTIONS MINIMUM VERTICAL CLEARANCE OVER RAILWAY = 23'-0" MATCH EXISTING SKEW AT 7.41 DEGREES TYPE 26 BARRIER W/ CHAIN LINK RAILING 2" AC OVERLAY OF BRIDGE DECK CONCRETE EXPANSION VAULTS AT APPROACHES .3 '! D 0 K K E N 9665 Chesapeake Drive • Suite 453 • San Diego, CA 92123 A.. w.dokk n n ,o,.,,ng.on, Phone (619) 514-8377 9 Fax (619) 514-8608 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I.) - ,4E& L7 'M vE fri E ; I a -5P -E e- M U fl cv -. p tAr 1'- WE 3) PPTH LI.) -p A- 50 a) A-22 c'L_ (piT .ui -2 QV- A -LL - &-a ) w,/ c - - 0 41,5 91/_1 T1 31) N F. a . Li 1 I N - - QVL- r - w 's') (cLi 6 • . JOB SUBJECT I DATE JOB NO. C~D 10,35 BY SHEET S ' -------1 CHECK of DOKKEN ENGINE ER INC I ........ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 — Z 3" ''- i.rri - 6 15 -" ) Z 'Al #T;(< L (o) w/ s /mOt — Yl %)(Hr) .- I)€]S/T , _±L ,A-;7p :p PL_ Tc7•i-i'c- L q ax7 + .. 7-a .4- Q i- .1 . N Lt'S L_A-17 7S A- Lc/4ç PfL-l5'l ja ikC4 "GLk3. L'A- 1RA-cri c' = ( 3 =>C- ai)6 \•Z - — - i rQ — . I z JOB SUBJECT I N- 1i-1 A- Lt\1 C) F; W I I7G'& It'J 61 1 I DATE I JOB NO. -1 )O/2J/00J 1 09,5 BY SHEET 151 ~Aj CHECK I ol I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 © Li © A-= a K" LA • -k 9 Fr - ___ ii s) -{ • - LQQ - 0. CD 1=o . 1::) L- 4- i P L- o - - 5 P6 1 I JOB SUBJECT V'J (NtN DATE BY --------___ - -.-------- CHECK JOB NO. SHEET Ss-3 of 008606000 080*000*6 *00008 0800000HOOIt 00800100000 0*01*00*00 1016018801E0 0018011*6801 181100100110 PHI! HERO 0000 0068 0000 061! 0*0* ORO! 0060 0000 00114 800888000*0 IOU 68*8 0000000 081*66*6*00 0180 4880 8000H00 6080 0000 8005 0066 00000 8006 *080 0600 180* 0000 0000 *666880800ER *60080650*00 00040840H000 08888008080 *0680*860*0 8488H18000 008800006 686*00080 00*00! 8*008* 800000 0*080*08 88040000 *000001080 *81008*00* 8088 800* 0100 880* 8*0* 0088800 060*08 80*6 8*18106 8*8800 880* 0060 0*6 808H *800 *080*000*0 800000600* 61100080 68*10000 08800* 080*00 HLOAD.doc 1' Code 1 0.0 26 1 45.6 26 SECTION PROPERTIES - OUTPUT HERO NO LOC. DEPTH Z-BAR 1 0.0 1.75 2.00 1 45.6 1.75 2.01 MEMBER I PROPERTIES WARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC. IS USED. LENGTH: 46.0 WIN 11: 0.6021*04 STIFF: 4.000 LT 4.000 RT CO. 0.500 Li 0.500 RT Pile: Dl - 605 - PC v1,3.7 10/27/I0 Page 3 POINSETTIA LANE ON (WIDEN) 8120-44 CHECK NO ERRORS POUND FRAME PROPERTIES END SUPPORT CARRY OVER DISTRIBUTION HERO .3? CONE OR FACTORS FACTORS NO LT ST Li ST DIR SPAN WIN RI HINGE 6 LT RT LT RT I.../ /....../ /...../ / --- / /.....I /......./ /......./ /......./ /.............../ /............./ 1 1 2 6 P 6 46.0 0.6021E*04 0.0 3605. 0.000 0.000 1.011 0.000 IF MENDER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF SINGE FROM LEFT END OF HERORE IF MENDER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION ..... IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTION WILL NOT TARE PLACE ..... File, DR - RDS - PC vl.3.7 10/27/I0 Page 1 POINSETTIA 6.ANE OR (WIDEN) 8120-44 CHECK FIXED END MOMENTS TRIAL I HERO FIXED END MOMENTS HERO FIXED END MOMENTS MEN FIXED END MOMENTS NO LT RT NO LT RT NO LT RT 1 0. 0. Pile, DR - 801 - PC vl.3.7 10/27/00 Page 5 POINSETTIA LANE ON (WIDEN) H920-44 CHECK SIDESWAY DIAGNOSTICS ERROR - FRAME MENDER ARE ALL SORIZONT. OR ALL VERTICAL. Pile: DR - BOB - PC vl.3.7 10/27/00 Page 6 POINSETTIA LANE OR (WIDEN) 6120-44 CHECK SIDRIWAY NOT CONSIDERED. SIDEIWAT DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL 0 MEN NO LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT I I. 71. 126. 166. 190. 196. 190. 166. 126. 71. 0. HORIZONTAL MERGER STRESSES TRIAL 0 BOTTOM POSER 1 0. -260. .463 .607. -694. -723. -694. -607. -463. -260. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIRER 1 0. 257. 457. 600. 666. 715. 666. 600. 457. 257. 0. HORIZONTAL MEMBER SHEARS TRIAL 0 37.2) 13.7 10.3 6.8 3.4 0.0 -3.4 -6.9 -10.3 -13.7 -17.2 Pile, Dl - DOS - PC v1.3.7 10/27/I0 Page 7 POINSETTIA LANE ON (WIDEN) 6520-44 CHECK TRIAL S TANGENTIAL ROTATIONS . RADIANS - CLOCKWISE POSITIVE SPAN LT. END ST. END SPAN Li. END ST. END SPAN Li. END ET. END 1 DOS PC Version 1.3.7 (04/05/93) (C) 199093 Do5ken Engineering All rights reserved. Sate: 10/27/00 Tlse: 12:32:3) File: hload.bds User: Unknown Sorted Input Data 1 2 3 4 5 6 7 H 123456789 0 234567090 123456 769 23456789 I 1234567 89 0 1238167890 12)4 56789012)4 567890 12)4 567890 12)4 567090 POINSETTIA LANE ON (WIDEN) 852044 CHECK 000 OIOIO2RP}l 460 3605 150 100 010000 26 175 20 008 498 167 360500 201 010456 26 175 20 088 498 (67 360500 201 0101 2070 BARRIER,UEOIAN.UTII.ITIEI.2 AC 300 ii 375 375 8020.44 LIVE LOAD 400 1010101000000 142 142 142 0 0 52040 600 Pile: 00 805 . PC v1.3.7 10/27/00 Page POINSETTIA I.AIJE ON (WIDEN) 8025-44 CHECK FRAME DESCRIPTION END SUPPORT CARRY OVER MEN iT. CONS OR DEAD LOAD K FACTORS RECALL NO LT RT LT RT DIR SPAN I HINGE E UNI EEC LT ST Li' ST HERO /.../ /.../ /.../ /.../ /...../ /....../ /...../ /....../ /......../ /........../ /........../ /..../ I 1 2 6 P H 46.0 0.00 0.0 3605. 0.000 .150 0.00 0.00 0.00 0.00 Pile: 00 - 605 - PC v1.3.7 10/27/00 Page 2 POINSETTIA LANE ON (WIDEN) H920-44 CHECK Section Properties - Input Store Me. Re NO Loc - Call S V H 0 Top Rot NO W T H Pact T W Fact L Es Is L Es In R Yb H Z Y Area I" P E-Store Store 1.75 0.00 2.00 0.0 4.98 1.67 3605.00 0 1.75 0.00 2.00 0.888 4.96 1.67 3605.00 YEAR AREA IZZ 1ST 0.06 4.90 1.67 .19.92 3605.00 0.08 4.90 1.07 -19.92 3605.00 O1doc 1 0.003495 -0.003495 HORIZONTAL MEMBER REFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END . DOWNWARD POSITIVE MEMBER 1 E• 3605. 0.000 0.016 0.030 0.041 0.048 0.050 0.046 0.041 0.030 0.016 0.000 File: DE . 000 . PC v1.3.7 10/27/00 Page 8 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LOAD DATA TRIAL I LOAD FIXED END MOMENTS LINE NEIl W OR P CODE A B LEFT RIGHT DEFLT COMMENTS I 0.207 U 0.0 0.0 0. 5. RARRIER,MEDIAN,UTILITIES.2 AC ASSUMED DATA 46.0 TIDED END MOMENTS TRIAL 1 MEN TIDED END MOMENTS MEN TIDED END MOMENTS HEM FIORD END MOMENTS NO LT PT NO LT RT NO LT RT 1 0. 0. File, DE - DOS - PC v1.3.7 10/27/00 Page 9 POINSETTIA LANE 09 (WIDEN) H920-44 CHECK SIDESWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL I MEN 60 LEFT .1 P1 .2 PT .3 PT .4 PT .5 P1 .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 20. 35. 46. 53. 55. 53. 46. 35. 20. 0. HORIZONTAL IOU(0ER STRESSES TRIAL 1 0011014 FIRER 1 0. .73 •128 -168. -192 -200. -192. 168 -128 .72. 0. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIRER 1 0. 71. 127. 166. 190. 198. 190. 166. 127. 71. 0. HORIZONTAL MEMBER SHEARS TRIAL 1 1 4.8 3.8 2.9 1.9 1.0 0.0 58 19 -2.9 -3.0 -4.8 File: DE - EDO . PC v1.3.7 10/27/00 Page 10 POINSETTIA LANE OR (WIDEN) HS20-44 CHECK TRIAL I TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 5.000968 -0.500968 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT I/IS POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER I K. 3605 0.000 0.004 0.006 0.011 0.013 0.014 0.013 0.011 0.008 0.004 0.000 File, DE - DOS - PC WI.3.7 10/27/00 Page 11 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INVLU- MEN SU PERSTRUCTURE SUBSTRUCTURE UNIT STEEL H S SCALE 010CR .NO . LT.END RT.END LT.END RT.END POSITIVE NEGATIVE END. LINES GEN I 0.375 0.375 1.0 1.0 0. 0. - 0 0 NO NO LIVE ........... TRUCK ....................... LANE NO. LIVE LOAD P1 Dl P2 02 P3 UNIFORM 14(04. SHEAR LL LOAD V NO. RIDER RIDER IMPACT L011. SIDRSWAY 1. 6.0 14.0 32.0 14.0 32.0 0.640 18.0 26.0 YES 0.00 NO 2 C(0OOAUTS, 0520-44 AASHTO LOADING WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM 14014 IMPACT NO 14 1 20. Fuel DE - RDS - PC vI.3.7 10/27/0I Page 12 POINSETTIA LANE OR (WIDEN) H920-44 CHECK LL NO. I. - NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HEN LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 0. 0. 0. 0. 0. SHEAR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HORIZONTAL MEMBER STRESSES LL MAX NEC BOTTOM FIRER 1 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. HORIZONTAL MEMBER STRESSES LI. MAX NEC TOP FIBER 1 0. 0. 0. 0. 0. 0. 0. 0. H. 0. 0. File: DO . EDO - PC v1.3.7 10/27/00 Page 13 POINSETTIA LANE OH (WIDEN) 8520-14 CHECK LL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 71. 126. 166. 190. 198. 190. 166. 126. 71. 0. HORIZONTAL MEMBER STRESSES FOR DI,-LL MAX NEC 00D104 FIRE)) 1 0. -260. -463. -607. -694. .733. -694. -607. -463. -260. 0. HORIZONTAL MEMBER STRESSES FOR DLLI, MAX NEC TOP FIRER 1 0. 257. 457. 600. 686. 715. 606. 605. 457. 257. S. Pile, DE . EDS - PC v1.3.7 10/27/00 Page 14 POINSETTIA LANE OR (WIDEN) 8120-44 CHECK LL NO. I. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HP)) LEFT .5 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .0 PT .9 PT RIGHT NO 0. 1 0. 112. 193. 239. 266. 266. 266. 239. 592. 112. 0. SHEAR 0.0 24.3 20.0 17.3 13.5 10.0 -13.5 .17.3 -20.0 -24.3 0.0 HORIZONTAL MEMBER STRESSES LI, MAX P05 00(1(04 FIBER 1 0. -409. -701. -876. -073. -972. -973. -876. -701. -409. 0. HORIZONTAL MEMBER STRESSES LL MAX P03 TOP FIRER 1 0. 405. 693. 866. 962. 961. 962. 866. 693. 405. 0. File, RE - BDS PC v1.3.7 10/27/00 Page 15 POINSETTIA L.ASOE OH (WIDEN) WS20-41 CHECK LL NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD M014014T ENVELOPE MEN LEFT .1 PT .2 NI .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 183. 310. 405. 455. 463. 455. 405. 318. 183. 0. HORIZONTAL MEMBER STRESSES FOR EL-aLL MAX P05 ROTTOM FIBER -'I HLOAD.doc 1 0. -670. -1164. -1483. -1667. 1695. -1667. -1403. -1164. -670. 0. HORIZONTAL MENDER STRESSES FOR DL-LL MAX P05 TOP PIHER 1 0. 662. 1151. 1466. 1648. 1676. 1648. 1466. 1151. 662. 0. File: SE - 851 - PC v1.3.7 10/27/00 Page 16 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LI. NO. S. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER I LEFT .1 PT .3 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P05. V 27.8 24.3 20.0 17.3 13.9 10.8 7.7 4.7 3.1 1.6 0.0 WON. 0. 112. 192. 239. 256. 248. 212. 150. 114. 64. 0. NEC. V 0.0 -1.6 -3.1 -4.7 -7.7 -10.8 -13.9 -17.3 -20.8 -24.3 -27.8 MIS). 0. 61. 114. 150. 212. 248. 256. 239. 192, 112. 0. RANGE 27.8 25.9 23.9 22.0 21.6 21.6 21.6 22.0 23.9 25.9 27.8 File: 0K - HIS - PC v1.3.7 10/27/00 Page 17 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LI. NO. I DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MENDER I LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 45.0 38.1 91.1 24.2 17.3 10.8 4.3 -2.2 -7.2 -12.2 -17.2 NEC. V 17.2 12.2 7.2 2.2 -4.3 -10.8 -17.3 -24.2 -91.1 -38.1 -45.0 Pile: ........DE - 805 - PC v1.3.7 10/27/00 Page 18 POINSETTIA LANE ON (WIDEN) WS20-44 CHECK LL NO. I. LOVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ......MOMENT AXIAL ......MOMENT...... LOAD TOP DOT. LOAD TOP ROT. SUPPORT JT. I POSITIVE 74.3 0. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 0. 0. SUPPORT JT. 2 POSITIVE 74.3 I. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 0. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 2.667 File: DO - 809 - PC vl.3.7 10/27/I0 Page 19 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK PRESTRESS COMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS WERE USED. LIVE LOAD NUMBER 1 RESULTS USED FOR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OF MOMENT A SHEAR HEOUIRPJ4ENTS. D.L. LOAD FACTOR: 1.30 L.L. LOAD FACTOR: 2.17 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR MOMENT: 0.95 ULTIMATE MOMENT APPLIED - 1.30 5 (01,-Aft) + 2.17 I (LL+I) V 1.00 I (P/S SEC. MIS) 3 ULTIMATE SHEAR APPLIED - 1.30 0 (DL*ADL) V 2.17 5 )LL+I) * 1.00 5 (P/S SEC. SHEAR) Pile, SB - BOS - PC v1.37 10/27/00 Page 20 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK INPUT PRESTRESSED DATA TRIAL 10 FRAME 1 PATH RI MOM NO. LLT/X LLP/Y LRT/Z YLT/TYPE YLP/SLOPE VET U K 1 0.00 0.00 0.00 1.42 1.42 1.42 0.25 0.0002 SLT(PT) - 0.0 SRT(PT) - 0.0 STEEL STREII(KII) • 270. JACKING S • 0.75 JACKING ENDS B ANCHOR 001(1W), LONE - 0.110 RIGHT • 0.000 CONC. STRENGTH (PST) • 4000. ALLOW. TENSION(PSI) 0. P-IACK)KIPI) • 520. SHORTENING PERCENT. 100 TOTAL L00505(KSI) - 20 RELATIVE I6t9410ITY S - 70. LOW-LAX TOO PLOT PATHS • NO PLOT STRESSES - NO CABLE PATH OFFSETS MEMBER LONE .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .6 PT .9 PT RIGHT 1 1.42 1.12 1.42 1.12 1.42 1.42 1.42 1.42 1.42 1.42 1.42 CABLE PATE ECCENTRICITIES 1 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 FORCE COEFFICIENTS 1 0.901 0.900 0.899 0.896 0.898 0.897 0.898 0.898 0.899 0.900 0.901 TWO POINT OF NO M0VD4001T IS IN SPAN 1, 23.00 FOOT FROM TWO LEFT END OF THE SPAN THE LEFT ANCHOR SRI LENGTH 15 0.00 THE RIGHT ANCHOR SET LENGTH 11 0.00 THE FORCE CORP. AT THE LEFT END IS 0.501 THE FORCE CORP. AT THE RIGHT END IS 0.901 INITIAL FORCE COEFF. AT POINT OF NO MOVEMENT • 0.995 Pile, 00 - BOO - PC v1.37 10/27/00 Page 21 POINSETTIA LANE ON (WIDEN) 8120-44 CHECK SECONDARY MOMENTS TRIAL 10 FRAME I PATE 01 10(40 DUE TO SECONDARY EFFECTS BEFORE BALANCING MEMBER LONE END RIGHT END KD0(ER LEFT END RIGHT END MEMBER LONE END RIGHT END 1 0.000 0.000 DEN'S DUE TO SECONDARY EFFECTS 1 0.000 0.000 P/S MOMENT CORP. SIDEIWAY HOT CONSIDERED. SIDESIHAY DIAGNOSTICS PRESENT. JU ADSTED FOR LOSSES H SECONDARY MOMENTS BUT NO SHORTENING MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -0.4957 -0.4952 -0.4917 -0.4942 -0.4937 -0.4932 -0.4937 -0.4942 -0.4947 -0.4952 -0.4957 Pile: OR - RDS - PC v1.3.7 10/27/00 Page 22 POINSETTIA LANE ON (WIDEN) WS20-44 CHECK P0(45 DELTAS IN COUJMNS OUR TO SHORTENING - P.JACK.1 TRIAL -10 P05140 -i PATH .01 MEN P0(4 P0(4 DELTA TOP OF COL. NO 1.1. END RI. END (POSITIVE TO RIGHT) POINT OF NO MOVEMENT • RIGHT ENS OF MEMBER P/S MOMENT COEF. ADJUSTED FOR LOSSES & SECONDARY MOMENTS & SHORTENING KEN HO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT 6 PT .7 PT .8 PT .9 Pr RIGHT 1 .0.4957 0.4952 -0.4947 -0.4942 •0.4937 -0.4932 .0.1937 -0.1942 -0.4947 -0.4952 -0.4957 File: 00 - BIDS PC v1.3.7 10/27/00 Page 23 POINSETTIA LANE ON (WIDEN) 9020-44 CHECK TRIAL IS FRAME I PATH 01 HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIRER AFTER ALL LOSSES (PSI) MD) 950 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1597. 1595. 1593. 1592. 1595. 1589. 1500. 1592. 1593. 1595. 1597. HORIZONTAL. MEMBER STRESSES PRESTRESS ONLY LOP FIBER AFTER ALL LOSSES (PSI) 1 -279. -279. -278. -278. -278. -278. -278. -278. -278. -279. -279. FiLe: OK - HIS - PC p1.3.7 10/27/00 Page 24 POINSETTIA LANE ON (WIDEN) HS2I-14 CHECK TRIAL IS FRAME I PATH 01 HORIZONTAL MEMBER MOMENTS DUE TO P/S MEW NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT I -258. -257. -257. -257. -257. -256. -257. -257. -257. -257. -258. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. ENS ST. END SPAN IT. END RT. ENS SPAN LT. END RT. END 1 -0.006821 0.006820 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 EM 3605. 0.011 -0.028 -0.050 -0.066 -0.075 -0.078 -0.075 -0.066 -0.050 -0.128 0.000 FILe: DE - BUS - PC vl.3.7 10/27/00 Page 25 POINSETTIA LANE 00 (MODEM) 8S20-44 CHECK TRIAL 10 FRAME 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES BOTTOM FIBER (PSI) MEW NO LEFT .1 P1 .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1772. 1770. 1768. 1767. 1765. 1764. 1765. 1767. 1768. 1770. 1772. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) 1 -310. -309. -309. -309. -308. -308. -308. -309. -319. -309. 310. Floe: DO - 805 . PC p1.3.7 10/27/00 Page 26 POINSETTIA LANE ON (WIDEN) H920-44 CHECK TRIAL 10 FRAME 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PIT, .7 PT .8 PT .9 PT RIGHT I 1597. 1595. 1593. 1592. 1590. 1580. 1590. 1592. 1593. 1595. 1597. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) I -279. -279. -278. -270. -278. -278. -270. -278. -278. -279. -279. File: DE - 905 - PC ci.).? 10/27/00 Page 27 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK TRIAL II FRAME I HORIZONTAL MEMBER STRESSES DL + P/S BEFORE ALL LOSSESr BOTTOM FIBER (PSI) NO LEFT .1 PT .2 PT .3 PT .4 FT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT jJ HLOAD.doc 1 1772. 1510. 1306. 1159. 1071. 0041. 1071. 1159. 1306. 1510. 1772. HORIZONTAL MEMBER STRESSES DL * P/S BEFORE ALL LOSSES TOP FIBER (PSI) 1 -310. .52. 118. 292. 378. 407. 378. 292. 148. -52. -310. Pile, DR - BDI . PC p1.3.7 15/27/01 Page 28 POINSETTIA LANE ON (WIDEN) 8121-44 CHECK TRIAL II FRAME I HORIZONTAL MEMBER STRESSES DL * P/S AFTER ALL LOSSES BOTTOM FIRER (PSI) MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1597. 1335. 1131. 984. 896. 866. 896. 984. 1131. 1335. 1597. HORIZONTAL MEMBER STRESSES DL P P/S AFTER ALL LOSSES TOP FIBER (PSI) 1 -279. •21. 179. 322. 408. 437. 408. 322. 179. -21. .279 THE ALLOWABLE TENSION HAS BEEN EXCEEDED AT TIME OF INITIAL STRESSING HORIZONTAL MEMBER STRESSES DL * ADDED DL P P/S AFTER ALL LOSSES BOIICRI FIBER (PSI) 1 1597. 1263. 0002. 816. 704. 665. 704. 816. 0002. 0263. 1597. HORIZONTAL MEMBER STRESSES DL P ADDED DL + P/S AFTER ALL LOSSES TOP FIBER (PSI) o -279. 50. 316. 489. 599. 635. 599. 489. 306. 50. -279. PIle: DR - 905 - PC 11.3.7 10/27/00 Page 29 POINSETTIA LANE ON (WIDEN) HS2I-44 CHECK TRIAL 10 FRAME 1 HORIZONTAL MEMBER STRESSES DL P ADDED DL P MAX POS LL P I + P/S BOTTOM FIRER (PSI) MEN NO LEFT .1 Pr .2 PT .3 Pr .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1597. 853. 301. -60. -269. -307. -269. -60. 301. 853. 1597. HORIZONTAL MEMBER STRESSES DL ADDED DL P MAX P01 LL I * P/S TOP FIBER (PSI) 1 -279. 455. 909. 0355. 1560. 1596. 1560. 1355. 999. 455. .279 HORIZONTAL MPJ4BER STRESSES DL H ADDED DL * MAX MEG LL P I * P/S BOTTOM FIBER (PSI) 1 1597. 1263. 1002. 816. 704. 665. 704. 816. 1002. 1263. 1597. HORIZONTAL MEMBER STRESSES DL P ADDED DL * MAX MEG LL P I * P/S FOR TOP FIBER )PSI) 1 -279. 50. 306. 489. 599. 635. 599. 180. 306. 50. -279. Win Piack • 525. K100 COlD Strength at 28 Days - 3992. psi at Stressing - 3221. psi THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES. File, DE - BDS - PC p1.3.7 11/27/0I Page 30 POINSETTIA LANE ON (WIDEN) 8S20-44 CHECK TOTAL PR MOMENTS FOR ALL MEMBERS. MD) NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -258. .257. -257. -257. -257. •256. -257. -257. -257. -257. -258. TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. P240 RT. END SPAN LT. END RI. END SPAN LT. END RT. END 1 -0.006821 0.006821 HORIZONTAL MEMBER DEFLECTIONS 195 FEET AT 1/00 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 K. 3605. 0.000 •0.I28 -0.050 -0.066 -0.075 .0578 E.075 -0.066 .9055 0.628 0.000 FIle: lIE . IDS . PC p1.3.7 10/27/0I Page 31 4 HLOdoc Run TIRe, 00,00, 0.27 End of RSn. POINSETTIA LANE ON (WIDEN) HU20-44 CHECK TOTAL TOP PF FOR TRIAL MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT I 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. TOTAL BOTTOM PP FOR TRIAL 1 469. 468. 468. 467. 467. 466. 467. 467. 468. 460. 469. File, SE 809 PC v1.3.7 10/27/00 Page 32 POINSETTIA LANE 09 (WIDEN) H92044 CHECK LONG TERM LOSSES TOTAL, LOSS (ElI) - SR ES C CRC + CRS MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT I 31.0 20.3 26.2 24.7 23.7 23.4 23.7 24.7 26.2 28.3 31.0 SHEAR DESIGN . AASHTO 1901 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT MEMBER: I VCAELE 5. 0. 0. 0. 0. 0. 5. 0. 0. 0. 5. SECONDARY 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. "U 69. 76. 62. 49. 36. 23. 36. 49. 62. 76. 89. "C 140. 127. 67. 45. 36. 36. 36. 45. 67. 127. 140. HEOD HER 25. • 20. 20. • 20. 20. • 20. • 20. • 20. • 20. • 20. • 20. AS(IH)/FT 0.20 . 0.20 • 0.20 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 NOTE: AFTER ROOD WEB INDICATES ADDITIONAL WEB WIDTH REDO. • AFTER AS(IN(/FT INDICATES MINIMUM REQO. File: DR . RDS . PC v1.3.7 10/27/00 Page 33 POINSETTIA LANE 09 (HIDER) HS2044 CHECK AASHTO ULTIMATE MOMENT SECOND ULT MOM ULT MOM AVERAGE NEUTRAL WILD STEEL MOMENT APPLO RESIST FlU AXIS ROOD COMBINED (OFT) (E-FI( (E•FT( (Eli) (IN) (SOW) STEEL RATIO .....ULTIMATE MOMENT NOT CALCULATED BECAUSE USER DID NOT USE SUPERSTRUCTURE SECTIONS 00 USER DID NOT USE '250 DATA CARD TENDON ELONGATION PATH NO. PJACK % JACK FT AS AVE STRESS TENDON LENGTH ELONGATION (KIPS) (ElI) (SQ IN) (ESI) (FT( • (IN( 01 520. 75. 270. 2.57 292.00 50.00 4.33 NOTE: TENDON LENGTH INCLUDES 4 FEET FOR SACKS. MODULUS USED FOR P/S STEEL 15 28000. ESI File: DE . BDS PC v1.3.7 10/27/00 Page 34 POINSETTIA LANE 08 (WIDEN) 8S2044 CHECK APPROXIMATE QUANTITY' CONCRETE SUPER 8 C.Y. CONCRETE SUB 0 CT. P/S TRIAL 401 LBS. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT 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 EASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS EASED ON THE V LENGTH FROM ANCHOR TO ANCHOR. CD 0. 5 QJ PLOAD.doc No Loc. Call Z Y N D Top Rot No W T H Fact T N Fact L ER In L Es In 0 Store .1- Code yb H S I Area 1:2 0 E tore Store 1 0.0 26 1.75 0.00 2.00 0.88 4.98 1.67 3605.00 0 1 45.6 26 1.75 0.00 2.00 0.88 4.98 1.67 3605.00 0 SECTION PROPERTIES OUTPUT HEM *0*008*09 0088*00*0 808800 NO LOT. DOPTH Z-BAR Y-BAR AREA IZZ IV? B 80800*0888* 00088*80008 000088*080 8000*0880*08 *80*88800088 00*8880*8888 . 1 0.0 1.75 2.00 0.88 4.98 1.67 19.92 3605.00 0*90 80*0 8888 *000 808* 0*88 00*0 0*8* 00*8 080* *0080 1 45.6 1.75 2.00 0.88 4.98 1.67 19.92 3605.00 0080088880* 088* 80*8 *008*80 88*80882*8* 888* 0*88 88888*8 MEMBER 1 PROPERTIES 0*08 *08* 800* *08* 888*8 WARNING . MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC. IS USED. 8008RH0088R* 88*0*80*08*8 0880*00880*8 80880*8888* *88*88*88*8 0*0*08888* , LENGTH, 46.0 MIN 21 0.6026:04 STIFF: 4.000 LT 4.000 8? C.O. 0.500 LT 0.500 RT 080080000 *88*88080 0*088* Pile, DO . RDS . PC v1.3.7 00/29/00 Page 3 POINSETTIA LANEON(WIDEN) 8020.44 CHOCK NO ERRORS POUND 8080*0 *0*88* FRAME PROPERTIES 09*80080 0800*080 END SUPPORT CARRY OVER DISTRIBUTION 8*080*00*0 *8*0*00*08 KEN .2? COND OR FACTORS FACTORS 0000 008* NO LT RI LT RT DIR SPAN HON EI HINGE 0 LT RT LT RT 8008 0800 0000 /.../ /....../ /...../ /../ /...../ /......./ /......./ / ......./ /............................/ 088* *888*88 00000* 1 I 2 6 P 6 46.0 0.6020E*04 0.0 3605. 0.000 0.000 0.000 0.800 0*00 808*808 80008* 0900 8900 *00 IF HER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER 0*08 880* IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION *090*0*808 080*800800 IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTION WILL HOT TAKE PLACE 08090009 *08*880* 8*8*80 #80808 File, DR - DDS - PC v1.3.7 10/29/10 Page 4 POINSETTIA LANE ON (WIDEN) 8120-41 CHECK FIXED END KONENTS TRIAL 0 RDS PC Version 1.3.7 (04/05/93) MEN FIXED END ((ONENTS MEN FIXED END KONENTS MENFIORD END MOMENTS (c) 1990-93 DOhken Engineering NO LT RT NO LT RT NO LT RT All rights reserved. 1 0. 0. Date: 10/29/00 Pile, DR - RDS - PC v1.3.7 10/29/00 Page 5 Time: 14:26:10 File: PLOAD.RDS POINSETTIA LAMB ON (WIDEN) H520-44 CHECK User: Unknown SI000WAY DIAGNOSTICS Sorted Input Data ERROR - FRAME MEMBER ARE ALL HORIZONT. OR ALL VERTICAL. 1 2 3 4 5 6 7 8 1234567890123450789012345678901234567890 12345678955234567890123456789512345678,0 pile, DO - RDS PC vl.3.7 10/29/00 Page 6 POINSETTIA LANE OH (WIDEN) nS2I-44 CHECK 000 OIOII2RPH 460 3605 150 100 POINSETTIA LANE ON (WIDEN) NS20-44 CHECK 010000 26 175 20 0*8 498 167 360500 201 010456 26 175 20 088 49H 167 360500 201 SID OIWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. 0101 2071 8ARM IER,MEDIAN.UTILITIES.2 AC 300 HORIZONTAL MEMBER MOMENTS TRIAL 0 II 375 375 HS20-44 LIVE LOAD 400 i 375 375 MEN PERMIT LOAD 500 NO LEFT .1 PT .2 PT .3 Pr .4 PT .5 Pr .6 PT 7 PT .8 PT .9 PT RIGHT IIl0iIl050000 142 142 142 0 0 52041 600 1 0. 71. 126. 166. 090. 198. 190. 166. 126. 71. 0. File: DE . SOS - PC vl.3.7 10/29/00 Page 1 HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIRER POINSETTIA LAME ON (WIDEN) HS20-44 CHECK I 0. -260. -163. .607. -694. 723. .691. -607. 463. 260. 0. FRAME DESCRIPTION HORIZONTAL MEMBER STRESSES TRIAL 0 FOP FIRER END SUPPORT CARRY OVER NON .39. COND OR DEAD LOAD E FACTORS RECALL I I. 257. 457. 600. 686. 715. 686. 600. 457. 257. 0. NO LT RI LI RT DIR SPAN I I- - -/ I--b I - -I / ...../ / ....../ HINGE 0 UNI SEC LT RT LT RI MEN /...../ / ....../ / ......../ /........../ /........../ /- - - ./ HORIZONTAL MEMBER SHEARS TRIAL 0 0 1 2 R P H 46.0 0.00 0.0 3605 0.010 .150 0.00 0.00 0.00 0.00 1 17.2 13.7 10.3 6.9 3.4 0.0 -3.4 -6.9 -10.3 -03.7 .172 File: DE - 805 - PC v1.3.7 11/29/10 Page 2 File, XE . RDS PC vl.3.7 10/29/00 Page 7 POINSEI1IP, LANE ON (WIDEN) HS20-41 CHECK Section Properties - Input POINSETTIA LAME ON (WIDEN) HS20-44 CHECK TRIAL S Men Re TANGENTIAL ROTATIONS - RADIANS . CLOCKWISE POSITIVE fl ; tj L , ,:: ~ _~,z -, - --, " f .:_~' , w "" ~ ., . , ,i~ . _~! ~ — IN .. VLA M-_-..',~~,.~ : rt -• - 42 - •- - :- - - -- . . ---k 1. : - - •-' . - -: - ----2. '-3' - I( %c 4 Mi ,4 . -' 4 W X a , " i < <F ,,~ I . f. ", : AN ~/ q -? .$ -- ç +is 4 ffkg julm 4 I +jr.)'UT; '1 -: 4 4 4! +. 'pc ,~714 + - ' j + - .• "- -q .M, I '__4+'. +- ' ..'~,.X";", ',-~,~ ~ 14m , . - - - ~t - jiiii,&, k;f" '~ 1 . - Lt 41 -:Is t- - 4 1. 4_ 1 -' L _1 1 1. I - fr - I, _11 - LI RD EN - 4 4 I , 4-L ' I' Jr 4 - 4 . - .# , 1. - j.,4 Ii- * _V Z . r , +r - 4 -. - I V44/ ---.c - 4i 4 11 , . ., I -11", , M . J~ S4j Ii - 2. - ' 111 I '- _,11 c . _&.3 - 'ob Xt" I' , I , k , . ~~ P IV - I ~~ 1.,~~,.--`.~ h". 1';;~g , - . 02 ~ 4 .'%,t~%~' , , , ,~% Tm%&-, -'~7 . i. : i. f 4:' , .4 4 ç1 2. -14 1 ' : 3_1 4 '.-'Iff t- 4 1-k k 14 -1. 2 4 2 mynal - .424 9 .4' \ —'kt ' I 4 , ,., . , -, _j. ~'t M 1 : 'L 44 2 - .r I M 4 4. 44 V!V i -"RIM Eta 42 I. - r 4 ' ' 4 2' 2. "2 qlki -!y IJJ 44 l P I .051",-. 544 4 4 2. -4.1 _ "- I 1.11 4. www ?T. -F 1 -2 I .601F R - -* 2. - - - ,-.4.-'I /.' ,ft 1I.1/4 1, 1111 I ..I (' I -1.1 -.- - - ?- ' 2' -- -1..r'--- - ;.. -2.'.. - .44s4421 4 1 4- 4/ 4 I 1.I -Imwm4- I -'-F ME 4144 . -' - s ' 'J " y;2 11 -: r f. - l F 44g PSI% mv 2'2 .2. -. - ,- I ~Ul 44 - 4 I . . - -4 2' "I I F i" so ' ,,. NATI - .,u 11, -c 441 '4 - 44! ' ç4 . 22. - 4 U-44 I 2 '2 I4 2 ,. .j • 49 4 4 "4 1' I -r " J -1"rL"V - ?'44 '142411 4 SPAN LT. END NT. END SPAN LT. END RT. END SPAN LT. END NT. END I 0.003495 0.003495 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LOFT END DOWNWARD POSITIVE MEMBER 1 0. 3605. 0.000 0.016 0.030 0.041 0.040 0.050 0.048 0.041 0.030 0.016 0.000 F11e DO 805 PC v1.3.7 10/29/00 Page POINSETTIA LANE ON (WIDEN) 8120-14 CHECK LOAD DATA TRIAL 1 LOAD POSED END MOMENTS LINE MUM H OR P CODE A 8 LEFT RIGHT DEFLT COMMENTS 1 0.257 U 0.5 0.0 0. 0. RARRSER.HEDIAN.UTILITIES.2 AC ASSUMED DATA 46.0 FIXED END MOMENTS TRIAL I HEM FIXED END MOMENTS MUM FIXED END MOMENTS MI)) POSED END MOMENTS NO LT 8T NO LT NT NO LT NT 9 S. 0. Fl(e Do ROD - PC vl.3.7 10/29/00 Page 9 POINSETTIA LANE ON )WIOF)4( 8520-44 CHECK S100SWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL I MUM NO LEFT .1 PT .2 PT .3 P1 .4 PT .5 PT .6 PT .7 PT .0 PT .9 PT RIGHT I 5. 20. 35. 16. 53. 55. 53. 16. 35. 20. 0. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIRER O 0. -72. -128. -168. -192. -200. -192. -168. 128. -72. 0. HORIZONTAL MEMBER STRESSES TRIAL I TOP FIRER I 0. 71. 127. 166. 190. 198. 190. 166. 127. 71. 0. HORIZONTAL MEMBER SHEARS TRIAL 1 O 1.8 3.8 2.9 1.9 1.0 0.0 1.0 19 -2.9 3.8 4.8 Fi1e RE - RDX PC v1.3.7 10/20/00 Page 10 POINSETTIA LANE OR (WIDEN) HS20-14 CHECK TRIAL 1 TANGENTIAL ROTATIONS - RADIANS - CI.OTKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END 1 0.000968 -0.000968 HORIZONTAL MEMBER REFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 0 3605 0.000 0.004 0.008 0.011 1.113 0.014 0.013 5.011 0.008 0.004 0.000 FI1e DO - BOB PC 11.3.7 10/29/00 Page 11 POINSETTIA LANE ON (WIDEN) 8S20-44 CHECK LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- MOM SUPERSTRUCTURE SUBSTRUCTURE UNIT STOOL H 5 SCALE ONCE NO, 1,T, END RT.END LT.END RT.END POSITIVE NEGATIVE OilY LIMES CON 0.375 0.375 ........0 ...NONO LIVE ........... TRUCK ....................... LANE NO. LIVE LOAD P1 DI P2 02 P3 UNIFORM MC.). SHEAR LL LOAD NO. RIDER RIDER IMPACT LNS. SIDESWAY o PLOAD.doc I 1. 8.0 14.0 32.8 14.0 32.0 0.640 18.0 26.0 581 5.00 NO COMMENTS: 8320-44 AAIHFO LOADING WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM - HEM IMPACT NO '. 1 29. Fuel 00 - BOB - PC v1.3.7 10/29/I0 Page 12 POINSETTIA LANE ON (WIDEN) 8320-44 CHECK LL NO. S. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. SHEAR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HORIZONTAL MEMBER STRESSOS LL MAX NEC BOTTOM FIRER 1 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. HORIZONTAL MEMBER STRESSES LL MAX NEC TOP PINKO S 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Fuel DO - ADS - PC e1.3.7 10/29/50 Page IS POINSETTIA LANE ON )WIDEN) 8120-44 CHECK LL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 71. 126. 166. 190. 198. 190. 166. 126. 71. 0. HORIZONTAL MEMBER STRESSES FOR DL-LE, MAX NEC NOTION P0808 1 0. •260. -163. .607. -690. -723. -694. -607. -463. -260. 0. HORIZONTAL MEMBER STRESSES FOR DL*LL MAX NEC TOP P0800 1 0. 257. 457. 600. 686. 715. 666. 600. 457. 257. 0. Fuel DR - BOB PC v1.3.7 10/29/00 Page 14 POINSETTIA LAMB ON (WIDEN) 8120-44 CHECK LL NO. 1. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS 1(P)) LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 112. 192. 239. 266. 266. 266. 239. 192. 112. 0. SHEAR 0.0 24.3 20.8 17.3 13.5 10.0 -13.5 -17.3 -20.6 24.3 0.0 HORIZONTAL MEMBER STRESSES LL MAX P03 BOTTOM P1808 1 0. •409. -701. -676. -973. -972. -073. -876. -701. -409. 0. HORIZONTAL NUMBER STRESSES LL MAX P01 TOP FINER I 0. 105. 693. 666. 962. 961. 962. 866. 693. 605. 0. Pile: DO - BOB . PC vl.3.7 10/20/00 Page 15 POINSETTIA LANE 09 (WIDEN) 9S20-44 CHECK LL NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE HEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .3 PT .8 PT .0 PT RIGHT NO 1 0. 183. 318. 405. 455. 463. 455. 405. 318. 183. R. 2 -I PLOAD.doc NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- MEN SUPERSTRUCTT.IRE SUBSTRUCTURE UNIT STEEL N S SCALE ENCE NO. LT.END RT.END LT END :END POSITIVE NEGATIVE EON. LINES GEN I 0.375 0.375 1.0 1.0 0. 0. 5 0 NO YES LIVE LOAD TRUCK OR TRAIN LOADING OVER RRL IMPACT COMB CARD NO P1 DI P2 02 P3 03 P4 D4 PS Dl P6 06 LOAD CONTROL4. 26.0 18.0 48.5 18.0 48.0 18.0 48.0 18.0 48.0 18.0 48.0 18.0 0. YES P7 07 PR DR P9 09 P10 010 P11 011 P12 D12 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P13 Di) P14 D14 P15 015 P16 016 P17 017 P18 DIR 5.0 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.0 0.0 0.0 1.0 P19 D19 P20 025 P21 D21 P22 D22 P23 023 P24 D24 - 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.4 0.0 0.0 0.0 0.0 HORIZONTAL KR)4KER STRESSES FOR DL-LL MAX P05 BOTTOM FIRER 1 0. 670. -1164. •1483. -1667. -1695. 1667. -1483. 1164. -670. 0. HORIZONTAL MEMBER STRESSES FOR DL-EL MAX P05 TOP FIBER I 0. 662. 1151. 1466. 1648. 1676. 1448. 1466. 1151. 662. 0. File: DO - BUS PC v1.3.7 10/29/00 Page 16 POINSETTIA LANE 08 (WIDEN) 8020-44 CHECK LL NO. 5. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 P1' .5 PT .6 Pr .7 PT .8 PT .9 PT RIGHT POS. V 27.8 24.3 20.8 17.3 13.9 10.8 7.7 4.7 3.1 1.6 0.0 M4. S. 112. 192. 239. 256. 248. 212. 150. 114. 04. 0. NEC. V 0.0 -1.6 -3.1 4.7 7.7 10.8 -13.9 -17.3 -20.8 -24.3 -27.8 MiS). 0. 64. 114. 150. 212. 248. 256. 239. 192. 112. 0. RANGE 27.8 25.9 23.9 22.0 25.6 21.6 21.6 22.0 23.9 25.9 27.8 File: DO - BOB - PC vl.3.7 10/29/0I Page 17 POINSETTIA LANE ON (WIDEN) 8S20-44 CHECK LL NO. 1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER I LEFT .1 PT .2 PT .3 PT .4 P1' .5 PT .6 PT .7 PT .8 P1' .9 PT RIGHT POS. V 45.0 38.1 31.1 24.2 17.3 10.8 4.3 -2.2 -7.2 -12.2 -17.2 NEC. V 17.2 12.2 7.2 2.2 -4.3 -10.8 -17.3 -24.2 -31.1 38.1 -45.0 File: ........DE - BOB - PC vl.3.7 10/29/0I Page 18 POINSETTIA LANE OR (WIDEN) 0S20-44 CHECK LL NO. I. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ......MOMENT AXIAL ......MOMENT...... LOAD TOP BET. LOAD FOP EEC. SUPPORT .11. 1 POSITIVE 74.2 S. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 0. S. SUPPORT .JT. 2 POSITIVE 74.2 8. 0. 0.1 0. 0. NEGATIVE 0.0 0. S. 0.0 0. 0. - THE RATIO OF SUBSTRUCTURE I SUPERSTRUCTURE LOADING IS 2.667 File: DE - BOB - PC e1.3.7 10/29/00 Page 19 POINSETTIA LANE ON (WIDEN) 8520-44 CHECK LIVE LOAD DIAGNOSTICS P25 025 P26 D26 P27 D27 P28 D28 P29 029 P31 030 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 0.0 P31 Dli P32 032 P33 033 P34 034 P35 035 P36 056 0.0 0.0 0.8 0.0 0.0 0.0 8.0 0.0 0.0 0.0 0.0 0.0 P37 037 P38 038 P39 039 P40 040 P41 041 P42 D42 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 P43 043 P14 044 P45 DIR P46 046 P47 047 P48 049 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 1.0 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 6.0 0.0 0.0 0.0 0.0 0.0 0.0 P55 055 P56 056 P57 D57 P58 058 P59 059 P60 060 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 062 P63 D63 P64 064 P65 065 P66 066 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 069 P69 069 P70 070 P71 071 P72 072 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P73 D73 P74 074 P75 075 P76 076 P77 077 P78 078 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 P70 079 P90 DII P81 081 P02 082 P83 093 P84 084 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 P95 085 P86 086 P87 097 P99 088 P89 099 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 P91 091 P92 092 P93 093 P94 D94 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 PROGRAM MEN IMPACT NO 1 29. Pile: DE . 805 - PC e1.3.7 10/29/00 Page 20 POINSETTIA LANE ON (WIDEN) 8S20-41 CHECK Lt, NO. 4. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS NEIl LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. I. 0. 0. 0. 0. 0. 0. 0. 0. 0. SHEAR 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.0 0.0 HORIZONTAL MEMBER STRESSES LL MAX NEC BOTTOM FIRER I I. 0. 0. 0. 0. 0. 0. 0. I. 0. S. HORIZONTAL MEMBER STRESSES LL MAX MEG TOP FIRER 1 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. File: Dl . DOS PC V1.3.7 10/29/00 Page 21 POINSETTIA LANE OR (WIDEN) 8120-44 CHECK LL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE WAD MOMENT ENVELOPE MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT .9 PT RIGHT NO 1 0. 71. 126. 166. 190. 199. 190. 166. 126. 71. 5. HORIZONTAL MEMBER STRESSES FOR Dl,*LL MAX NEC BOTTOM FIRER 1 5 -260 -463. -607. -694. -723. -694. .607. -463. -260. 0. HORIZONTAL MEMBER STRESSES FOR DL+I.L MAX NEC TOP FIRER 1 0 257, 457 600. 686. 715. 680. 600. 457. 257. 0. File: 00 . DOS - PC vl.3.7 10/29/00 PROC 22 3 U PLOAD.doc POINSETTIA LANE ON (WIDEN) 0S20-44 CHECK AL NO. 4. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS I4D4 LEFT .1 PT .2 PT .3 VI .4 PT .5 PT .6 PT .7 PT .0 PT .0 PT RIGHT NO I 0. 163. 262. 324. 352. 384. 352. 324. 262. 163. 0. SHEAR 0.5 35.5 28.5 23.5 10.6 11.6 18.6 23.5 -26.5 -35.5 0.0 HORIZONTAL P4524009 STRESSES LL MAX P05 BOTTOM FIBER 1 0. -598. -960. -1185. -1287. -1405. 1287. -1185. -960. -598. 0. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIRER I 0. 591. 949. 1172. 1273. 1389. 1273. 1172. 949. 591. 0. File: OK - BOO - PC v1.3.7 10/29/00 Page 23 POINSETTIA LANE OH (WIDEN) RS20-44 CHECK AL NO. 4. SEAS LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT MO I 0. 234. 389. 490. 541. 581. 541. 490. 389. 234. 5. HORIZONTAL MEMBER STRESSES FOR DL-LL MAX P03 BOTTOM FIBER I 0. -850. -1423. -1792. -1981. -2128. -1981. -1792. -1423. -858. 0. HORIZONTAL MEMBER STRESSES FOR DL-LL MAX POS TOP FIBER 1 5. 848. 1407. 1772. 1959. 2103. 1959. 1772. 1407. 848. 0. File: DO - BOO - PC vl.3.7 10/29/00 Page 24 POINSETTIA LANE OH (WIDEN) HS20-44 CHECK LL NO. 4. LOVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER I LEFT .1 PT .2 PT .3 FT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P05. V 42.5 35.5 28.5 23.5 19.0 04.2 9.5 7.0 4.7 2.3 0.0 MOM. 0. 163. 262. 324. 346. 326. 262. 225. 171. 96. 0. NEC. V 0.0 -2.3 -4.7 -7.0 -9.5 -14.2 -18.9 -23.5 -20.5 -35.5 -42.5 408. 0. 96. 171. 225. 262. 326. 346. 324, 262. 163. 0. RANGE 42.5 37.8 33.2 30.4 2R.3 28.3 28.3 30.4 33.2 37.8 42.5 File: DE - IDS - PC v1.3.7 10/29/00 Page 25 POINSETTIA LANE 00 (WIDEN) 8S20-44 CHECK AL NO. 4. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPH HS24BEB I LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P05. V 59.7 49.2 38.0 30.3 22.2 14.2 6.1 0.1 -5.7 -11.4 -17.2 NEC. V 17.2 11.4 5.7 -0.1 -6.1 -14.2 -22.2 -30.3 -38.8 -49.2 -59.7 File: OK - BDS - PC v1.3.7 10/29/00 Page 26 POINSETTIA LANE ON (WIDEN) 9S20-44 CHECK LA NO. 4. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ......MOMENT AXIAL ......MOMENT...... LOAD TOP ROT. LOAD TOP ROT. SUPPORT JT. 1 POSITIVE 113.3 0. 5. 0.0 0. 5. NEGATIVE 0.0 0. 0. 0.0 0. 0. SUPPORT ST. 2 POSITIVE 113.3 I. 0. 0.0 0. 0. NEGATIVE 5.0 0. 0. 0.0 0. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 2.667 File: 08 - RDS - PC v1.3.7 * 10/29/0I Page 27 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK 4 PRESTRESS COMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS WERE USED. 0 LIVE LOAD NUMBER 1 RESULTS USED FOR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARE BRING USED IN THE CALCULATION OF MOMENT A SHEAR REQUIREMENTS. D.L. LOAD FACTOR, 1.30 L.A. LOAD FACTOR, 2.17 PHI FACTOR FOR SHEAR, 0.90 PHI FACTOR FOR MOMENT, 8.95 ULTIMATE MOMENT APPLIED - 1.30 0 (DI.+AOL) * 2.17 0 )LL+I) + 1.00 5 (P/S SEC. MOMENT) ULTIMATE SHEAR APPLIED • 1.30 0 (DL*ADL) 2.17 0 (LL+S) + 1.00 1 WE DEC. SHEAR) File: DR . BOO . PC vi.3.7 10/20/00 Page 20 POINSETTIA LANE ON (WIDEN) 8020-44 CHECK INPUT PRESTRESSED DATA TRIAL 10 FRAME I PATH Ii MEN NO. ALT/S ALP/U LRT/Z TAT/TYPE YLP/SLOPE YRT U K 1 0.00 0.00 0.00 1.42 1.42 1.42 0.25 0.0002 SLT(FT) - 0.0 SRT(PT) - 0.0 STEEL ITRESS(KSI) - 270. JACKING S • 0.75 JACKING ENDS B ANCHOR SET(IN), LEFT • 0.000 RIGHT - 0.000 CONC. STRENGTH(PSI) - 4000. ALLOW. TENSION(PSI) • 0. P-JACK(KIPS) - 528. SHORTENING PERCENT- 100 TOTAL LOSSES(KII) - 20 RELATIVE HUMIDITY •. • 70. LOW-LAX - YES PLOT PATHS • NO PLOT STRESSES • NO CABLE PATH OFFSETS M52POER LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .0 PT .9 PT RIGHT 1 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 CABLE PATH ECCENTRICITIES 1 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.550 FORCE COEFFICIENTS I 0.901 0.900 0.999 0.090 0.098 0.897 0.099 0.090 0.899 0.000 0.901 THE POINT OF NO HOVPJI524T 55 ON SPAN 1. 23.00 FEET FROM THE LEFT END OP THE SPAN THE LEFT ANCHOR BET LENGTH 55 0.00 THE RIGHT ANCHOR SET LENGTH IS 0.00 THE FORCE CORP. AT THE LEFT END 15 0.901 THE FORCE CORP. AT THE RIGHT END 15 0.901 INITIAL FORCE COEFF. AT POINT OF NO XEANO4ENT • 0.995 File, DR - BOB - PC v1.3.7 10/29/00 Page 29 POINSETTIA LANE ON (WIDEN) R920.44 CHECK SECONDARY MOMENTS TRIAL 10 FRAME I PATH SI p45 DUE TO SECONDARY EFFECTS BEFORE BALANCING PLOAD.doc HORIZONTAL MEMBER STRESSES FOR ALL PIS PATHS BEFORE LOSSES TOP FIRER (PSI) 1 -311. -319. -319. -309. -308. -318. -SIR. -319. -309. File: DR - SOS - PC vI.3.7 1 /29/HO POINSETTIA LANE ON (WIDEN) 8120-44 CHECK 309. -310. Page 34 TRIAL 10 FRAME 5 HORIZONTAL MENSES STRESSES FOR ALL PIS PATHS AFTER ALL LOSSES 8011091 FIRER (PSI) HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 5 1597. 1595. 1593. 1592. 1591. 1599. 1591. 1592. 1593. 1595. 1597. RORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOOSES TOP FIRER (PSI) 1 -279. -279. -278. -278. -278. -278. -278. -278. -278. -279. -279. FIle: DR - BDS - PC v1.3.7 10/29/I0 Page 35 POINSETTIA LANE ON (WIDEN) 8320-44 CHECK TRIAL 10 FRAME 1 HORIZONTAL MEMBER STRESSES DL a PIS BEFORE ALL LOOSER 80110)4 FIRER (PSI) HER NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1772. 1510. 1306. 1159. 1071. 1041. 1071. 1159. 1306. 1515. 1772. HORIZONTAL MEMBER STRESSES DL A PIS BEFORE ALL LOSSES TOP FIRER (PSI) 1 -311. -52. 148. 292. 378. 407. 378. 292. 148. -52. -310. File: BOB - PC v1.3.7 11/29/10 Page 36 POINSETTIA LANE OR (WIDEN) HS2I-44 CHECK TRIAL 10 FRAME 1 HORIZONTAL MEMBER STRESSES DL a PIS AFTER ALL LOSSES 80110)4 FIRER (PSI) HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT BIGHT a- 1 1597. 1335. 1131. 984. 896. 866. 896. 984. 1131. 1335. 1597. HORIZONTAL MEMBER STRESSES DI. C PIS AFTER ALL LOSSES TOP FIBER (PSI) 1 -279. -21. 179. 322. 408. 437. 408. 322. 179. -21. -279. THE ALLOWABLE TENSION ((Al BEEN EXCEEDED AT TIME OF INITIAL STRESSING HORIZONTAL MEMBER STRESSES DL C ADDED DL * PIS AFTER ALL LOSSES BOTTOM FIRER (PSI) I 1597. 1263. 1512. 816. 704. 665. 704. 816. 1102. 1263. 1597. HORIZONTAL MEMBER STRESSES DL C ADDED DL * PIS AFTER ALL LOSSES TOP FIBER (PSI) 5 -279. SO. 316. 489. 599. 635. 599. 489. 306. 50. -279. FIle: DE - BDS - PC v1.3.7 10/29/E0 Page 37 POINSETTIA LANE ON (WIDEN) R520-44 CROCK TRIAL IC PR?J4E I HORIZONTAL MEMBER STRESSED DL C ADDED DL * MAX P03 LL C I * PIS BOTTOM FIBER (PSI) HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT BIGHT 1 1597. 1263. 1002. 816. 704. 665. 704. 816. 1012. 1263. 1597. HORIZONTAL 94400)08 STRESSES DL C ADDER DL C HAS P03 LL I PIS TOP FIRER (PSI) 1 -279. 50. 316. 189. 599. 635. 599. 489. 306. 55. -279. HORIZONTAL MEMBER STRESSES DL * ADDED DL * MAX MEG LL + I PIS BOTTOM FIBER (PSI) 1 1597. 1263. 1002. 816. 704. 665. 704. 816. 1002. 1263. 1597. HORIZONTAL MEMBER STRESSES DL a ADDED DL * MAX NEC LL I C PIS FOR TOP FIRER (PSI) S -270. 50. 306. 489. 599. 635. 599. 489. 306. 50. -279. HDISES LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END I 0.511 1.010 DENS DOE TO SECONDARY EFFECTS 5.000 0.000 PIS MOMENT COOP. SIDESWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. ADJUSTED FOR LOSSES & SECONDARY MOMENTS BUT NO SHORTENING MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 P1 .8 PT .9 PT RIGHT 5 1.4957 •0.4952 -0.4947 0.4942 -0.4937 1.4932 .04937 0.4942 -0.4947 -0.4952 -04957 File: DO . BOO . PC v1.3.7 10/29/00 Page 30 POINSETTIA LANE ON (WIDEN) R520-44 CHECK PENS DELTAS IN COLUMNS DUE TO SHORTENING . PJACEI TRIAL .11 FRAME .1 PATH -Il 94404 FRI-I P614 DELTA TOP OF COL. NO LT. END NT. END (POSITIVE TO RIGHT) .....POINT OF NO MOVEMENT . RIGHT END OF NUMBER I"'" PIS MOS4E24T COEF. ADJUSTED FOR LOSSES & SECONDARY MOMENTS & SHORTENING MUM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .H PT .9 PT RIGHT I -5.4957 -0.4952 -0.4947 -1.4942 -0.4937 -0.4932 -0.4937 0.4942 -0.4947 -0.4952 -0.4957 Pile, RE - BDS - PC vl.3.7 10/29/00 Page 31 POINSETTIA LANE 09 (WIDEN) HI2I-44 CHECK TRIAL II FRAME 1 PATH II HORIZONTAL MEMBER STRESSES PRESTRESS ONLY 50110(4 FIBER AFTER ALL LOSSES (PIT) HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 5597. 1595. 1593. 1592. 1590. 1589. 1590. 1592. 1593. 1595. 1597. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) I -279. -279. -278. -278. -278. -278. -278. -278. -278. -279. -279. File, DO - BDS - PC vi.).? 10/29/00 Page 32 POINSETTIA LANE ON (WIDEN) HS2I-44 CHECK TRIAL 10 FRASE 1 PATH El HORIZONTAL MEMBER MOMENTS DUE 50 PIS MEN NO LEFT .1 FT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -258. -257. -257. -257. -257. -256. -257. -257. -257. -257. -258. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. END SPAN LT. 0141) RT. END 1 -0.056825 9.006821 HORIZONTAL MEMBER REFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER I 1. 3615. 0.100 -0.028 -0.151 -0.066 -0.175 -0.078 -0.075 -0.066 -0.050 -0.028 0.000 File, Dl - ROD - PC vl.3.7 10/29/I0 Page 33 POINSETTIA LANE OR (WIDEN) 8120-44 CROCK TRIAL 10 FRAME I (J\ HORIZONTAL MEMBER STRESSED FOR ALL PIS PATHS BEFORE LOSSES BOTTOM FIBER (PSI) MUM - NO LEFT .5 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 1772. 1770. 1768. 1767. 1765. 1764. 1765. 1767, 1768. 1770. 1772. 5 PLOdoc 4- MIS Pjack • 520. Elpa Conic Strength at 28 Days • 3992. psi at Stressing - 3221. pH. THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES. File: DE RDS - PC v1.3.7 10/29/00 Page 38 POINSETTIA LANE ON (WIDEN) 8520-44 CHECK TOTAL PE MOMENTS FOR ALL MEMBERS. MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 P1 .7 PT .0 PT .9 PT RIGHT I •258. 257. .257. -257. •257. 256. -257. -257. -257. -257. -258. TOTAL PIS DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS RADIANS . CLOCKWISE POSITIVE SPAN LT. END 01. END SPAN LT. ENS RT. END SPAN LT. END B). ENS I -0.006821 0.006821 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 P0(015 FROM LEFT ENS - DOWNWARD POSITIVE MEMBER 1 E 3605. 0.000 -0.028 -0.050 -0.066 0.075 -0.078 -0.075 -0.066 5.050 -0.028 0.000 File: DE - RDS - PC 51.3.7 10/29/00 Page 39 POINSETTIA LANE ON (WIDEN) H520-44 CHECK TOTAL TOP PP FOR TRIAL MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .0 PT .9 PT RIGHT 1 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. TOTAL BOTTOM PF FOR TRIAL 1 469. 468. 468. 467. 467. 466. 467. 467. 468. 468. 469. File: DE - 001 - PC 51.3.7 10/29/00 Page 41 POINSETTIA LANE ON (WIDEN) H920-44 CHECK LONG TEEN LOSSES TOTAL LOSS (KSS) - SW + ES S CRC + CRS MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 31.0 28.3 26.2 24.7 23.7 23.4 23.7 24.7 26.2 28.3 31.0 SHEAR DESIGN - AASHTO 1981 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .H PT RIGHT MEMBER: I V-CABLE 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 5. SECONDARY 0. 0. S. 0. 0. 0. S. . 0. 0. 0. VU 29. 23. 17. 1). 6. 0. 6. I 0 i. 17. 23. 29. VC 140. 36. 36. 36. 36. 36. 36. 36. 36. 36. 140. REOS WEB 20. 20. 20. • H. 20. • 20. • 20. • 20. • 20. • 20. • 20. AS(IN)/FT 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.25 • 0.20 NOTE: • AFTER REOD WEB INDICATES ADDITIONAL WEB WIDTH REQO. • AFTER AS(IN)/PT INDICATES MINIMUM REOD. File: OK - RDS - PC 51.3.7 10/29/00 Page 41 POINSETTIA LANE ON (WIDEN) 0120-44 CHECK AASHTO ULTIMATE MOMENT SECOND ULT MOM ULT MOM AVERAGE NEUTRAL MILD STEEL MOMENT APPLD RESIST FlU AXIS REOD COMBINED )E-FT( (K-PT) (K-PT) (KIll (IN) (SQ.IN( STEEL RATIO ....ULTIMATE MOMENT NOT CALCULATED BECAUSE USER DID NOT USE SUPERSTRUCTURE SECTIONS OR USER DID NOT USE 250 DATA CARD TENDON ELONGATION PATH NO. P-JACK S JACK FY AS AVE STRESS TENDON LENGTH ELONGATION (KIPS( (KSI( (SO N) (ElI) (Fl) • (IN) 01 520. 75. 270. 2.57 202.08 50.00 4.33 NOTE) TENDON LENGTH INCLUDES 4 FEET FOR JACKS. MODULUS USED FOR PIS STEEL IS 28000. KSI PURl DR . BOX PC v1.3.7 10/29/00 Page 42 POINSETTIA LANE ON (WIDEN) 8020.44 CHECK APPROXIMATE QUANTITY' CONCRETE SUPER 8 CV. CONCRETE SUB 0 CV. PIS TRIAL 401 LBS. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. ST ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS EASED ON TRIAL 0 ONLY. THE PIS QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIALTEAT WAS ENTERED AND ON THAT ORDER. STRAND USE IS EASED ON THE LENGTH FROM ANCHOR TO ANCHOR. RHO Time: 5000. 0.27 End 06 RUn. 6 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ¼ . - NJ jk) 0 \NJ SVIc 1L.;) I Loc.o P;( sv,,w -ra (_c LJntt s; C33-1. c 4 oS' Z- Lj ri— = ?,' IN1 - •°i T-i_ LL.. / Lr- Q'k i'4 LI1( NN S;S;L u5 •ct(( .I }1. a 0. (k. I JOB I SUBJECT OAT JOB NO. BY ST( -. - -- CHECK 01 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 3cc1L <s;- (c,14cce .6.6 Cpc'- QC oclkk S\( C ! *L UCc d,ILL,4c \- ccc , 1 .6 1 •- L v, e- LL pc_, C cf(t A \\L,k42)/p,A \Ll,6 OC-Jc 0 Ac0 IG, Li \fl: c - JOB SUBJECT ::: BY - - ---- CHECK of DO K K E N G I NE ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I VVZA.( :c2- JQ\VL 'v --L C-jk -- Lc& - 3%;-.. A 3z,9I a 36,55-Qf C.oc ;s6' DC L? [(\\ 5a-.o : 3 p JOB SUBJECT DATE JOB NO. } BY ET - ----. --.---- CHECK of DOKKEN ENGINEERING .dok 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Pt_( 4jo\\' 5\-..c.c - G-'0t oL.12 55.0- O,L-11 s-o .3) jSt Pc- pc -1 (cct, \3r76.3ke tto - \,o2 Lc V s; Z. 3.50 Vp JOB SUBJECT DAT Yo1 vStr' 1 I JOB NO. SH T , CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1 ;ov's 5.: 6 )(' 11" V'5 03 (x3(/,,\ (f' -J-9r7 9.6 L( " 2.?)V\e . 95 - 0 SYlcIQ.f CArc7: Z/$7 JOB SUBJECT 1t26/ao JOB NO. lST5I CHECK Iof DO K K E N GIN E ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 H Co\ i,. (k- z N("'60'A t'\o<d \ -o-49 .9 5 SL -fle,o5\ IS' % :ca Li Vz) (.2 S' L Liz 75 33.31' i4' S.c zn7cc P'tLJ.US U\" o P\'L. L \ crS 7 6 Ko~ Qt tC (\$', 2Picco c JOB SUBJECT (Pcy 3- 3c 5r DA E JOB NO. r/J5/c BY .. S, CHECK of DOKKEN ENGINEER I NC ....... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -- Z LSI cøc t-- \ (t r VA,cL cA 4 -V uS 68 ; Cçc.A Prcc& b. s3 c c: 0 c -. ' - - t Li - L '-fl, V.- a zl2j .S LJ I To Z1. Z77 I JOB SUBJECT qc' 7Ic JOBNO. BY SNEET Co\ IT7 CHECK I of DOKKEN ENGINEER IN C I.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 C.0\'s, Z A 'c' LccA3 o Lw-,: O\JU\E ' .n. ( c \ •3 C) c) .nli i A 500o \' r Lic,11s 1603 -z. Sep .6\t/4 X ' fl1 n1)6,O6 fts L. 04 559t - 55.1I 42 . cc /44 1 (16L1,34~) 7_v-.e 6 \k \ OcC).O8 5000.o 29~ 641,96 686, 33o t'Q5 6S6.3 Cc 5 YV d4C.i (y-c, (j-. . 1 2- o s\-c 0i)r I JOB I SUBJECT DAT I JOB NO. SET CHECK I of COL2W.OUT 1/29/2001 4:28 PM Input File Name: co12w.IN 01-29-2001 COLDUCT (COLxR) DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, SEP-17-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering JOB TITLE: Poinsettia Lane OH, Widen Portion ,Weak axis RECTANGULAR Column Data Column Width (in.) = 452.0 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Plastic Hinge length (in.) = 41.0 Cover to lateral rebar (in.) = 3.000 Reinforcing Steel Data Main bar = 8 Number of bars = 76 Yield stress (ksi) = 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data Ties Bar .'Bar pitch/spacing (in.) = 6.000 ield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( conf.) (ksi) = 6.507 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .01150 Column axial load (kip) = 690.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 5.00 Effective Moment of Inertia calculation Mcr (k-ft) = 1090 Mplastic (k-ft) 4143 Igross (ftA4) = 10.59 Agross (ftA2) = 56.50 Recommended value of 'le' based on initial slope of moment-curvature diagram (f tA4) = 1.45 SUMMARY OF RESULTS Case Defl. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 13.72 0.000258 2606 Nominal 43.43 0.002169 3821 -" Ultimate 91.63 0.004991 4143 Idealized Yield 19.86 0.000373 3772 Page lof 2 1/29/2001 4:28 PM COL2W. OUT Idealized Ultimate 91.63 0.18925 0.004991 3772 Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 4.61 Curvature Ductilities Ideal. Ult. I Ideal. Yield = 13.38 Maximum Strains Compression Conc. = 0.011500 Compression Steel = 0.000038 Tension Steel = 0.057755 Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0578 Step Number 40.00 Cervature (rad/in) 0.004991 Moment (k-ft) 4142.77 This is not the Mp! Displacement (in) 91.63 Displacement Ductility 4.61 Shear at Top (kips) 124.37 This is not the Vp! Additional Output Part Two Considering Max. Allowable Displacement Ductility Set by User Max. displacement ductility 4.6134 Step Number 40.00 Steel Tension Strain 0.057755 Cervature (rad/in) 0.004991 Moment (k-ft) 4142.77 This is not the Mp! Displacement (in) 91.63 Shear at Top (kips) 124.37 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' end Page 2 0 COL2S.OUT 1/29/2001 4:22 PM Input File Name: col2s.IN 01-29-2001 COLDUCT (COLxR) DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, SEP-17-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering JOB TITLE: Poinsettia Lane OH, Widen Portion ,Strong axis RECTANGULAR Column Data Column Width (in.) = 452.0 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Plastic Hinge length (in.) = 41.0 Cover to lateral rebar (in.) = 3.000 Reinforcing Steel Data Main bar = # 8 Number of bars = 76 Yield stress (ksi) = 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data Ties Bar Bar pitch/spacing (in.) = 6.000 Yield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( conf.) (ksi) = 7.704 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .01600 Column axial load (kip) = 690.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 1.00 Effective Moment of Inertia calculation Mcr (k-ft) = 27361 Mplastic (k-ft) = 111354 Igross (ftA4) =6680.08 Agross (ftA2) = 56.50 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) =1069.78 SUMMARY OF RESULTS Case Defi. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 0.40 0.000007 55511 Nominal 2.00 0.000111 102002 - Ultimate 4.27 0.000242 111354 Idealized Yield 0.72 0.000013 100508 'Page lof2 COL2S .OUT 1/29/2001 4:22 PM Idealized Ultimate 4.27 0.00936 0.000242 100508 )Displacement Ductilities: Ideal. Tilt. I Ideal. Yield = 5.94 Curvature Ductilities Ideal. Ult. / Ideal. Yield = 17.93 Maximum Strains Compression Conc. = 0.011842 Compression Steel = 0.010667 Tension Steel = 0.112287 ***************************************************** Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0900 Step Number 35.18 Cervature (rad/in) 0.000219 Moment (k-ft) % 15076185.26E+17 Displacement (in) 3.68 Displacement Ductility 5.12 Shear at Top (kips) Additional Output Part Two Considering Max. Allowable Displacement Ductility Set by User Max. displacement ductility 1.0000 Step Number 18.75 Steel Tension Strain 0.010707 Cervature (rad/in) 0.000028 Moment (k-ft) 82530.60 This is not the Mp! Displacement (in) 0.72 Shear at Top (kips) 2477.65 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' end Page 2 of 2 This is not the Mp! 3301.42 This is not the Vp! DOKKEN ENGINE ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -- II t *-L ' 0" TILL *L (kS L- \c. )JY- O o t\e oo C\c Cjcc L AiU - // 12 -1-1 /7 - V'L • r.LI..J '-A- Ctø qfl• 1, JOB SUBJECT Lic jJOB NO. Trs1cz) BY Z sFte CHECK of COL1W.OUT 1/29/2001 3:27 PM Input File Name: collw.IN 01-29-2001 COLDUCT (COLxR) DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, SEP-17-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering JOB TITLE: Poinsettia Lane OH, Existing Bridge ,Weak axis RECTANGULAR Column Data Column Width (in.) = 396.0 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Plastic Hinge length (in.) = 41.0 Cover to lateral rebar (in.) = 2.000 Reinforcing Steel Data Main bar = # 8 Number of bars = 100 Yield stress (ksi) = 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data Ties jBar = # 4 Bar pitch/spacing (in.) = 12.000 Yield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( conf.) (ksi) = 5.305 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .00700 Column axial load (kip) = 690.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowahe Displacement Ductility Assigned by User: 5.00 Effective Moment of Inertia calculation Mcr (k-ft) = 955 Mplastic (k-ft) = 4507 Igross (ftA4) = 9.28 Agross (ftA2) = 49.50 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 2.21 SUMMARY OF RESULTS Case Def 1. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 11.71 0.000220 3379 J Nominal 37.72 0.001894 4400 Ultimate 48.49 0.002461 4507 Idealized Yield 14.46 0.000272 4175 Page lof 2 COL1W.OUT 1/29/2001 3:27 PM Idealized Ultimate 48.49 0.08973 0.002461 4175 )Displacement Ductilities: Ideal. Tilt. / Ideal. Yield = 3.35 Curvature Ductilities Ideal. Ult. I Ideal. Yield = 9.06 Maximum Strains Compression Conc. = 0.007000 Compression Steel = 0.000282 Tension Steel = 0.029920 Additional Output Part One Considering Max-Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0299 Step Number 40.00 Cervature (rad/in) 0.002461 Moment (k-ft) 4506.62 This is not the Mp! Displacement (in) 48.49 Displacement Ductility 3.35 Shear at Top (kips) 135.29 This is not the Vp! Additional Output Part Two - Considering Max. Allowable Displacement Ductility Set by User Max. displacement ductility 3.3531 Step Number 40.00 Steel Tension Strain 0.029920 Cervature (rad/in) 0.002461 - - Moment (k-ft) 4506.62 This is not the Mp! Displacement (in) 48.49 Shear at Top (kips) 135.29 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above SUMMARY OF RESULTS' end Page 2of2 OUT 1/29/2001 3:51 PM Input File Name: colls.IN 01-29-2001 COLDUCT (COLxR) DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, SEP-17-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering JOB TITLE: ZP6insettia Lane OH, Existing Bridge ,Strong axis RECTANGULAR Column Data Column Width (in.) = 396.0 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Plastic Hinge length (in.) = 41.0 Cover to lateral rebar (in.) = 2.000 Reinforcing Steel Data Main bar = # 8 Number of bars = 100 Yield stress (ksi) 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data Ties Bar = # 4 JBar pitch/spacing (in.) = 12.000 Yield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( conf.) (ksi) = 5.639 Ultimate strain (unconfined) = .00500 - - Ultimate strain (confined) = .00950 Column axial load (kip) = 690.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 1.00 Effective Moment of Inertia calculation Mcr (k-ft) = 21001 Mplastic (k-ft) = 107746 Igross (ftA4) =4492.12 Agross (ftA2) = 49.50 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 998.17 SUMMARY OF RESULTS Case Def 1. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 0.43 0.000008 56135 Nominal 1.63 0.000085 102675 Ultimate 2.84 0.000148 107746 Idealized Yield 0.76 0.000014 98990 e i or 2 .COI.lS.bUT 1/29/2001 3:51 PM Idealized Ultimate 2.84 0.00548 0.000148 98990 )Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 3.74 Curvature Ductilities Ideal. Ult. / Ideal. Yield = 10.40 Maximum Strains Compression Conc. = 0.009500 Compression Steel = 0.009056 Tension Steel = 0.048698 Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0487 Step Number 40.00 Cervature (rad/in) 0.000148 Moment (k-ft) 107746.40 This is not the Mp! Displacement (in) 2.84 Displacement Ductility 3.74• Shear at Top (kips) 3234.66 This is not the Vp! ***************************************************** Additional Output Part Two . Considering Max. Allowable Displacement Ductility Set by User Max. displacement ductility 1.0000 Step Number 24.90 Steel Tension Strain 0.009387 Cervature (rad/in) 0.000029 Moment (k-ft) 86951.30 This is not the Mp! Displacement (in) 0.76 Shear at Top (kips) 2610.37 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' end Page 2of 2 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 \ e .i.. L 3r7,3),• -2Y1 \2 '7Lj . r ¼S Ook c 3(\ of ccvcr e. ç 0.00 O L%j eer C-c,4 0,00 kcc 1• 50 9L 0, 1p C4:\ - Svrc, /Jc 1r-:ç. \_e 1 O I JOB SUBJECT y-&6t,5 CVI. \ 5L _7 DATE 100 JOB NO. I BY SH T - CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I .._. t S L L1LjS -cc CA ?l1 C*7 8 j JOB SUBJECT ~01 QATF JOB NO. I 7 19 BY I SH 7Z. Is e'- CHECK I of '1' DO K K E N GIN £ ER I NC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 eL0 . M Li. 6 61 4 221,a7 44 I7-77274 o 090,0 \' L1,3\4 ç 'r \B63,',64 ri ?6 R 80.\6\'144 L(\O6 \\ I6\J4 - of 681 v\:p JOB SUBJECT 0 OT761 JOB NO. i. . . V.EIO CHECK of DOKKEN ENGINEERING I.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (856) 514-8608 - .4 t.15'4 3.O L.o(I5J 0 K 1(Li1 L0 L'.Lb (tS t #W( I -140 t\p O,OL1k1 36'c iMt- S85& O.)C\) 4 c4.L56 V'4r LOB SUBJECT Lt~"' t_ OH DATE 7/6 loo JOB NO. . BY SFtKT CHECK of DOKKEN ENGINEER I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 otCt L (3R') LL 9.04/iZ. •i. 3,08 3 L&c_ \c 6C tc4-,cI ,'1 JI A rtp\4... (O5 I1.. D Lv€. 6 ct/L ' Usc.. LL.. 5'4 LL ,\z.o.o5 I"\Y, \&5 ',71 - 6. s ¼)S& t\ sI. IA. C. 333.11 &i\ Acc.e.\ 1ov ju Lc& U 'IZ CJ\ 3 6 t 0.00OI Lfl.16. A o.854-\ 1 A .. r19 1- E S r-)l cico 5 '-rcc (G r L WT 15 6 : \,Ljç.% JOB DATE JOB NO. SUBJECT BY S~ET CHECK DO K K E N CI NE ER IN C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 ".,I. PHONE (858) 514-8377 • FAX (858) 514-8608 t Lot,-As L (c •ooec c ( ( ')(z)1) (, 1. m6 47 c 1.45a A:r3 C.ç ç:v NO cLc& No Lc'e LvLL L_ctij \1S,4.(W -1-i Ll s '1Loc'c. , U5i'It ci.. Lo 6-i\'/44 6' c3 dl\,300,000 5o LkfG4 50 39GH JOB SUBJECT PoJ Lc C JOB NO. SHEET of BY CHECK DOKKEN I - EN Cl NE ER IN C ....... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1_'y LA-c' Ha7- - 5T74 i7,r2j7 LJ'c- V-- T>- , 9 k/L - 0 - (z1tT L-7i 1 6-16-p+ 4) - CB1, s ii K ) DATE JOB NO. SUBJECT JOB BY SHEET / CHECK *00* *1)0* 0000*8*! 080* *0*0 *o*o**oo 88*0 *000 *0*8*8*0 000* *0*0 00*0 80*0 *0*0 0*08 *00000 0*00 8*0* 0*00 0*00 111)0* *080 8*1)0 *08* *8088*0* *08* 0*000*0* 008* 0*1)8000* *08000**8*8* 80*0 00*00*00 8*0*0*8*8*0* 08*0 *8008*0*00 *08*0*000*8* 08*0 80000*80*0* *08* 080* *000 8*00 *8*0 0*8* 80*0 00*0 88****000000 0*8* *0*0 *00* 8**0***0*#*0 008* *80* 0*00 0*00 *0*0 *888 *08* *0*8 *0*0 0*00 0*0* 0000*0000000 000000080000 *0*0*8*000* 0080*08*8*8* 000800050000 0000000000 080808000800 000008000*** 00*8*8*0 0*080* *00*00 0*0*0*0* *800*0*0 *000000*0* 08*0*00*00 *088 *00* 08*0 08*0 *00* 0*0* *00*00* 00*08* *00* *000*8* 0*000* 0*00 (000 0*0 *0*0 0*0* *80*0*0*0* 08*0*00*0* 000*00*0 *0*8*8*0 00000* *0*00* YIELD PC Version 2.25 (04/05/93) Copyright (ci 1984 State of California, Department of Transportation (C) (990-9) oOkken Engineering All rightn reserved. Date: 10/31/00 Tine: 11:27:52 Pile: Bent2.yld User: Unknown Input Data O 2 3 4 5 6 7 0 123456789 0 1234567 89 0 1234567 89 0 1234567890123456789012345678901234567 89 01234567890 Poinsettia Lane ON widen Check 2 76 2 .7 4.0 1 12.00 0.0 3250 29000000 0.003 60000 447.8 18.0 221 6 -221 6 0.79 38 -221 •6 221 -6 0.79 30 BM or COLUMN AT BENT 2 (11') 551 PILE 0.99 0.99 0.00 0.00 29 32.9 1 0 1,00 O 0 0 0 0 0 446 43 0 6 0 0 0 0 0 412 55 333 0 SO 681 0 0 0 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 161 0 0 U 0 0 O 0 Title Poinnettia Lane oa Widen Check 11:27:23 10/31/00 Page YIELD Program Vernion 2.25 04/05/93 Bent2.doc 11) Column type • 2 (Rectangular) Concrete 100pm • 1 Total No. of Concrete Coord. - Steel Rebar Pattern - 5 (Bonn) Number of Steel Rebar Bonn - 2 Total No. of Steel Rebara - 76 No plot requested. Design Type - 2 (Check) Percent Steel Limits - (0.70 in. 4.00 Max.) Bent Data Number of Columns in Bent - 1 Oat-to-Oat oimtance (Diameter) of Spiral - 12.00 (inches) Distance from Top Column Plastic Hinge to Center of Gravity of the Superstructure - 0.00 (feet) Center-to-Center of of Columns • 0.00 (feet) Haterial Propertien (pal) Ultimate Concrete Compressive Stream . PC - 3250. Young 'n Modulus for Concrete . mc - 3249500. Young's mod ulan for Steel are - RD - 29000000. Ultimate Coecrete Compressive Strain 00 • .003 Yielding Stress for Steel Barn - PY - 60000. Title Poinsettia Lane 00 Widen Check 10:27:2) I0/31/00 Page 2 Rectangular Cross-Section 05 aY 447.00 01,00 Concrete coordinates (inches) Coord S Y 1 223.90 9.00 2 -223.90 9.00 3 -223.90 .990 4 223.90 -9.50 Title Poinsettia Lane 09 Widen Check 11:27:23 10/31/00 Page 3 Row Pattern Ii Yl x2 Y2 Area Bars Ron 221.00 6.00 -22L00 6.00 0.79 30 -221.00 '6.00 221.00 -6.00 0,79 38 2 Steel Rebar Coordinates (inches) Coord S S 1 221.00 6.55 2 209.05 6.00 3 197.11 6.00 4 105.16 6.00 173.22 6.00 6 161.27 6.00 7 149.32 6.00 8 137.30 6.00 9 025.43 6.05 10 113.49 6.00 Il 101.54 6.00 12 89.59 6.00 13 77.65 6.00 14 65.70 6.00 15 53.76 6.00 16 41.80 6.00 17 29.06 6.00 18 17.92 650 19 5.97 6.05 0. Ii Bent2.doc -5.97 6.00 17.92 6.00 -29.86 4 6.00 1.81 6.00 -3.76- 6.00 -65.70 6.00 -77.65 6.00 -89.59 6.00 -101.54 6 . 00 -113.49 6.00 -125.43 6.00 -137.38 6.00 -149.32 6.00 -161.27 6.00 -173.22 6.00 -185.16 0.00 -197.11 6.00 -209.05 6.00 -221.00 0.00 -221.00 -6.00 -209.05 -6.00 -197.11 -6.00 -185.16 -6 00 -173.22 -6.00 -161.27 -6.00 -149.32 -6.00 -137.38 -6.00 -125.43 -6.00 -113.49 -0.00 -101.54 -6.01 -89.59 -6.00 -77.65 -6.00 -65.70 -0.00 -53.76 -6.00 -41.81 -6.00 -29.86 -6.00 -17.92 -6.00 -5.97 -6.00 5.97 -6.00 17.92 -6.00 29.86 -6.00 41.81 -6.00 53.76 -8.00 65.70 -6.00 77.65 -6.00 09.59 -6.68 101.54 -6.00 113.49 -6.00 125.43 -6.00 137.38 -6.00 149.32 -6.00 161.27 -6.00 173.22 -6.00 185.16 -6.00 197.11 6.00 209.05 -6.00 221.00 -6.00 Footing Data File, YES Type Footing, Moment Distribution Pact Column Steel Location Ductility -lop.... ... Bottom - --, Percent Length Tie-i Top-i Factor DAY DAX DOT DOS Impact (Feet) oplra1-0 Bottom-0 (1) 0.99 0.99 0.00 0.00 0.29 32.90 1 0 1.50 Colons Group Loads - Service (h-ft) LL* Impact ...1 Case 1 Case 2 Case 3 Dead Pre Trans Long Axial Load Stress MY-Was MY-Has N-Max Wind ML LF CF-MY Temp MY 0 0 0 0 0 0 446 43 0 6 MY 0 0 0 0 0 412 55 333 0 50 P 681 0 0 0 l74 0 0 0 0 0 PM? 0 0 0 0 P145 0 0 0 0 P 0 0 161 S Column Seismic and Arbitrary Loads lb-ft) (ARS) Unreduced Seiasic Arbitrary Loads Arbitrary Loads Case I Cane 2 Service Service Factored Factored Max Tras Max Long AL AL2 ALl AL2 MY Tran 0. 0. 0. 0. 0. 0. HI Long 0. 0. 0. 0. 0. 0. P Axial 0. 0. 0. 0. 0. 0. Title PoinsettIa Lane 05 Widen Check 11,27,23 10/31/00 Page 6 WARNING, The ratio of the column clear height to the 584515581. Width in less than 2.5. Therefore, the section nay be a pier wall and should be designed as a colssn only in the longitudinal direction and as a shear wall in the transverse direction (Code 1.4.11). The transverse moments are set equal to zero. Title Poinsettia Lase ON Widen Check 11,27,23 10/31/00 Page 7 Factored Loads for Column Design Check (hip-it) The male longitudinal Steel in assumed to be 0 8 bars. Title PO Sett Lane 00 iden Check 11,27,23 10/31/00 Page 4 initial Reference Data Total Area of the Section AG - 55.97 ft--20omieai Axial Load Strength P0 - 25703.39 hips Total Reinforcement Area AS? - 60.04 In--2 Percent Steel - 0.74 5 Gross Moment of Inertia about V-asia IYC - 6495.59 ft"4 Cross Moment of Inertia about S-asia IXC - 10.50 6t *4 Steel Moment of -Inertia aboat V-asia ITS • 49.6869 6t•4 Steel Moment of Inertia about 0-ants OSS - 0. 10 42 ft"4 Title Poinsettia Lane 00 Widen Check 11,27,23 10/31/00 Page 5 :.Co iunn Load Data (k-it) Load Name, aol OF COLUMN AT 55841 2 (LII Applied factored momenta are magnified for slenderness in accordance with Caltrass Bridge Design Specifications. (Art 0i65) Length - 32.90 It PC • 3.25 ksi PY - 60.00 ksi Steel - 0.71 'a SIT - 60.04 sq in Applied Factored .......- Capacity Group Case Trans Long Comb Axial (P511*4) PHI Ratio MY MY H P KU MUM OH 1 0. 68. 68. 664. 2270. 0.8.....OK 05 2 0. 68. 68. 664. 2270. 0.8.....OK 15 3 0. 143. 143. 1262. 2512. 0.0. .... OK IF 1 0. 68. 68. 664. 2270. 00. .... OK IF 2 0. 68. 68. 664. 2270. 0.8. .... OK IF 3 0. 120. 120. 1095. 2445. 0.8.....OR II 0. 576. 576. 664. 2270. 0.86 3.94 00 Ill I 0. 716. 716. 664.- 2270. 0.86 3.17 OS ItS 2 0. 716. 716. 664. 2270. 0.86 3.17 OS III 3 0 769. 769. 1111. 2451. 0.84 3.19 00 IV 1 0. 70. 70. 664. 2270. 0.8.....OS IV 2 0. 70. 70. 664. 2270. 0.8.....OK IV 3 0. 122. 122. 1111. 2451. 0.0. .... OS V 0. 618. 618. 638. 2259. 0.87 3.65 OK VI 1 0. 752. 752 638. 2259 0.87 305 05 VI 2 0. 752. 752. 638. 2259. 0.87 300 OK Vi 3 0. M. 805. 1069. 2434. 0.84 3.03 OK VII 1 0. 65. 65. 681. 2867. 1.1. .... OK VII 2 0. 65. 65. 681. 2807. 1.1. .... OS NOTE, The axial (AsS) unreduced seismic loads (P) are not divided Ii 660103 091 30 401 043 03096 .503. 0706161p e.12 flflllClodflo 093 30 •O'3 041 9800191 6136 03103 04)0163.1030 O)U 0 '48031 060103 041 Be 00461 63 638084 3316614 041 6000104 09661619 0uJ, '( '6660103 041 30 0011Oq 006 401 041 16 0103 6086)4 31166(4 0 '80)3646 ionbo '916u01 16080 1311666314 '0'3 0606 041 a36 6060103 110 1 480031406B6Y 06(630 Cl 0804 COMM ((L('It 43043 6009)4 90 0601 6133060104 01114, 6950' 196 196 0 '(8(1' '0061 '0061 '0 'C 1880 1880 '0 .1 99 '(0(0 '(1(0 '0 '(LS( '1190 '1190 0 '(015 '(019 •0019 'C :cots 'SLIL 'SLIL 'C 00001 •(O SL '010L '0 01001 •S(IL 'SOIL 0 MOT '0005I'6999'6909' 0 0'0 (oolddv) d 40 0444 4,444 0366160.4 10100 4003 6001 6u611 01uY 0) b6 80'09 - 000 01/01 0(000 - 09 1611 00'09 • 04 (64 5(5 • 34 OT-ST Glaubjeac 01 06044 900 (0'0'91'8) 0907 (13.4)4) (36060)4 6004 160)6044 0 (•I) 3U0 7816014 olqeqold 10 066d 00/10/01 (04L(811 43043 609(44 60 0069 6311066(04 01314, '8901 '(CL '(CL 0 0 IA 158 '(CL '(CL 0 C IA 058 '(CL ' (CL '0 1 IA 158 SLS 'CLI '0 A 1111 09 59 0 0 Al '508 '09 59 0 C AX '588 '59 '59 '0 1 At 1t1C 599 199 '0 0 (II '588 599 599 C C III 080 599 599 0 I III 588 '9(1 '9(5 .0 II '0601 0 '0 'C 0 dl '508 '0 'C '0 0 dl 508 0 0 '0 1 dl 19(1 '0 '0 0 0 HI 500 '0 '0 '0 C HI '508 'C '0 'C I HI H NOT 3,14 16160 4003 8U01 6001,4, 0063 40010 (13.433( 61160) 66)600 86(1004 103 6p6O1 P0103364 '019 100 '100 C 0 IA 900 '100 '100 'C 0 IA 980 '100 100 '0 1 IA 980 '0(0 A '009 'CO 'CO '0 0 Al 'SOS 'CO 'CO '0 0 AT 'SOS 'CO '00 '0 1 Al '089 '600 '600 '0 0 III 'SOS '600 '600 '0 0 III '505 '600 '600 '0 1 III 'SOS '6(0 '0(0 '0 II '050 '0 '0 '0 8 HI '109 'C '0 '0 C III '100 'C '0 '0 1 HI 4 H 094 3,14 16)60 4603 6009 66614, 0663 40011) (13d(4( 61166) 009600 60(1004 103 69609 03(0100 CC 0864 00/1(/01 5(L(11 43043 6093)4 60 0069 0)33060(04 011)4, '(IL 'C '04 '189 'C '0 'C 10 '9L61'599('150'IT9'100 'lop ' C 0 IA '008I'COOP 'CL('980' TOP ' Too ' C 0 1/4 '8081'0800'CL('900' top 'Too ' 0 1 IA '119 1'5500'(6('980'900'000' 0 A 'SOC '0 '66 '069 00 'CO '0 0 Al '6(9 '0 '(8 'SOS 'CO 'CO 'C 0 Al '6L9 '0 '(8 '505 '00 '00 'C I Al '(900 '9010 '600 '089 '600 '600 '0 8 III 'L(61'ILS('IL('105'HCO'600' C 0 III 'L(61'ILS('IL('505'CCO'600' C I III 'L59 1'CCLI'080'SOS'C(('000 ''C II 068 '0 '001 '558 '0 'C 'C C HI '(IL '0 '08 '109 'C '0 'C 0 HI '(IL '0 '00 189 '0 '0 'C I 01 d_3 601, 4403 d 94 094 3,14 0603 d!) 10031 10011 3003 10(60 4603 8009 60014, ((64) 660130 6044 .........)13'q) 69001 03)0130 ''4 68 • N ' (33/03) 0)160 IHIflPOH 364 '00560(0 - 33 . 01013603 103 6fllflpoo 6,6ofl0 (COd) 60660130 8634106 06696044 906 (13'S) 69001 07)0100 06fl103 6 0804 00/IC/Cl ((4(0:11 33043 U09)fl 60 0061 9)3106U)04 0(3)4, '04,8100 30 1'1'S'91'H 110 6) POUTJOP 66 8)6.51666 aopio puoaas 1093046 e 6103104 10 60(1306.06013 10(161 e 91(0 060(07 041 ub(60900 'CCI 0641 1016316 6) 6(66.0 041 lflOql 091 6/13 081000)4 '((C '6901 'L100C(( '000(690 'LS00106051 COO'S 0001 COO') 0 110 '((0 '6950 'L3000(( 000(690 'L500506051 0001 COOl COO') 1 110 'OIL '6950 'LI((005 'C50069( L500006051 9010 9001 0001 0 10 690 '6901 '((((0(0 01(0690 'L500006051 1(01 ILC'l COO') 0 IA 690 6900 LI00005 : , Sc0690 'L500006951 ILO'I 0(00 COOl I IA 690 '6951 'L100000 '0(0690 'LSOCC(6051 IL0'I IL0'I 0001 A '(SL 'COOS 'L000000 '05(0690 'LS00006051 9011 9110 CCI'S C Al 560 '6950 'LI00000 '050(690 '(10(0(6051 9L0'I 9L0'I 0001 0 Al 560 '6901 '(10(0(0 '040(690 'L500006051 9L0 'I 9LO'I COOl I Al '(SL '6905 'L1000(C '000(690 'L500006051 951S 9511 0001 C III 060 '6950 'LI0000t '01(0690 'LS 00006OSI 9LC'I 9L0'l 0001 0 III 560 '6900 'L100000 '04(0690 'LS 00006051 9(01 9L0'1 COOl I III 060 '6950 'LI CEO 00 '01(0690 'LIO(C(6051 9L0'1 9L0'T 00011 11 'S(L '6940 'LI00000 '000(690 'LS OCC(6051 EST (SI'S 0001 C dl '460 '6955 'LI00000 '050069( *LS OC((6051 9L0'I 9LC'1 0001 0 40 '060 6955 '(00(0(0 '000(690 *LS 'CE (OOSI 9L0 'l 9LC'I 0001 1 dl '(06 'C9SS 'L100000 '000(690 *LS OC((6051 061'l 061's COOl C HI '560 '6900 'LI00ore '150(690 '(50(0(6051 9L0 'I 9(01 COO') 0 CC '160 '6900 'LI00000 '000(690 'LSO(((6051 OLC'I OLC'I 0001 I HI d 53d 3,34 1414 00094 4,0414 9009 8601 41613,,, 01.3 91.7 4003 8601 0614, 63 60 16100 '.'..60)I936C ''''. 6011300 90610360014,.'.60l163(3(066)4. 163)1)13 9043613 1636044 0..13 COCI'C - 6(68's 16096 8)11001 30 1004044 13030 011 0..13 698960 6(68.3, 1fl096 6(11001 30 30 060)4 10010 SAl '091 6(66.5 30096 0(186 60061090010 • 0/1.314 '9 6)66.3, 16090 0)186 66001090010 - 0/1.03 0I'C • 6(600 1fl096 101364 918601 30(1303)3 - 0)) 01'( - 6(660 1fl096 101304 938031 00)1303)3 - AN 6)60.0 160q6 peo'l 80)19368 103)1)13 • 134 6)68.4, 1fl046 peoi 80)14366 103)1)13 3,34 6(60.0 16098 101384 60)1303)06644 10060)4 • 6(68.4, 10096 101394 60(3363(086)4 10000)4 • 4,031) ('.563009)6 100166e po3elqun eq 01 pamn668 06fl103) (S'91'6 lly) .60001833))3041 66)600 069)16 60911183. a31476a,138 600116163183 86114366 906 00(163(3(06 944 163 00)4 H 0664 00/10/01 ((:L(:oo 47043 009(0 60 0061 6111060(04 31114, '1 101383 .S1)l)13flP 041 .lq 4 10, C • C o • : : a 0 mlii. S : •- :2 § 10 lo : 2 :.: T) DOKKEN ENGINEERING ...,I I...- 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 5148377 • FAX (858) 514-8608 2/C Structure 4 (of 4 c I2.- 3 or G6Ocons!Ie Ds'oM. see 5t1L.dur6 A'tvch DioThege cwolls- 9Lc o! I I SLz 69.50 ABUTMENT SECT/ON r-a JOB SUBJECT ("I .4 DATE JOB NO. ' ...................................... CHECK 01 DOKKEN I- EN C I NE Z RING w..d.kk...sgl ......S.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 S1r&ure 4Iirwch b '41014 '4 C 3 cit Gsite LoTh. see typ 51nc1ure iroxh Drolnoge Defolls, '9LcI2 / C frg AV • 88 or EB jcalri Sao/ Typo A (MR -'4 -) '/ Elostcwnerlc bring pod L —.5rntlz- I • —•llI014 —04 Mr ,.- MatCh face Cf OXISF oWlawl '6 C 12' i - -~" ABUTMENT SECT/ON '/• r-0 _IY 4 JOB SUBJECT 'Lr 0 JOB NO. .................................. CHECK ol I- DOKKEN I- ENGINEERING ...I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 )1SO 57-4 11 iq 9 09.-Yl - -ocs PG Q Ak E N2o° .20 'cS'VJ 89 59 60 76 S Lj go IS 5'2O4 LJ Al 2 05W 721' L1 Al r7o ai.t,5" U 9M '1 \ 2789Z. A T JOB SUBJECT DATE JOB NO. ae.icz, I BY S HEET I A -3 CHECK of 9 DOKKEN EN G I NE ER INC .... d. k k iI..rI. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 bi 1 1) O1L_. PrF\ OF F I L 0 r4 r e 2. vr-I l LL. J 2.- A.- OT 50 rT = T- .Q=-r — .02.. (3%) 'a r-r ' F PT. L "-I . 5c, F-r .+— 2-. 5 ?-T C-. 0 1T ,Ac c1N - 2.. F rt 3f— &) — 110/- - B C ir --' ~i-- ~F -'~ I ) TC.rUR/-L va -r CKVVftrLL_ FtT / PT I. 5 l.a A—_ c-p -r-'i (v — a. o 7-A-. 4 F r' '-) N I Ai ?097- Fi2s. 1 -c.T1 , — P, .'=- Lft2fr ? L— e-c- ( p -) a JOB SUBJECT DATE JOB NO. j i -. - - - - - ---- CHECK of Dokken Engineering Job No. 9-252-102500 Structure Foundation Report . May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (10) Location Design Loading (Service) Nominal Resistance Design Tip Elevation (feet) Specified Tip Elevation (feet) Compression Tension Bent 2 70 tons 280 kips 140 kips 10(1); 10(2); 10 (5) 10 Bent 3 70 tons 280 kips 140 kips 10(1); 10(2); 10 (5) 10 Abutment 4 70 tons 45 tons 280 kips 180 kips 140 kips 90 kips 26 (1); 26 (2); 26 (5) 30 (1); 30(2); 30 (5) 26 30 (1) Compression; (2) Tension; (3) Lateral Loads - Table 2; (4) Scour Potential - was not evaluated for this study; (5) Liquefaction - very unlikely. Lateral loads causing ¼ inch of deflection at the ground surface for 12-inch square piles are provided in Table 2. Lateral pile capacity can be assumed to increase linearly with deflection up to a maximum deflection of 1 inch. If deflections greater than 1 inch are anticipated, lateral capacities should be evaluated on a case-by-case basis. TABLE 2A LATERAL CAPACITIES FOR PILES (Steel H Piles) Pile Location Lateral Load at ¼ inch Deflection Free Fixed Strong Weak Strong Weak Abutment 1 2.5 kips 1.4 kips 6.6 kips 4.1 kips Bent 2 7.9 kips 4.1 kips 23.8 kips 13.2 kips Bent 3 9.7 kips 5.9 kips 25.0 kips 15.2 kips Abutment 4 2.5 kips 1.4 kips 6.5 kips 4.1 kips 4AN A G R A Recycled Paper .Q" ZI I #47- WArL-L_ 1-2 4- 12-3 -c's = ~l q'o .6 Li?sf ) •1- rl-.Sz 50 yzl DOKKEN I"-A-- ENGINEERING ___.o. i... .l....I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 RR L - 't %-r-X, 160 /7-:&- -5 wl.e--. rlA-iN CHA-1NI _o OJ(?c r-'-( - iz.T*i W 4—L.5 - U' L44 (ISO = ~4-6~3 - ~05 LIZ> L' UimL-rI1S x 99 (z [a - DATE JOB NO. _SUBJECT Cç BY SHEET JOB ?c21 N.-TF A L N I H I N 1 -- CHECK 01 - - - - DO K K E N GIN E ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 .. PHONE (858) 514-8377 • FAX (858) 514-8608 o I i 3 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 9 FAX (858) 514-8608 1—i'- Loi4-PIM c. H-5ao--L L-7 NP # -rIoN 73j75 6F'EMx A) - 7 'f-. •1 -: ? . LA-S . - c 6 '.' <—i. rA- ) LA-N L A--C:>'4 4 - tcN > L49 < L1a Xo- - = 18' - L gr) 11 #->ç •-i -1 EN 2 1c-C--T1 ' L 9 JOB SUBJECT DATE JOB NO. 10/0('/00 ioiS L N . H BY SHEET --------- ------------ .-------- CHECK of WU DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 TIrL 3 Eki \ i - 7 M ?iArP cLCC)LA-Ti Q N 3 JOB SUBJECT DATE JOB NO. I NSTfl,v 1 BYA vJ SHEET CHECK of -. - - Poinsettia Check 11: 0:56 10/25/ 0 PAGE 1 ************************************************************************* * IAI-ABUD * * ABUtment Design program * * (SS) SHORT SEAT * * (HC) HIGH CANTILEVER * * By: Imbsen and Associates, Inc. * * VERSION 3.2.0 23-FEB-98 * ************************************************************************* **************** * GENERAL DATA * TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP/PS?) = NO TYPE FOOTING = PILE TYPE ANALYSIS = CHECK TYPE DESIGN (SERVICE LOAD DESIGN) = SLD MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3.25 KSI YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % = 1.3 KSI ALLOWABLE STEEL STRESS (% FY) = 40.0 % 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3249. KSI YOUNGS MODULUS FOR STEEL REBARS (ES) = 29000. KSI MODULAR RATIO (ES/EC) (N) = 8.92 BACKFILL SOIL DATA: DEPTH OF FILL ON TOE = 2.00 FT DEPTH OF FILL ON HEEL = 9.00 FT DEPTH OF SURCHARGE ON HEEL = 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.30 Poinsettia Check 11: 0:56 10/25/ 0 PAGE 2 * STRUCTURAL DATA * ************************************************************************* ABUTMENT DATA: LENGTH = 31.60 FT HEIGHT FROM TOP OF FOOTING = 9.00 FT BACKWALL THICKNESS = 1.00 FT SEAT WIDTH . = 2.50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE = 2.08 FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 1.25 FT BACKWALL HEIGHT ABOVE SEAT LEVEL = 0.75 FT WEIGHT OF EXTERIOR SHEAR KEYS = 0.00 K UNIFORM WEIGHT OF BARRIER = 0.93 K/FT. WING WALL DATA: NUMBER = 1 WALLS LENGTH . = 26.00 FT THICKNESS = 1.17 FT END WALL DIMENSION = 4.00 FT FOOTING DATA: LENGTH = 32.10 FT WIDTH = 6.67 FT DEPTH = 2.50 FT k-H Poinsettia Check 11: 0:56 10/25/ 0 PAGE 3 ** ** ** * ** * * ** * PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - ULTIMATE BATTER FACTOR PILE LAYOUT DATA: ----------------- ROW DISTANCE NO. OF PILES NO. TO TOE IN ROW (FT) 1 1.67 10 2 5.00 9 = 70.00 TONS = 2.50K = 10.00 K = 1:3.00 NO. OF PILES BATTERED ------------ 10 0 TOTAL NUMBER OF PILES = 19 DISTANCE FROM TOE TO C.G. OF PILES (CG) = 3.25 FT MOMENT OF INERTIA OF PILE GROUP (IX) = 52.53 PILE.FT**2 ** ** * ** * * * * * * * * * ******* * REBAR AND LOAD DATA * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * REBAR LOCATION BAR SIZE NO. OF BARS COVER(IN) BACKWALL 4 32 3.00 STEM 9 32 3.00 FOOTING TOP 5 32 4.00 FOOTING BOTTOM (HEEL) 5 32 6.00 FOOTING BOTTOM (TOE ) 5 32 6.00 SERVICE LOAD DATA (KIPS): ------------------------- TOTAL : - LIVE LOAD -: TOTAL LATERAL OTHER OTHER DEAD TOTAL 1.15P+H BEARING EARTH LATERAL VERTICAL LOAD H-LOAD P-LOAD PAD SHEAR PRESSURE LOAD LOAD LOADS 218. 174. 160. /o 0. 0. FACTORS 1.30 2.17 1.30 1.30 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = 0.00 CONSIDER OTHER LOADS IN LOAD GROUPS (YIN) 12345 12345 YYYYN YYYYN Poinsettia Check 11: 0:56 10/25/ 0 PAGE 4 * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP-FT) EARTH PRESSURE (KA =0.300) 72.4 3.83 278. EARTH PRESSURE (KA =0.225) 54.3 3.83 208. SURCHARGE PRESSURE (KA =0.300) 25.2 5.75 145. SURCHARGE PRESSURE (KA =0.225) 18.9 5.75 109. EARTHQUAKE 0.0 0.00 0. SUPERSTRUCTURE LOADS -------------------------------------------- DEAD LOAD 218.0 3.33 -726. H-LIVE LOAD 174.0 3.33 -579. P-LIVE LOAD 160.5 3.33 -534. BEARING PAD SHEAR 31.8 10.75 342. OTHER LOADS -------------------------------------------- OTHER LATERAL LOAD 0.0 10.75 0. OTHER VERTICAL LOAD 0.0 6.67 0. ABUTMENT DEAD LOADS -------------------------------------------- BACKWALL 3.6 5.08 -18. SEAT 136.9 3.83 -524. FOOTING 80.3 3.34 -268. FOOTING KEY 0.0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 16.7 17.45 -291. WINGWALL BOT TRIANGULAR SECTION 10.4 13.50 -141. BARRIER 23.0 16.95 -390. SIDE KEYS 0.0 3.33 0. SOIL DEAD LOADS -------------------------------------------- SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 35.8 6.12 -219. SOIL ON TOE 16.0 1.04 -17. SURCHARGE ON HEEL 8.0 6.12 -49. Poinsettia Check 11: 0:56 10/25/ 0 PAGE 5 ******************************************************* * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * * * *•* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * VERTICAL --:-- LATERAL --:----- HEEL ---- - ----- TOE ----- - GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP) IH 1 723. -0.63 98. 129. 53. 140. 24. 133. OK IX 2 723. -0.77 73. 118. 57. 140. 21. 133. OK IX 3 715. 70.80 72. 115. 57. 140.. 20. 133. OK IX 4 715. -0.90 54. 108. 59. 140. 18. 133. OK II 1 549. -0.80 98. 100. 44. 140. 16. 133. OK II 2 549. -0.99 73. 89. 47. 140. 13. 133. OK. III 1 308. -0.34 98. 115. 20. 210. 13. 199. OK III 2 308. -0.68 73. 104. 23. 210. 10. 199. OK IV 1 723. -0.15 129. 175. 42. 175. 35. 166. OK IV 2 723. -0.30 105. 164. 45. 175. 32. 166. OK IV 3 541. -0.41 104. 132. 36. 175. 22. 166. OK IV 4 541. -0.53 86. 125. 38. 175. 20. 166. OK V 1 489. -1.58 0. 80. 51. 210. 3. 199. OK SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD CAP RATIO (KIPS) (KIPS) II 1 TOTAL LATERAL LOAD 98. 100. 1.02 OK IH 4 MAX HEEL LOAD 59. 140. 2.37 OK IV 1 MAX TOE LOAD 35. 166. 4.79 OK Poinsettia Check 11: 0:56 10/25/ 0 PAGE 6 * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * ************************************************************************* KEY TO REBAR LOCATIONS (BAR-LOC) 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 BARS LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE INPUT (K-FT) (KSI) (KSI) (IN) (SI) (IN) 1 1. 0.02 4.8 8.7 0.2 4 12.1 1 32 OK 2 484. 0.26 25.9 38.4 6.0 9 12.1 6 32 OK 3 IH 1 -31. 0.09 23.7 25.7 0.6 5 12.3 2 32 OK 4 MIN 0. 0.00 0.0 23.7 7.1 5 12.3 23 32 OK 5 IV 100. 0.19 27.7 23.7 1.9 5 12.3 6 32 OK 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 AASI-1TO MAXIMUM (1811). (CODE 8.20) I DO K K E N Cl NE ER I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I DOKKEN ENGINEERING I ...,I. i.e.. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8606 T- LE 2,4 L)CrL)eZ 'rTi (D\! Q O.I4 / o.H' A, K. L-k-irakL_- Lc,-17 F-OV )L)> = 1< FoM =ICC - K' - o") I JOB SUBJECT '- L. 0 H I LA7 . BY DATE CI CHECK JOB NO. I D15 SHEET o -- DOKKEN Cl N E E R I N G 3914 MURPHY CANYON, ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 AcNc PA—PS . rl - t((IV Fc -o ()<) • - >(,.• ? -m-i2r \ 3- S— c1MS (2 r I L T ?1f -i'-1.-i-r- I ' ) -r-r 2-r- N e, 0) F/(cc) L)6 070 •=- - CP I N -2.t 't - 'S 6e> a 0 V -i TR- —) P L 4 LL (6 sjo M ?fZ 1lrrP I 10 x 0 . C ' SOC I 1OQ i- JOB SUBJECT I DATE JOB NO. I '7z-/oo cR5 I L C' BY SHEET 1 .-ICHECK of DO K K E N GIN E ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 A-( I L) -' 7f-4 (i'1 = L 'r-t -i— LL Wx L_ Z P E::8ci: L-Q N -i'-~' ?sz M i— • 2-4,2Z kJ X L I N4 Ir I L.— 'T2-T\ 2F--fl .f W )c. i_- - : IN N t "— t cLo" 1 .O3k)6 SUBJECT DATE JOB NO. JOB , C jBv SHEET (Wi CHECK 01 - - 10 K K E N C! NE ER! NC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 U BRIDGE BEARINGS 0 1 2 3 4 5 6 7 8 Compressive Strain, percentage Figure 4A. Recommended Compressive Stress vs. Strain Curve for Fiberglass Reinforced Bearing Pads PAGE 11 MEMO TO DESIGNERS 7-1 • JUNE 1994 - Shape Sh e - Factor / Fa tor 12 6 - Shape Shape - Factor I Factor 9 3 Fiberglass Reinforced Bearing Pad 55 Durometer Hardness Ut ' az(trans 800 700 100 ME IM 500 Ail 400 U) G) I- a- E 5 300 '3 DOKKEN EN Cl NE ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 N FC2 e- -P 'Pør- 4- . c_ci2 Th fl4Q- 1' Z -4 t.&f. (o // (.5 k 461 -rH N Vfl rL.. Cc:, Ni ('Is 2fir N at" - bc' - oz) -LAS F N T /T CR t 9-( .2).G M A—X. S• i-4 'i-2 F :•-€; I I Y5 '. V — 5 C4, 6L4 - QAL) ?6 t (I colM.3 ie) 363< (.6 1 p4 / JOB SUBJECT DATE, 5T L—gN BY JOB NO. CHECK Of r* MEMO TO DESIGNERS 7-1 • JUNE 1994 - azitranc 1,000 Shape Factor 12 Shap Factor 9 Sha e Factor 6 Shape Factor 3 -Steel Reinforced Bearing Pad 200 .0 1 2 3 4 5 6 7 8 9 10 11 12 13 Compressive Strain, percentage Figure 4B. Recommended Compressive Stress vs. Strain Curves for Steel Reinforced Bearing Pads PAGE 12 BRIDGE BEARINGS BRIDGE COMPUTER MANUAL FEBRUARY 1986 6-z GENERAL DATA PANEL * * • a • GENERAL DATA a * * PROJECT TITLE: - a a COLUMN DATA: CDU.4 WIDTH X-OIR (TRANS) = J1 :3 . FT a * COLL2I DEPTH T'OIR (LONG) FT aCOLUrN ARE.i. : SQ FT a a LIVE LOAD PERCENT IMPACT g s.o PERCENT * END ccrrIo ABOUT X-AXIZ = r (FIX OR PIN a • E)40 CD40ITION ABOUT Y-)aS (FIX OR PIN) * a NUMBER OF CDLt.43 IN BENT = jCOLUMNS a a a FOOTING DATA: TYPE OF FOOTING ANALYSIS = CLAAA (DESIGN OR ONE() a _____ a FOOTING LENGTH X-O ER (TRAN) S _ I FT * a FOOTING WIDTH T-OIR (LONG) 3 FT * a PW4 FOOTING DEPTH CONSIDERED Z. 5 'FT a • MAX FOOTING DEPTH CONSIDERED = •. FT 100 a a TYPE OF FOOTING = (PILE OR SPREAD) a : MATERIAL PROP: tiLT CONCRETE COMP STRENGTH = PSI a a YIELD STRESS OF STEEL REBAR S 6øOCt) ' PSI a a LRrT WEIGHT OF 'CONCRETE = TD PCF a a * a a a PRESS <V4TER> TO a .CONTINUE a ' ' . - REBAR DATA PANEL a a a a a ' REBAR DATA a a a TOP REBAR DATA: NO OF BARS X-OIR (TRAN) a a ' No OF BARS Y-OIR (LONG) 5 16 4 a BAR SIZE X-O ER (TRAN) a , BAR SIZE T-OIR (LONG) a TOP BAR CLZARANCI ' : IN a DIRECTION OF TOP BARS ' : f (X OR ') - a a a BOTTOM REBAR DATA: NO OF BARS XOIR (IRAN) S 4 * NO OF BARS '(-DIR (LONG) a _78 a a BAR SIZE X-OIR (IRAN) a & a BAR SIZE '(-DIR (LONG) a BOTTOM BAR CLEARANCE 2 IN • DIRECTION OF BOTTOM BARS = (X OR 'I') - a a a a SHEAR REBAR DATA: STIRRUP BAR SIZE = i a a STIRRUP SPACING X-OIR (IRAN) = IN a a STIRRUP SPACG Y-OIR (LONG) = VI IN a a a a a a a a PRESS <ENTER> TO CDI4TI)aJE a a a a a -5- MIDGE CC?IPUTER MANUAL FEBRUARY 1986 a-a MISCELUNWUS DATA PANEL -------------------- • * • * MIZCZLLaNECtJS DATA • * * FOOTING KEY DATA: KEY LENGTH X-OIR (TRAM) : FT * KEY WIDTH Y-OIR (LONG) FT AREA OF KEY =SQ FT * • * * SOIL DATA: DEPTH OF EARTH COVER ') = FT Lft-41T WEIGHT Of EARTH COVER = k 10 PC? ENVIRONMENTAL FACTOR (Z) = 1O (C/IN * NET BEARING CAPACITY SERVICE = ______ T0/FT'Z * • * * * PILE DATA: TOTAL MJNSER OF PILES 44 0 TOTAL NUMBER OF ROWS = 7- DIAMETER OF PILE = IN t(. II ER * MAXIMUM PILE CAPACITY SERVICE = 1O TONS 3 * CONSIDER TENSION IN THE PILES? = YES/NO * LENGTH OF ONE PILE 0.0 FT * • • * * * PRESS <ENTERs TO CONTINUE . . . * • 0 * * PILE LAYOUT PANEL * * * * * PILE LAYOUT DATA 0 * * * ROW HO OF Y-CDCRO X-SPACING * NO PILES (FEETJ. (FEET) 16 0 • - ____ ____ * * * * * * 0 * * • 0 • a * • * * 0 • PRESS <EHTZR TO CONTI}JE . . * 0 - 6 - BRIDGE COMPUTER MANUAL FEBRUARY 1986 e-z FOOTING COB? DATA PANEL • ft * * * ft * FOOTING COST DATA • DEFAULT PRICE! ARE 1984 STATEWIDE AVERAGE! * * * • ft • CONTRACT ITEM PRICE LIT • • STRUCTURE EXCAVATION (BRIDGE) 2 2.( J/cy ft • STRUCTURE BACX.FIU. (BRIDGE) ab sicr • STRUCTURAL CONCRETE BRIDGE FOOTING : IHI I/CT * BAR REINFORCEMENT (BRIDGE) 2 S/La ft * FURNISH PILING = 5/15 • DRIVE PILES 6 $ EA * * ft ft ft ft ft ft ft ft ft • ft ft a • PRESS <ENTER> TO CONTINUE . . . • ft I ft ft ft ft ft ---------------------------------------------------------------------- ft '-3 LOAD PANEL ft I ft ft (.RXT3 KIP FEET - LL+ IMPACT -: LOAD - OF ft ft CASE 1 CASE Z CASE 3 NAME ft DEAD PR! TRANS LONG AXIAL ft ft LOAD STRESS MY-MAX Pu-MAX M-MAX WIND WL (.7 CF-lIT TEMP ft • MT * Pu I PIT PMX I 4 ft ft I :-4.*(REDUCED SEISMIC - - ARBITRARY LOADS -:- ARBITRARY LOADS - ft ft CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED ft ft MAX TRANS MAX LONG AL-1 AL-2 AL-1 AL-2 * (IT ft Pu I ft I PROBABLE PLASTIC (Ps) LOADS (1.3 X NOMINAL MOMENT) ft MAX TRAM 75-0EGREE 60-DEGREE 45-0EGREE 30-DEGREE IS-DEGREE MAX LONG ft ,ft MY Pu • <E?4TER>C0P4T P!IGEH PFZR!ZAR PF3E3CAP! PF9=IU PF1O=aOO LOAD PF1IOEL LOAD ft ft ----------------------------------- I BRIDGE COMPUTER MANUAL p9ptj.gy 1986 8-Z LOAD PANEL FOR MULTI-CCLUr4 SENT * a a a * iJpfl3 KIP FEET :--- LL+I1IFACT ---: LOAD - OF - * CASE 1 CASE Z CASE 3 NAME * DEAD PRE TRANS LONG AXIAl. • LOAD STRESS NY-MAX MX-MAX N-MAX wim WI. j CF-MY TEIP a • NY a (V( * N • PT1Y a PPCC * PW a a * :-lP'1REDUCZD SEISMIC - : - ARBITRARY LOADS -- :- ARBITRARY LOADS • CASE 1 CASE Z SERVICE SERVICE FACTORED FACTORED a • MAX TRANS MAX LONG AL-L AL-2 AL-1 AL-I a a MY a MX a N * * a a • a a a a a a a a * a PRESS <ENT> TO C31TINUE . . . * a a a a LOAD PANEL FOR MULTI-CDtUP BENT --------------------------------- * * a a • a a CONTINUATION OF LOAD OF - a a * NOTE: FOR MUtTICOLU4 BENTS TWO LOAD CASES MUST BE CONSIDERED. * CASE I - MAXIM AXIAL LOAD DUE TO OVERTURNING a a CASE II - NINIPtJl1 AXIAL LOAD DUE TO OVERTURNING a • . a a a CASE I (MAXIMUM - AXIAL • PROBABLE PLASTIC (PS ) LOADS (1.3 X MCIIINAL MOMENT) a a MAX TRAM 75-DEGREE 60-DEGREE 45-OEGRE! 30-DEGREE 15-0EGREE MAX LONG • a MT a H Cr a a • CASE II (NINI2IJI - AXIAL) a rtt4C • PROBABLE PLASTIC (PS) LOADS (1.3 X NOMINAL fl) • • MAX TRAM 75-DEGREE 60-DEGREE S-0EGREE 30-DEGREE IS-DEGREE MAX LONG a : a p * • <!MTER>CONT PF1!N PFZRE5AR PF3:ESCAPE PF9FILE PFIDADO LOAD PFII=OCt. LOAD • a • .1 -8- uplpuppl,Ill 1111111101 llllplllll IllIllIlIlli hIP pp pippu p pp p,,u UI Pill llllllllll II Pill PIll lull PIll Ii 1011 UP P111111 P1111 I PIP 11111111 PUlP lull Pill lull 1011 1111 lull 1101 1101 lull 1111 PIll PPPP tIll 1111 11111111 PIll Pill Pill 1101 lull IlpIllIl liP! IPIP PulP PIll 1111 111*1111 1111 pIll lull IPPI Pill liii 1011 1111 1111 IPPI PIll Jill IlIlIPlIlPIl lllllllllPll 1111 lull UlPIlIUPIllI llllllllllll Pill PUlP IlPIPPlIPI 1111111111 1111 Column Width S-dir (Trans) 39.31 It Colgom Depth V-dir (Long) 1.50 it Column Area 58.96 1t"2 Eqoivelont Width 0-dir (Traon) 39.31 ft Eqeivslont Depth V-dir (Long) 1.50 ft Live Load Portent Xepact 15.00 percent End Condition about X-aoie = FIX End Condition sheet Y-noin FIX Number of Cal ucms in Bent I col unnnn Colenup Dots POINIM. J Pile and Spread Footing Design Program Version 2.23 07/17/92 Footing Dots P11111 P11111 IIIPPPIP 11111111 llIPllUUPp IIIIPPPIpP 1111 lip. liii PIll PIll Pill IPPlIPI 011111 PIll 1111111 111111 1111 lull II, lull PIll lulIPPIlIP llllllllll 11111111 11111111 111111 111111 FOOT PC Version 2.23 (07/17/92) Copyright (c) 1904 State of Colifornia. Department of Transportation (c) 1990-92 DaRken Engineering All rights rese-ed. Dots: 07/26/00 Finn: 14:13:36 File: POinont.in User: Unknown Input Data 1 2 3 4 5 6 7 8 1234567890123456789 0 2345678901234567890 *234567890 1234567 89 01234567890 1234567890 12 345678901234567890 Poinsettia Lane ON Bent 2 Pier Footing VERSION 2.23 39.31 1.50 58.96 15.00 FIX FIX CHECK 41.31 10.00 2.5 PILE 10.00 3200. 60000. 150.0 16 78 H 6 3.00 16 78 8 7 6.00 5 12.00 *7.00 2.50 120.00 170.00 25.00 28.00 247.00 .41 9.39 688.00 14 2 13.8 70.0 YES 0 7 3.50 5.46 7 -3.50 5.46 BENT 4 0 0 0 0 0 0 446 43 0 6 0 0 0 0 0 40 2 55 333 0 50 681 0 0 0 184 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 580 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. 5000.0 0. 0. 0. 0. 0. 0. 0. T1tle Poiooettia Lane OH Bent 2 Pier Footing *4:13,36 07/26/00 Page Type of Footing Analysis CHECK Footing Length X-dir (IrOn) 41.31 It Footing Width V-dir (Lông) 10.00 It His Footing Depth Considnrod 2.50 ft Max Footing Depth Considered 10.00 ft Typo of Footing PILE Footing Haterial Proparties Ultimate Concrete Compressive Stress )FC) 3250.0 psi Yield Stress of Steel Reinforcement (FYI 60000.0 Psi Unit Weight of Concrete 150.0 pcI Modular Ratio (ES/EC) (N) 8.9 Title PoI a Lone OH Sent 2 Pier Footing 14:13:36 07/26/00 Page 2 Top Fleouro Roinforconent Dots Nwnhoc of Bore I-dir (Tree) 16 Hunker of Bars V-dir (Trnn) 78 Bar Sine in 0-dir (Tran) I Bar Sion in V-dir (Long) 6 Top Bar Clearance 3.00 inches Direction of Top Bern 0 direction Botten Fleoure Reinforcement Dote Number of Bars 0-dir (Tran) 16 Nunthnr of Bore V-dir :Tr 78 Bar Sine in X-dir )Trnn) = Bar Sine in V-dir (Long) 7 Button Bar Clearance 6.00 inches Direction of Bottom Bern • I direction Shear Rninforcennet Dots Stirrup Bar Sine - 5 Stirrup Spacing I-dir (Iran) 12.00 inches Stirrup Spacing V-dir (Long) 17.00 inches Soil Dote Depth of Earth Cover 2.50 It Unit Weight of Cover 120.00 pcf Environnentel Factor (ZI 17 0.00 k/in Pile Footing Cost Data Contract Item Price unit Strootore Encevetion (Bridge) 25.00 0/cy Strwctvrn Backfill (Bridge) 28.00 S/cy Strvcteral Concrete Bridge Footing 247.00 $/cy Bar Reinforcement Bridge) 0.41 S/lb Furnish Piling 0.39 0/ft Drive P11cc 688.00 S em Title Poinoettin Lane ON Bent 2 Pier Footing 14:13,36 07/26/00 Page 3 Pile Dota Total (Aenber of Piloo 14 Totel F5so,hnr of Rows 2 Diameter of Pile 13.8 inches Capacity of Pile (service) 70.0 tons Consider Tension in Piles? YES (yen or no) Length of one Pile = 0.0 feet Pile Layout Data Row Hue, V-C.ord X-Speclng N_ Piles 170 (It) 1 7 3.50 5.46 2 7 -3.50 5.46 ......................... of Inertie of Pile Droop lxx 171.50 pilo-ft"2 IV? 1669.45 pile-ft"2 Title PoinoCttin Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 Page 4 Pile Coordinsteo (feet) Pile X-coord Y-coord 1 -16.38 3.50 2 -10.92 3.50 3 -5.46 3.50 4 0.00 3.50 5 5.46 3.50 6 1092 3.50 7 16..38 3.50 B -16.38 -3.50 9 -10.92 -3.50 10 -5.46 -3.50 II 0.00 -3.50 12 5.46 -3.50 13 10.92 -3.50 14 16.38 -3.50 Title Poinsettia LasH 09 Best 2 Pier Footing 94:13:36 07/26/00 Page 5 Footing Loed Data (k-It) BEST 4 LL.Iepsct Caoe 1 Coos 2 Case 3 Dead Pro Traen Long Axial Load Stress KY-Ceo KS-Hex N-.:x Wind WL LF CF-KY Temp flY 0 0 0 0 0 0 446 43 0 6 CS 0 0 0 0 0 402 55 333 0 50 P 681 0 0 0 184 0 • 0 0 0 PH? 0 0 0 0 P85 0 0 0 0 POIN.1RT I P 0 0 589 0 (ARS) Unreduced Seismic Arbitrary Loads Arbitrary Loads Cane 1 Case 2 Service Service Factored Factored Max Iron Man Long ALl 8L2 ALl AL2 MY Tres 0. 0. 0. 0. 0. 0. MX Long 0. 0. 0. 0. 0. 0. P Axial 0. 0. 0. 0. 0. 0. Probable Plastic (PB) Loadn 11.3 0 No,ninel Cement) (k-ft) P81 P82 P83 P84 PBS P06 P07 Max Tres 75-degree 60-degre, 45-degree 30-degre, 15-degree Mao Long (4? 0. 0. 0. 0. 0. 0. 0. MX 0. 0. 0. 0. 0. 0. 9000. P 0. 0. 0. 0. 0. 0. 0. Title Poineettia Lone 08 Bent 2 Pier rooting 14:13:36 07/26/00 Page 6 ServIce Loads (SERf for Footing Design (k-fe) NOTE: Ratio = Capacity )Cosep or Uplift) / (Max or Kin) Pile. Load Cap Cop Uplift Comp -56. 140. Applied Load- ------------- : Cm Cxx Loading Tree Long Coed, Axial Pile Pile Grp Ca MY MX C P Load Ratio Load Ratio 18 1 0. 0. 0. 942. 67. 67. 2.08 014 18 2 0. 0. 0. 942. 67. 67. 2.08 00 08 3 0. 0. - 0. 1102. 79. 79. 1.78 OK SI 0. 322. 322. 806. 51. 64. 2.18 06 SIX I 391. 407. 564. 806. 45. 70. 2.01 OR III 2 391. 407. 504. 806. 45. 70. 2.01 OR III 3 391. 407. 564. 934. 55. 79. 1.78 OK IV 1 5. 40. 40. 806. 57. 58. 2.40 OK IV 2 S. 40. 40. 806. 57. 58. 2.40 OK IV 3 5. 40. 40. 934. 66. 68. 2.07 014 V 4. 323. 323. 748. 47. 60. 2.33 00 VI 1 354. 399. 533. 748. 42. 65. 2.15 00 VI 2 354. 399. 533. 748. 42. 65. 2.15 OK VI 3 354. 399. 533. 862. 50. 73. 1.91 OK The following are Included is the Applied Loads shove: Weight of Cover 106. kips Weight of Footing 155. kip. Total • 261. hips For Creep III Case 3 the Pile Loads at each corner are: 71. 79. 55. 62. Titl..;o insottis Lone 08 Bent 2 Pier Footing 14:13:36 07/26/00 Page 7 Factored Loads )FACI for Footing Decign (k-fe) NOTE: Ratio = Capacity (Coop or Uplift) (Max or His) Pile. Load PHI a .75 Cap Cop Uplift CO,np -84. 210. Applied Load - ------------- : Min Men LoadIng Tren Long Cob Axial Pile Pile Crp Ca, my MX H P Load Ratio Load Ratio 2 a. 14 POIN!1RT 18 I 0. 0. 0. 1225. 87. 87. 2.80 08 Footing Depth 2.50 ft 18 2 0. 0. 0. 1225. 87. 87. 2.40 OK 18 3 0. 0. 0. 1571. 112. 112. 1.87 OK Bar for teed Control Depth Applied Required thee IP 1 0. 0. 0. 1225. 87. 87. 2.40 OK Sioe Dir Typo Grp Co Effective Moment Steel Area Bars OP 2 0. 0. 0. 1225. 87. 87. 2.40 00 (inches) (k-ft) (eq in) OP 3 0. 0. 0. 1891. 1)5. 135. 1.56 OK II 0. 523. 523. 1225. 77. 98. 2.14 06 8 1 SER 23.44 0. 0.00 0 III 1 636. 661. 917. 1225. 68. 107. 1.96 OK 7 V SEA 09 3 22.37 1264. 30.23 51 III 2 636. 661. 917. 1225. 68. 107. 1.96 OK III 3 636. 661. 917. 14)3. 83. 122. 1.72 OK 8 5 FAC 23.44 0. 0.00 0 IV 1 S. 65. 65. 1225. 86. 89. 2.36 0(1 7 V FAC OP 3 22.37 2272. 37.19 62 IV 2 8. 65. 65. 1225. 86. 89. 2.36 0)1 IV 3 8. 65. 65. 14)3. 101. 104. 2.02 00 8 0 EQ 23.44 0. 0.00 0 V 8. 565. 565. 1191. 73. 97. 2.17 06 7 V ED P87 1 22.37 2072. 30.38 51 VI 1 619. 696. 933. 1191. 65, 105. 1.99 OK VI 2 619. 698. 933. 1191. 65. 105. 1.99 OK 8 X MINI 23.44 770. 7.52 10 VI 3 6)9, 698. 933. 1391. 79. 120. 1.76 OK ' 7 V 5061 22.37 3179. 32.63 55 8 1 8182 23.44 0, 0.00 0 The folloo,ing are included in the Applied Loads above: . 7 V MIN2 . 22.37 1685. 40.31 68 Weight of Cover -_ 138. hips 8 0 MAX 73.44 4180. 48.85 62 Weight of Footing • 201. tips 7 V MAX 22.37 15733. 192.64 322 Total = 340. hips Central ....... ......................................... For Group OP Cone 3 the Pile Loads at each corner are: 8 0 MINI 23.44 770 7.52 10 7 V FAC IP 3 22.37 2272 37.19 62 135. 035. 135. 135. . Title .Poinsettia Lone 09 Beet 2 Pier Footing 14:13:36 07/26/00 Page 10 Title Poinsettia Lone ON Beet 2 Pier Footing 14:13:36 07/26/00 Page 8 Design of Top Fleeural Reinforconent (401K: Ares of steel in the short direction for Psetored and Earthquake Leeds has been incresoed by 1.6 1 (Art 4.4.6.3.2). Eorthqonke Loedo (tO) for Footing Design k- It) Key to Typos of Leeds: NOTE: Ratio Capacity (Coop or Uplift) / (Max or Sin) Pile toed. SER Service Leeds. FAC = Factored L.oedn. PHI 0.90 ARS Uereduced Seismic (VII) I. Probable Plastic (PB) EQ Eerthqveke L.oedn. PHI 1.00 (1081 • Mininue, Reinforcement (Art 8.17.1.11 PHI = 1.00 Cop Cop boned on 1.2 1 the Cracking Moment. Uplift Coop (40142 • Weieer of Miniecoe Reinforcement (Art 8.17.1.2) -140. 280. . boned on stool area one third greeter than required by analysis. MAX • Maximum Reinforcement (Art 8.16.3.1) Applied Lend- ------------- : ((in (lao ' boned on .75 0 balanced steel ratio. Loading Tree tong Cools Axial Pile Pile ((IN) • Miniomen Reinforcement (lelnperoture( Art 8.20) Grp Co MY MX II P toed Ratio teed Retie boned on 16 e.aoiensn her npoCing. P57 1 0. 5000. 5000. 261. -83. 1.68 121. 2.32 on Footing Depth • 2.50 It Bar for Load Control Depth Applied Required fAce The follouing are secluded in the Applied Loads shove: Size Dir Type Grp Cs Effective M000ot Stool Area Barn (inches) (k-It) (sq in) Weight of Cover • 106. hips Weight of Footing • 155. hips 8 0 SER 26.44 0. 0.00 0 Total 261. hips 6 9 SER 25.43 0. 0.00 0 8 0 FAC 26.44 0. 0.00 0 For Group P87 Coon I the Pile Leeds at each comer are: . 6 V FAC 25.43 0. 0.00 0 121. 121. 8 0 ED P87 1 26.44 3. 0.03 I 6 V ED P87 1 25.43 1857. 23.8) 55 -83. -83. 8 0 5161 26.44 770. 6.6) 9 Titie Pojenettie Leon ON Bent 2 pier Footing 14:13:36 6 V MINI '25.43 3179. 28.48 65 07/26/00 Page 9 8 0 MIN2 76.44 5. 0.03 I ' 6 V 5562 25.43 2476. 19.73 45 Donign of Botton Fleourel Reinforcement 8 0 MAX 26.44 5)19. 55.11 70 6 1 MAX 25.43 20)32. 218.99 498 NOTE: Area of steel in the short direction for Factored and Eorthquske Leads has been increased by 1.61 (Art 4.4.6.).2(. 8 1 HIM) 26.44 736. 6.32 8 6 V MIN) 25.4) 1444. 12.76 29 (Coy to Types of Loads: SER n Service Loads. FAC n Factored Losdn. PHI • 0.90 8 0 11083 26.44' 736 6.3) ED • Earthquoke Leeds. PHI 1.00 . 6 V ED P57 I 25.43 1857 23.82 55 MINI Minimum Reinforcement (Art 8.17.1.14 based on 1.2 I the Cracking Moment. .....................Contro................................................. 51N2 Welver of Minieneo Reinforcement (Art 8.I7.1.2( Title Poinsettia Lens ON Beet 2 pier Footing 14:13:36 07/26/00 Page 11 boned on steel eros one third greater then required by analysis. MAX Meoiseen Reieforceoent (Art 8.16.3.14 based on .75 s bolsnced oteel ratio. Finel Renolto for Footing Check 3 0' Footing Length 41.31 It Footing Width 10.00 ft Input Depth 2.50 ft Pile Lend Results Load Control Win Pile Capacity Control Max Pilo Capacity Typo 0rp Ca Load Uplift Grp Co Load Comp 1k) 1k) )kl )k) SER VI 2 42. -56. 06 III 3 79. 140. 00 FAC VI 2 65. -84. 01< IP 3 135. 210. 01< tO P07 1 -83. -140. Of P07 1 121. 200. 01< Shoar Ronultn Depth = 2.50 It Perimeter 00) 0.00 it Ratio = Capacity / Applied Load Control Depth Shear Shear Type Cr0 Co Effective Applied Capacity Ratio finches) (kip.) )kip.) FCC DY 22.37 1859. VU? 1791. 2.09 OIl ED DY = 22.37 VU 778. VUV 1791. 2.30 01< NOTE: The shear plane at dintanee 05 in outnide tho footing dm005100. therefore. no )VX) or )VP) shear calculotinns are node. • Top and Bottom Flexure Ronulta Footing Depth 2.50 It Bar Oar Load Control Elf Applied Bar Area Born Barn Error Sine Dr Type Grp Ca Depth 80000t Space Req Req Input Code (ie) Ik-ft) in) si) Top 8 7 91113 26.44 736. 7.52 6.32 8 16 OK 4 6 V EQ P87 1 25.43 1857. 6.35 23.02 55 78 OR Bottom 8 5 81141 23.44 770 752 7.52 10 16 OK 4 7 V FCC IP 3 22.37 2272.. 6..35 37.19 62 78 OR Tit10 Peiesettia Lane 01) Bent 2 Pier Footing 14:13:36 07/26/00 Page 12 Minimum.Preferred Bar Spacing & Development Length )Units Inches) The clear distance between parallel barn shall not bo lena than 1.5 bar disjuetera )oominol). 1.5 tines the e.aoinum 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 Win Clear Deformed Minimum Preferred Development Size Cr00 Diameter Dint0000 Diameter C-to-C C-to-C Length Spacing Spacing SPCe6 SPCea6 4 .20 .500 2.250 .563 2.813 3.250 12 12 .31 .625 2.250 .688 2.938 3.500 15 12 6 .44 .750 2.250 .875 3.125 3.750 19 15 7 .60 .875 2.250 1.000 3.250 4.000 26 20 8 .79 1.000 2.250 1.125 3.375 4.250 34 27 9 1.00 1.128 2.250 1.257 3.501 4.500 42 34 10 1.27 1.270 2.250 1.438 3.688 4.750 54 43 II 1.56 1.415 2.250 1.625 3.875 5.000 66 53 14 7.25 1.693 2.539 1.875 4.414 5.500 90 72 1 4.00 2.257 3.386 2.500 5.886 6.700 116 93 Error Codes Bar Spacing lean thon the AASHTO minleezm Code 8.21.1). 2 Bar Spacing less than the preferred CALTRANS minimum lBr. Des. Dat.). 3 Bar Spacing more than the AASH1O maoinue, )18) )Coda 8.20). 4 = Inadequate deoelepment length )Code 8.25). POINkRT Title Poinsettia boss ON Bent 2 Pier Footing 14:13:36 07/26/00 Page 13 Bar Reinforcing Steel Bar Type Bar 11am Length Weight Weight Sine Bar )ft) Ilk/It) )lba) lop 7-Bar 8 16 40.8 2.670 1743. V-Bar 6 78 9.5 2.670 1113. Bottom 7-Bar B 16 40.8 2.670 1743. V-Bar 7 78 9.5 2.044 1515. Stirrup 5 262 3.1 1.043 843. NOTE: Stirrups are required in a band extending 6 inchn maximum from the column reinforcement to 23 inches from the taco of the colue.e is the 0 direction and 22 iochea Irma the face of the coluna, in the 0 direction. Quantities and Estimated Coot - Pile Footing Contract Item Unit Ousntity Price Amount Structure Excavation )BRI cy 96. 25.00 2406. Structure Backfill 180) cy 53. 28.00 1471. Structure Concrete. BR Fill cy 38. 247.00 9448. Bar Reinforcement (BR) lb 6957. 0.41 2852. Furnish Piling If 0. 9.39 0. Driva Pileo en 14 688.00 9632. Total Coot 75809. Title Poinnettia bone OH Bent 2 Pier Footing 14:13:36 07/26/00 Page 14 Run Time: 00:00: 0.05 End of Run. 4 DOKKEN ENGINEERING ii ...... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 eA- )PL)T utA 'i - S cTh4 iY •i- c) •5' .3 -1 ~; -s = ______ - - - S QOC (OLP) QQcD TLI ck7c L ' .)< cr I °ac f=1z )60 JOB SUBJECT I DATE I JOB NO. 7-ç LN I \O/ZO/J LGJ tr 2. I C'4 LY BY SHEET __________ - - -- _--- -. - - -------- - CHECK ol WE DOKKEN I - ENGINE ER I NC Ib..,IO I.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 VIsti-tT fr-L. 4 -4C& Z LtN 'S /----- fr /k-'J 35 -F T 3 ) l t%, 650 -- 83 's o - - I -) - -I Li Th JOB SUBJECT I DATE JOB NO. I /9b3 1015 BY SHEET \ ---------_--"-I -'iw( CHECK of DO_K KEN C I NE ER I NC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 .... PHONE (858) 514-8377 • FAX (858) 514-8608 Th 3 o DOKKEN 5 E N C I N E E R I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 DOKKEN ENGINEERING II ......S.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Ar%- rG'- \1LO kT1T (5 e. A N ' 0 5' A'- I f7r75 -625' '16B - r76z5I Fk4 N ZO° 3o' (e... •r Bvc &IL 15TA, 1941+4c 6ii LL 5'60 6t2. L 4. 4 '5,'6.14 LC5 Lcfl(-2. S7f) &M rMeo5 r1P7,o- - tac . 3a,V 1 6 1(.zi) 62.'-1/ 1'1,600 19L600 I WE I JOB NO. I JOB SUBJECT p 7 /3'CJ SHEET CHECK I ' P I of DOKKEN ENGINEERING I..., 1.1.... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 3 1) cF cT t LV ON. ijycc --H L1Lkc) c 2 lS' c7Tro-1 / I 3ç c4 4. \vS - _cLv '(L.' TcP P I A/ Al 23 x , 2 JOB SUBJECT \• —I wit DA E JOB NO. i1I BY SHEET CHECK of 9 DO K K E N GIN E E RING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 4! N \oc A L LJ JOB SUBJECT DAT,55/ JOB NO. B SHEET of CHECK Project No. 1095 SEISAB INPUT Magnified Soil Profile Cl Poinsettia Lane OH Widening SDC ARS CURVE Magnitude 7.25 (1) (2) SDC SDC Magnified Period Spectral Acceleration Spectral Acceleration (sec) (g) (g) 0.00 0.59 0.59 0.05 0.59 0.59 0.10 0.90 0.90 0.15 1.15 1.15 0.20 1.26 1.26 0.25 1.27 1.27 0.30 1.25 1.25 0.35 1.21 1.21 0.40 1.17 1.17 0.45 1.13 1.13 0.50 1.07 1.07 0.55 1.02 1.04 0.60 0.97 1.01 0.70 0.88 0.95 0.80 0.80 0.90 0.90 0.74 0.86 1.00 0.67 0.80 1.10 0.60 0.72 1.20 0.54 0.65 1.30 0.49 0.59 1.40 0.46 0.55 1.50 0.41 . 0.49 1.60 0.38 0.46 1.70 0.35 0.42 1.80 0.32 0.38 1.90 0.29 0.35 2.00 0.27 0.32 2.25 0.23 0.28 2.50 0.19 0.23 2.75 0.17 0.20 3.00 0.14 0.17 3.25 0.12 0.14 3.50 0.11 0.13 3.75 0.10 0.12 4.00 0.10 0.12 See Agra letter dated April 28, 2000 Magnified per SDC (July 1999) criteria, Section 6.1 .2.1. 71,51W 7/5/00 10:07 AM arsC70.xls 14$•5- (oco I SEISMIC DESIGN CRITERIA • JULY 1999 VERSION 1.1 1 0 • 0.79 - I SOIL PROFILE TYPE C 6 - MAGNITUDE: 7.25±0.25 Note: Peak ground acceleration values . II 0.5 not in parentheses are for rock (Soil 1 6 Profe Type B) and peak ground acceleration values in parentheses 0.49 to ore for Soil Profile Type C. 0.79 (0.7 4 Document 1 j Susan Perano Craig Harrington 00000* 000*00008000 0*R080808000 000000 00*0*880*0 000000008 08000*800 00*008000000 80*00800*000 *0*0*00000 000000800000 000000*000* 000*0008000* 00000*00*0*8 00*80*00*000 0*0*0*00*000 0*0000000000 8*0000*00800 000* 00*0 0088 0*0* 0000 000* *00* 0000 0000 0000 00*00 *000 00*0 00000 *000 0000 0000 *000 0*00*80 *000*000 *0*0 008*000 000000000000 08100000010 0*00880 00008080 0088 *0800*0 000000000000 000*0000000 0*000 0880 0000 0*000 000* 0000 0000 0000 0000 40 0080 0*00 0000 0000 0000 00*0 *0*0 80*! 8*0000000000 000808000*08 0080000000*0 00000801*000 0000 0000 *0*00*000000 800*0*880* 888000000080 000*000*0008 *0*00*00 0*0* 0*00 80000*0*8*0 000*80 *0*8880*0808 0800*0800*00 00*00* 0*00 0*00 008*0000* 080000 *00000 *000*008 00000800 008000*000 0000100*00 *0*0 0*00 000* 0*00 0*00 000* *0000*0 00*00* 000* *00*000 00*00* 0*00 0*00 000 (000 0*0* *080*0*00* *80*000088 0*0*0*80 0*0*00*0 *0*000 000*00 SEISA.B PC Version 1.42 (05/05/94) (C) l99094 Dokken Engineering All rights reserved. Data: 10/31/00 Tine: 13:26:26 rile: (reels User: Unknown *800*0* *0*000000 00880*0*0 080*080 0*000*0 0*000000 80*00*000 *000*0880 008080*80 0*0000000 0*0*00*00 000*00000 00 *8 0* 000 00 0* *0 0* *8 08 0*0 00 00* *00 80 *0 *0 0*0 *000*0 00000 000 80*00* 000000000 *00*0*0* 000000 00*80 0*0 0000*0 00*00*000 *8000*00 0*0 00 000 0*0 00 00 *0 0*0 80 *0 00 00* 0* 00 00 00 *0 *0 00*0*0*0* *000*0*0* *00000000 *0*000000 08 00 *0*0000*0 000*0*0 0*00000*0 *0000000* 00*0*0* 0* 00 00000000 PC Vera: 1.42 Date: 05/05/94 Written By, Roy lebsen Jon Lea Vic Ealiakin Ken Perano James Gates Tine, 13,26,26 Outer 10/31/00 SEISAB Poinsettia Lane ON Check RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEL BLOCKING FACTOR 0 C C .........ALIC008ENT DATA............ ALIGNMENT C ALIGNMENT OFFSET L 0.0 STATION 1749 77.37 COORD N 0000.0 B 0000.0 BEARING N 76 54 40 K C C .........SPAN DATA.................. C SPANS LENGTHS 47.396 47.396 47.396 C AREAS 94.761 C Ill 161.5 C 122 45511.54 C 533 30.1 C O 519120 C DENSITY 0.150 C WEIGHT 5.18 C C .........DESCRIBE DATA............. C DESCRIBE COLUMN 'COL AREA 103.2 Ill 40710.0 122 3.26 133 40707.6 DENSITY 0.150 E 467920 C SPECIAL CAP BENICAP HOdel Top of Pier as Bent Cap 133 3.59 0 46792* C C ............ABUTMENT DATA.......... ABUTMENT STATION 574977.37 BEARING N 20 30 55 W, N 20 30 05 V ELEVATION 76.625 75.015 CONNECTION FREE FREE C CONNECTION FIX FIX C ..........BENT DATA................ C PIER BEARING N 20 30 05 W, N 20 30 05 W ELEVATION TOP 76.93.76.73 ELEVATION ROT 46.50.45.50 WEIGHT 69.03.69.03 C SPECIAL CAP BENTCAP AT 2.3 COLUMN COL AT 2.3 COLUMN TOP PIN LONG AT 2.3 COLUMN TOP END JOINT SIZE 0.875 AT 2.3 COLUMN ROTTC04 PlO AT 2.3 C COLUMN BOTTOM END JOINT SIZE 1.25 AT 3.3 COLUMN OFFSET SKEWED L 0.0 AT 2.3 C C C .........FOUNDATION DATA ........ Document 1 C FOUNDATION C AT ABUTMENT 1,4 C SPRING CONSTANTS C KF1F1 500 C EP3F3 0 C C LOAD DATA LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 1.21 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.95 2.05 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 1.17 1.13 1.07 1.04 1.01 0.95 0.90 0.86 0.80 0.72 0.65 0.59 0.55 0.49 0.46 0.42 0.38 0.35 0.32 0.28 0.23 0.20 0.17 0.14 0.13 0.12 0.12 FINISH Page 1 5 0 I S A 8 . . (PC verB 1.121 10/31/00 Poinsettia Lane ON Check SEISAB DATA INPUT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COORDINATE N 0.000 B 0.000 Page 3 I B I S A B . . (PC VerB 1.42) 10/31/00 Poinsettia Lace ON Check SPAN DATA INPUT IE0S4ENT LENGTH AREA 111 122 133 SPAN I 47.40 1 67.40 91.76 061.50 45511.54 30.10 SPAN 2 47.40 1 47.40 94.76 161.50 45511.54 30.10 SPAN 3 47.40 1 47.40 94,76 161.50 45511.54 30.10 RESPONSE SPECTRUM * THE BRIDGE MODEL GENERATED IS BASED ON 4 INTERMEDIATE JOINT(S) ON EACH IRAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN OUTPUT LEVEL I IS IN EFFECT ELASTIC IEQ4PJaT WY/LENGTH DENSITY MODULUS SPAN 1 1 5.180 0.150 519120. SPAN 2 1 5.180 0.150 509120. SPAN 3 1 5.180 0.150 519120. Page 4 S B I S A B . . (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE, COL INFORMATION: SEGMENT LENGTH AREA 511 522 133 1 0.00 103.20 40710.80 3.26 40707.60 PaRR 2 SEISAB. (PC verB 1.42) 10/31/00 Poinsettia Lane ON Check U Documenti ELASTIC SEGMENT DENSITY MODULUS 0.150 467928. BENT CAP AND/OR SPECIAL BENT CAP INFORMATION NO. 1 TITLE: BENTCAP INFORMATION: Model Top of Pier as Rent Cap DENSITY: ELASTIC MODULUS: 467928. AREA 101 122 133 SPECIAL CAP IOU0ER 3.59 Page 7 S B I I A B . . . (PC VerA 1.42) 10/31/05 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) RENT COLUMN GROUPINGS BENT SPACING COL TITLE ECCENTR. GROUP OFFSET 2 1 COL 0.00 SKEWED 0.00 3 1 COL 0.10 SKEWED 0.10 Page 5 S E I S A A . . (PC VerB 1.421 10/31/00 Poinsettia Lane ON Check ABUTMENT DATA INPUT ABUTMENT TO BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.6.2 339.499 FREE 4 75.01 339.499 FREE Page 6 - . I E S I A B (PC VerB 1.42) 10/31/00 Poinsettia Lane OH Check BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP RENT ROT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339.499 76.93 46.50 69.83 3 339.499 76.73 45.50 69.83 BENT CAP AND/OR SPECIAL RENT CAP PROPERTIES BENT TITLE AREA 011 122 033 2 SINGLE COLUMN RENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN RENT . NO CAP PROPERTIES REQUIRED ELASTIC RENT DENSITY MODULUS 2 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN RENT . 110 CAP PROPERTIES REQUIRED BENT CONNECTIVITY INFORMATION SUPERSTR RENT 10 SUPERSTR BRDGE MOTH BENT CONTINUITY CONNECTION TYPE NSRMNT TYP BRDCE WDTH 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED BENT COLUMN END INFORMATION ............. OP ........... .......... 801104 ......... . ROT COL CONN TYP JUT SIZE BRG ELIT COON TOP JOT SIZE ERG EUIT - 2 I PIN LONG 0.88 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.01 Page 8 S E S S A B . . (PC Vera 1.42) 10/31/I0 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INPOIU0P.TIOI4 BENT 2 LENGTH/ AREA/ SEGMENT DENSITY BLAB MODLS Iii 122 133 COLUMN I I ( 29.56) 103.20 40710.80 3.26 10707.60 0.150 167928. BENT 3 LENGTM/ AREA/ SEGMENT DENSITY ELAI WOOLS III 122 133 COLUMN 1 1 ) 30.35) 103.20 10710.80 3.26 40707.60 0. U Document 1 0.150 467920. PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. Pace 9 S E I S A B - (PC Vera 1.42) 10/31/00 Poinsettia Lane OR Check LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES POUND WILL Be 3-NUMBER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEFFICIENT 0.05 ACCELERATION DUE TO GRAVITY - 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0.050 0.5900 2 0.100 0.9000 3 0.150 1.1500 4 0.200 1.2600 S 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 0 0.400 1.1700 9 0.450 1.1300 10 0.500 1.0700 11 0.550 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.000 0.9000 15 0.900 0.0600 16 1.000 0.0000 17 1.100 0.7200 10 1.200 0.6500 19 1.300 0.5900 20 1.400 0.5500 21 1.500 0.4900 22 1.600 0.4600 23 1.700 0.4200 24 1.000 0.3000 25 1.900 0.3500 Pace 10 S E I I A B - - - (PC Vera 1.42) 10/31/00 Poinsettia Lace 09 Check LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2000 20 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 32 3.500 0.1300 33 3.750 0.1200 34 4.000 0.1200 Pace 11 S B U S A B . . . . (PC VerB 1.42) 10/31/00 Poinsettia Lane OR Check LOADING DATA INPUT (CONTINUED) PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9+ 1.0* 1.7- 1.6 + A C I.S. C E 1.4- L E 1.3* P I ES A 1.2+ 0 T I ERR I 1.1* O 7 XX N 1.0* E I 0 0.9*0 0 I I I 0.0+ X O 0.7* 0 C ( 0 0.6*0 0 I 0 0.5+ 0 I0 0.4 XX I S 0.3+ x I S 0.2* I II 0 0.1* 0 X 0.0+ 0 1 2 3 a S PERIOD (SECONDS) Pace 12 4 Document 1 Page 14 - S E I U A B - - . - (Version 5.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CCC DISPLACEMENTS . - - .LEP? FACE .... .... RGHT FACE .... ... OPNNO/CLSPO... ITEM LC LNG105NL TRNSVRSE L4GTUDNL TRNSVBSE U4GI7JDNL TRSISVRSE - ABU 1 1 0.000 0.000 1.274 0.166 1.274 0.166 2 0.000 0.000 0.166 0.022 0.166 0.022 3 0.000 0.000 1.323 0.172 1.323 0.172 1 1.000 0.000 0.540 0.071 0.548 0.071 BNT 2 1 1.274 0.106 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.323 0.172 1.323 0.172 0.000 0.100 c 4 0.548 0.071 0.548 0.071 0.000 0.100 001 3 1 1.274 0.166 1.274 b.166 1.100 0.000 2 0.166 0.022 0.166 1.122 0.000 0.000 3 1.323 0.172 1.323 0.172 0.000 0.100 - - - S 0 I S A B - - - (PC VerB 1.42) 10/31/00 Poinsettia Lane OR Check LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS CASE/COIN I I I DESCRIPTION 1 0.974 0.000 •D.226 LONGITUDINAL 2 0.226 0.000 0.974 TRANSVERSE 3 I.ILOS4G • 0.3 ' TRANS 4 0.3-LONG + 1.0 TRANS Page 13 S E I S A B - - : (Version 1.42) 10/31/10 PoinsettIa Lane ON Check RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS NODE PERIOD FREQUENCY CS S Y Z 1 3.354 0.298 0.14 .9597 0.034 3.509 2 0.277 3.612 1.26 0.037 2.684 -0.135 3 1.219 4.575 1.26 -0.226 0.002 0.099 4 0.210 4.771 1.26 1.516 .0.127 -0.566 5 0.198 5.042 1.26 2.014 0.100 -0.752 6 0.151 6.603 1.15 -0.027 7.342 -0.011 7 0.070 14.187 0.72 -0.192 0.011 -0.060 1.066 15.109 1.69 0.928 -0.080 -0.356 9 0.063 15.909 0.67 0.077 0.725 -0.376 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. 4 0.548 0.071 0.548 0.071 0.010 0.000 ABS 4 1 1.272 0.166 0.000 0.000 1.272 0.566 2 0.166 0.022 0.100 0.000 0.166 0.022 3 1.322 0.172 0.000 0.000 1.322 0.172 4 1.547 0.071 1.011 0.001 0.547 0.071 LOAD CASE/COMB DESCRIPTION LONGITUDINAL 2 TRANSVERSE 3 1..-.* 0.3TRANS I 0.3- LONG a 1.0•TRANS Page iS 5 8 I S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CCC COLUMN FORCES LNOITUDNL .... .... TRANSVRSE.... CL LOC LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BNT 2 1 801 1 279.8 6890. 8.3 244. 32.4 0.0 2 36.4 896. 1.5 45. S. 0.0 3 290.8 7159. 8.7 257. 34.0 0.0 4 120.4 2964. 4.0 118. 15.2 0.0 I TOP I 238.6 0. 8.2 89. 32.2 0.0 2 31.0 0. 1.5 13. 5.4 0.0 3 247.9 0. 8.6 93. 33.0 5.0 4 102.6 0. 3.9 39. 15.1 0.0 80? 3 O SOT 1 203.1 6546. 9.0 288. 39.5 1.0 2 34.2 852. 1.8 56. 6.2 5.0 3 273.4 6802. 9.5 305. 41.3 5.0 4 113.2 2816. 4.5 143. 18.1 0.0 O TOP 1 221.1 0. 8.9 42. 39.3 0.0 2 28.8 0. 1.7 8. 6.1 0.0 3 229.7 0 9.4 41. 41.1 0.0 4 95.1 0.. 4.4 20. 17.9 0.0 LOAD CASE/COG DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0- LONG 0.3TRANS 4 O.3L0N0 * 1.OTRANS 5 U Document 1 Pace 16 - - S E I 0 A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane On Check RESPONSE SPECTRUM RESULTS (CONTINUED) CDC ABUTMENT. HINGE AND JOINT FORCES H/H TO BRIDGE C.L. BIB TO STD4 C.L. ITD4 LC VERT SHEAR tONOSIUDNI. TEND SHEAR LONGITUDNI TERN SHEAR ABS 1 I 12.2 0.0 0.0 0.0 6.0 2 2.6 0.0 0.0 0.0 0.0 3 12.9 0.0 0.0 0.0 0.0 4 6.2 0.0 0.0 0.0 0.0 ABU 4 1 11.3 0.0 0.0 0.0 0.0 2 3.4 0.0 0.0 0.5 0.0 3 16.3 0.0 0.0 0.0 0.5 0 8.0 0.5 0.0 0.0 0.0 LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0 LONG • 0.3TRAUS 4 0.3IONO • 1.0'TRANS Run Time: 00:00 0.26 End Of Ran. 6 DOKKEN ENGINEERING w..d.kk.SS( 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 RNi zoo i7 A-9t*L V r & / ± MkxLHu -1 176L' 7-. F(2C.- -= AL7T. iT -\ (N.FTLS) MoyveN-r -rlNc A- ¶T I ?-6 -- FM 54r- (IZZ i=-2) tLt< = 1'' 4- — 4 r-c) F-? — oO /r T2M-L a 61E~7(6 A-a J6-441~) - o JOB SUBJECT 1'0 Trt - c7H Cv-p c3 -'4 A) LOZZ 1— DATE JOB NO. \Q5 BY SHEET 61 VQ ------------ CHECK of PIN.doc Susan Perano Craig oarringtOn 00*00* 00000**00000 00000000000p 000*00 00*0*00*0* 00*0*00*0 000*000*00 *0*0*00*000* 0*0*000*0*00 0*0*0*0*0* *00*00*0*0*0 *000*00000* *00*0*00*000 000000000000 00000*0000*0 *0*00*00*0*0 000*00*00*0* *00000000000 0000 000* 0*0* 0*0* 0000 0*00 000* 9000 *000 *000 0*0*0 0000 000* 00*00 0000 000* 0*0* 0*00 0000000 0000*000 *0*0 *00*0*0 *00*000*0*00 0*0*00*00*0 000*00* 00*00000 000* 00*00*0 0000000*0*0* *0*0*0000*0 *000* *0*0 0*00 *0*0* *0*0 *0*0 0*00 *0*0 *00* *000 *00* *0*0 0900 00*0 *0*0 *000 *000 000* 00*0*0000*0* *0*0*0*0000* 0*0*0000000* 00*0*0*0*00* *0*0 00*0 *00*00000000 0*000*00*0 *0*0*00*0*0* *0*000*0000* 00*0000*00 *000 *000 00000000000 *00*0* 0*0*00*0*00* 00*000000*00 0000*0 *0*0 0000 *000*0*00 *00090 00*000 0000*000 0*000000 000*0*0*0* 00*0*100*0 0*0* 0000 *0*0 *00* *090 *0*0 0000000 *00*00 0*00 *0*00*0 00000* *0*0 0*00 0*0 0*0* 0*0* 0*00*0*0*0 *0*0*0*0*0 *0000000 00000*0* 00*0*0 0000*0 IELSAS PC version 1.42 (05/05/94) (c) 1990-94 oOkken Engineering All rights reserved. Date: 01/29/01 Time: 14:14:00 Pile: Pinin User: Uflkfln1 *000*00 0*00000*0 000*00000 *0*00*0 *0*0*0* 0*0*0000 00000*0*0 *00000000 000*0*00* 0000*0000 *00*00*00 0*0*000*0 0* *0 0* 000 00 00 00 0* 00 *0 000 *0 *0* *0* 0* 0* *0 *0* *0000* 00*0* 000 *00000 *0*0*000* 0*000*00 000*0* 00000 000 0000*0 000*00*0* 0*00*000 *00 *0 0*0 0*0 *0 00 00 0*0 0* 00 0* 00* 00 00 00 00 00 *0 0*000000* 0*0000*0* 0*0*00000 *0*0*00*0 *0 00 000*0*0*0 *000*00 *0*00*00* 0000*00*0 *0*000* *0 *0 00000000 PC Versr 1.42 Date: 05/05/94 Written By: Roy Isbsen Jon Lea vie Kaliskin Ken Peranp James Gates Time: 11:14:00 Date: 01/29/01 IBISAB 'Poinsettia bane OR Check' RESPONSE SPECTRUM AI4AI,YSIS C SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEL 0 BLOCKING FACTOR 0 C C .........ALIGNMENT DATA............ ALIGNMENT C ALIGNMENT OFFSET I. 0.0 STATION 1749 * 77.37 COORD N 0000.0 B 0000.0 BEARING N 76 54 40 B C C .........SPAN DATA.................. SPANS LENGTHS 47.396 47.396 47.396 C AREAS 94.761 C Ill 161.5 C 122 45511.54 C 533 30.1 C B 519120 C DENSITY 0.150 C WEIGHT 5.10 C C .........DESCRIBB DATA............. C DESCRIBE COLUMN 'CDI.' AREA 103.2 111 40710,0 122 3.26 133 40707.6 DENSITY 0.150 K 467920 C SPECIAL CAP 'BFJaTCAP 'Model Top of Pier as Bent Cap 133 3.59 B 467920 C C ............ARU'?MPJ*T DATA---------- ABUTMENT STATION 174977.37 BEARING N 20 30 55 W. N 20 30 05 B ELEVATION 76.625 75.015 C CONNECTION FREE FREE C CONNECTION FIX FIX :CONNECTION PIN PIN C C ..........BENT DATA................ C PIER BEARING N 20 30 05 B, U 20 30 05 B BI.KVAI'ION TOP 76.93.76.73 ELEVA1'ION ROT 46.50,45.50 WEIGHT 69.03,69.03 C SPECIAL CAP BEJ*TCAP' AT 2.3 COLUMN 'COL' AT 2.3 COLUMN TOP PIN LONG AT 2.3 COLUMN TOP END JOINT SIZE 0.975 AT 2,3 COLUMN BO'll'ON FIX AT 2.3 C COLUMN BOTTOMEND JOINT SIZE 1.25 AT 2.3 COLUMN OFFSET SKEWED L 0.0 AT 2.3 C 0. C Page 3 S E I S A B . . . . (PC VerB 1.42) 01/29/01 Poinsettia Lane ON Check C FOUNDATION DATA FOUNDATION AT ABUTHENT 1.4 SPRING CONSTANTS KFIFI 573.6 6F3P3 0 LOAD DATA C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.70 0.00 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 2.25 2.50 2.75 3.00 3.25 3 5 3.75 4.00 VALUE 0.59 0.90 7.15 0.26 1.27 0.25 1.21 1.17 1.13 1.07 1.04 1.01 0.95 0.90 0.86 0.80 0.72 0.65 0.59 0.55 0.49 0.46 0.42 0.38 0.35 0.32 0.28 0.23 0.20 0.17 0.14 0.13 0.12 0.12 FINISH Page 5 0 S 5 A B . . . . (PC verB 1.42) 01/29/01 Poinsettia Lane ON Check SEISAB DATA INPUT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COORDINATE N 0.000 0 0.000 SPAN DATA INPUT SEGMENT LENGTH AREA 511 022 033 SPAN 1 47.40 1 47.40 94.76 161.50 45511.54 30.10 SPAN 2 17.40 1 47.10 94.76 161.50 45511.54 30.10 SPAN 3 47.10 1 47.10 94.76 161.50 45511.54 30.10 P1N.doc RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED IS BASED ON 4 INTERMEDIATE .00101(0) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN OUTPUT LEVEL 0 15 IN EFFECT Page 2 S E S S A H . . . . (PC Vero 1.42) 01/29/01 Polenettia Lane ON Check ELASTIC SEGNENT Hr/LENGTH DENSITY HODUWS SPAN 1 1 5.180 0.150 510120. SPAN 2 1 5.180 0.150 519120. SPAN 3 1 5.180 0.150 519120. Page S E I S A 5 . . . . (PC VerB 1.12) 01/20/01 Poinsettia Lane ON Check DESCRIBE DATA INPUT COUJID) INFORMATION NO. 1 TITLE, COt. INFORMATION, IlENT LP.0TN AREA 111 122 033 1 0.00 103.20 40710.80 3.26 40707.60 2 P1N.doc ELASTIC SEG4ENT DENSITY MODULUS 1 0.155 467920. BENT CAP AND/OR SPECIAL BENT CAP INFORMATION NO. I TITLE: BENYCAP INFORMATION: Model Top of Pier as Bent Cap DENSITY: ELASTIC MODULUS: 467920. AREA 011 122 133 SPECIAl. CAP MEMBER 3.59 Page 5 - S E I S A B - (PC Vera 1.42) 01/29/01 Poinsettia Lane ON Check ABUTMENT DATA INPUT ABUTMENT 10 BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.62 339.499 PINNED 4 75.01 339.499 PINNED ABUTMENT FOUNDATION SPRING CONSTANTS ABUT I0P1F1 EFIP2 KPIFS EP1H1 KPIM2 KP1H3 574. (0F2P2 Kr2p3 EF2M1 KP2042 EP2043 POP P500 EP3P3 ZP3M1 (0P3042 KP3M3 0. E)41H1 1041042 E141H3 POP P100 0342042 1042043 - POP PlOD 1043043 DOP LISP Page 6 S E I S A B . . . (PC Vera 1.42) 01/29/01 Poinsettia Lane OR Check ABUTMENT DATA INPUT (CONTINUED) ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) ABUT XV1P1 0P1P2 ICP1P3 EFIMI 0F1142 0P1043 4 574. KP2F2 KP2P3 0P2341 ICP2M2 0V2043 POP PIED 0P3P3 I0P3Ml 0F3042 0P3043 (041041 0041042 0341043 POP PlOD (042042 0342043 POP PIED (043043 POP P050 Page 7 S B I S A B . . . (PC Vera 1.42) 01/29/01 Poinsettia Lane ON Check BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT RoT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339.499 76.93 46.50 69.03 3 339.499 76.73 45.50 69.03 BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA 011 022 033 2 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED ELASTIC BENT PENIS?! MODULUS 2 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED Page 0 S B I S A B . . . . (PC VerB 1.42) 01/29/01 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) 3 0. a- BENT COLUMN GROUPINGS BENT SPACING COL TITLE ECCEIITR. GROUP OFFSET 2 1 COL 0.00 SKEWED 0.00 3 1 COL 0.00 SKEWED 0.00 PIoc PARENTHESES INDICATE AN ADJUSTED XEQ4E24T LENGTH. BENT CONNECTIVITY INFORMATION SUPERSTR BENT TO SUPERSTR BROOK BOTH BENT CONTINUITY CONNECTION TYPE HSRMNT TYP RRDGE MOTH CONTINUOUS FIXED 3 CONTINUOUS FIXED BENT COLUMN END INFORMATION TOP ........... .......... BOTTOM .......... ONE COL CONN TIP .INI SIZE ORG EUIT CON)) TYP JIlT SIZE ORG BUNT 2 1 PIN LONG 0.98 FIXED 0.00 3 1 PIN LONG 0.80 FIXED 0.00 Page 10 S E I S A B . . . . (PC VerB 1.42) 01/29/01 Poinsettia Lane OR Check LOADINGS DATA INPUT THE NUMBER OF MOOR SHAPES FOUND WILL BE 3 NU)4BER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEFFICIENT - 0.05 ACCELERATION DUB TO GRAVITY - 32.20 DIGITIZED ACCELERATION XPECTRUM POINT PERIOD VALUE 1 0.050 0.5900 2 0.100 0.9000 3 0.150 1.1500 1 0.200 1.2600 5 0.250 1.2705 6 0.350 1.2500 7 0.350 1.2100 B 0.400 1.1700 9 0.450 1.1300 10 0.500 1.0700 ii 0.550 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.900 0.0000 15 0.900 0.8600 16 1.000 0.8000 17 1.100 0.7200 18 1.200 . 06500 19 1.300 0..5900 20 1.400 0.5500 21 1.500 0.1900 22 1.600 0.1600 23 1.700 0.4200 24 1.800 0.3800 25 1.900 0.3500 Page 11 S E I S A B . . . . (PC Vern 1.42) 01/29/01 Poinsettia Lane OR Check LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2900 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 Page 9 S K I S A B . . . (PC VerB 1.42) 01/29/01 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION BENT 2 LENGTH/ AREA/ SEGMENT DENSITY ELkS WOOLS Iii 122 133 COLUMN 1 1 1 29.56) 103.20 40710.80 3.26 11703.60 0.150 467928. BENT 3 LENGTH/ AREA/ SEGMENT DENSITY ELkS WOOLS 111 122 IS) COLUMN I 30.35) 103.20 40710.80 3.26 40707.60 0.150 46792B. 4 0. 32 3.500 0.1300 33 3.750 0.1200 34 4.000 0.1200 L.) PIN.doc 1 0.974 0.001 -0.226 LONGITUDINAL 2 0.226 0.000 0.974 TRANSVERSE 3 1.0..• 0,3TRANS 1 0.3-LONG * 1.OTRAKI Page 12 1 0 5 1 A B - - - (PC verB 1.42) 01/29/01 Poinsettia Lane ON Check LOADING DATA INPUT (CONTINUED) P1.01' OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9- 1 1.0* 1.7- 1.6 A I C 1.5+ C E 1.4* 1. O 1.3+ 0 ) XX A 1.2+ 0 T SEX I 1.1* O 1 XX N 1.0* 5 S 0.9* 5 0 I I S 0.0* I H 0.7* S C S 0.6*5 5.5* 0 I I 0.4+ xx S 0.3k I 5 S 0.2* 5 Ix S 0.1* X S 0.0* 0 1 4_ S PERIOD (SECONDS) Page 13 - V - S E S S A 0 - . . - (PC Vera 1.42) 05/29/01 Polnoettia Lane ON Check LOADINGS DATA INPUT (CONTINUED) ......................................... LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS * CASE/COMB S Y S DESCRIPTION Page 14 (V - - . - S E I S A B - erRion 1.42) 1/29/01 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD PREOtODY CS 5 1' 5 1 1.607 0.622 0.46 -9.603 -0.001 3.590 2 0.277 3.612 1.26 0.116 .2.684 0.009 3 0.219 4.575 1.26 -0.147 0.002 0.069 1 0.210 1.771 1.26 -1.506 0.530 0.562 5 0.196 5.043 1.26 2.001 0.095 -0.747 6 0.151 6.603 1.15 •I.I09 .7.342 -0.009 7 0.070 14.167 0.72 -0.171 0.011 •0,669 O 0.066 15.109 0.69 0.931 -0.089 -0.357 9 0.063 15.910 0.67 0.891 0.719 -0.302 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. Page 15 - - - - 5 0 I S A B - - - - (Version 3.42) 1/29/01 Poinnett(a Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) COC DISPLACEMENTS .LEPT PAC E........ RGHT FACE .... ... OPNNG/CLSNC... IT LC L840TUDNI. TRNIVRSE LNGTUDNI. TRNSVRSE LNGTUDNL TRNSVRSB ABU 1 1 0.984 0.128 0.904 0.128 0.000 0.000 2 0.126 6.017 0.128 0.017 0.000 0.000 3 1.022 0.033 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 EN? 2 1 0.984 0.128 0.984 0.128 0.000 0.000 2 0.528 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.123 0.055 0.000 0.000 RN? 3 1 0.904 0.128 0.984 0.128 0.000 0.000 2 0.128 0.017 0.120 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 ABU 1 1 0.984 0.528 0.984 0.526 0.000 0.000 2 0.126 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 3.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 5 LOAD CASE/COMB DESCRIPTION 1 LONGITuDINAL. 2 TRANSVERSE 3 1.0LONG + 0.3TRANI 4 0.3 LONG A 1.0 TRANS L) P1N.doc H/H TO BRIDGE C.L. RIO TO ITEM C.L. ITEM IC VERT SHEAR LOSAGITUDNI TRW SHEAR LOSA3ITUDNL TRNV SHEAR - AND 1 1 9.2 564.3 73.4 0.0 569.0 2 2.1 734 9.5 0.0 74.0 3 9.9 506. . 3 76.3 0.0 591.2 4 4.9 242.7 31.6 0.0 244.7 ABU 4 5 10.5 564.4 73.4 0.0 569.2 2 2.9 73.4 9.5 0.0 74.0 3 11.3 586.4 76.3 0.0 591.4 4 6.0 262.7 31.6 0.0 244.8 Page 16 - S E I S A 9 . (Version 1.42) 1/29/01 Poinsettia Lane OR Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES LNCITUDNL .... .... TRANSVRSE.... CL I.00 LC SHEAR iES4ENl SHEAR MOMENT AXIAL TORSION - - BlAT 2 1 001 1 253.4 5550. 8.2 239. 16.7 0.0 2 33.0 722. 1.5 44. 4.0 0.0 3 263.3 5767. 8.7 252. 17.9 0.0 4 109.0 2307. 4.0 116. 9.0 0.0 1 TOP 1 174.8 5. 6.1 34. 16.4 0.0 2 22.7 0. 1.5 0. 0.0 3 181.6 0. 8.6 36. 1'1:1', 0.0 4 75.2 0. 3.9 16. 8.9 0.0 RNI 3 1 ROT 1 240.8 5298. 9.0 301. 20.6 0.0 2 31.3. 689. 1.8 58. 4.3 0.0 3 255.2 5505. 9.5 318. 21.9 0.0 4 103.5 2278. 4.5 148. 10.4 0.0 I TOP 1 161.2 I. 0.8 93. 20.3 0.0 2 21.0 0. 1.0 13. 4.2 0.0 3 167.5 0. 9.4 97. 21.6 0.0 4 69.3 0. 4.4 4). 10.3 0.0 LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.01.0NG A 0.STRANS 4 0.3L04G C 1.OTRANS Page 17 S E I S A 8 . . . . (Version 1.42) 1/29/01 PoinHettSa Lane ON Check t,J)) RESPONSE SPECTRUM RESULTS (CONTINUED) COT ABUTMENT, HINGE AND JOINT FORCES LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0. LOW * 0.3TRANS 4 0.3. LONG • 1.OTRANS Run Time, 00,05, 0.22 End Of Run. PIN. PRT 6 (t~), Document6 Susan Persno a. Craig Harrington PIPPPP P#PIP***PP** PlP*PPP*PP*l PIPPII *P*!PPP*P* IPPPPPIPP pplp**PIl* PlppP*plpp*p plpPul*ppPp PpP*PP*PPp ppl*Pp**l**p lPpp*p*Pppp PIP*PP*PP*#* *PPP*PPPPPPP PPP**PPP*HPP P*PP*HPIPPPP PPPIPPPIP**P *PPP*P*PP*8I pIll p*pp *au Ipal 1*1* $111 PIll IPPP IPPP 0*8* PPPPP PIll 01*0 11101 PUP UPI PlOP *110 1*00*PP *1*1*1*1 *1*1 0*08*11 *PPPPI*PJIOP IPIPlIlIPIP PPPP*01 *P**PHPP 1*11 0111*11 *PPI**IIPPP* PP*PIPPP*II 11111 PIll PP*l 11111 PUP PUP 1110 P*PP 1*01 *08* 111* PIll 0*60 *08* *080 PIll P00* *111 ***I*I08PIPP 18118*RIPIPH PIPP**PPPIP* P**I***HP88* (080 PIll PPP*PPIII**l *PPPPPIIPP P*HPIIIOIPNI llP5*8110*** 18181*9111 1111 PIll *0*001*1011 pulp. IlPIPIPUPlI IPIIOPJPPPIP po*ip uo. Pup P00101180 PUPIl PP**IP IPPIPPlI 1*181*10 peopplull Pl*IPPPpIP PUP PUP PIll IPPO PIll PUP 1111*01 0011*0 *01* 001*1*1) PPP*PO PUP *8*0 III *80* *01* *IP*IIPIPI P11*1*1*11* *0*11*01 *IPIP*** PIIPPI *1111* SEIS?,B PC Version 1.42 (05/05/91) (C) 199094 Dokken Engineering All rights reserved. Date: 10/31/00 Tine: 13:42:38 File: P10.10 User: UsknONn 11*1*1* *8P**180P Pl**080*P l*P18** 1*18*8* *1*01*1* *Pl*8*Pep PPPlPlP*P OPPIPPIU *1P8**PPP 10*****OP IPIOPIPOP 1* *0 II ppp o* of pp pp pp pp UP II OP* PIP PP PP 01 1*1 POPUP *PP*P lOP up**p pp*pp**pp pp*pppp* P0000P *0*10 PIP 0*10*0 ppppp*ppo o*pppppp p1* Pp P1* *01 pp pp pp u* PP II PP *8* ON II PP ON No II IPIPIPPlI *PP*P*p*p pPppllp*p IPP**IP*p U PP 011PPP*l* P1*1*18 PPPPPPPPI P*PP*PPPP PIPPIIP PP OP pPllP*ll PC Vera: 1.42 Date: 05/05/94 Written By ROy lebsen Jon Lea VIC Kaliakin Ken Persno James Gates Tise 1342:38 Dates 10/31/I0 SEISAB Poinsettia Lane ON Check RRSPONSO SPECTRUM ANALYSIS C SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEL 0 BLOCKING FACTOR 0 C .........ALIGNMENT DATA............ ALIGSOIENr C ALIGNMENT OFFSET L 0.0 STATION 1749 77.37 COORD N 8000.0 E 0000.0 REA*SNG N 76 54 40 E C C .........SPAN DATA.................. C SPANS LENGTHS 47.396 47.390 47.396 C AREAS 94.761 C 511 181.5 C 122 45511.54 C 133 30.1 C 0 119120 C DENSITY 0.150 C WEIGHT 5.11 C C .........DESCRIBE DATA............. C DESCRIBE COLUMN 'COL' AREA 103.2 Ill 40710.8 122 3.26 133 40707.6 DENSITY 0.150 E 467928 C SPECIAL CAP 'BENYCAP' •Model Fop of Pier an Rent Cap' 133 3.59 6 46792* C C ............ABUTMENT DATA.......... ABUTMENT STATION 174977.37 REARING N 20 30 05 H. N 20 30 55 H ELEVATION 76.629 71.015 C CONNECTION FREE FREE CONNECTION FIX FIX C C ..........RENT DATA................ C PIER BEARING N 20 30 05 H, N 20 30 05 H ELEVATION TOP 76.93.76.73 ELEVATION BOY 16.50.45.50 WRIGHT 69.83.69.83 C SPECIAL CAP RENTCAP' AT 2.3 COLUMN 'COL' AT 2,3 COLUMN TOP PIN LONG AT 2.3 COLUMN TOP END JOINT SIZE 0.675 AT 2.3 COLUMN BOTTOM FIX AT 2,3 C COLUMN ROTTON END JOINT SIZE 1.25 AT 2.3 COLUMN OFFSET SKEWED L 0.0 AT 2,3 C C C .........FOUNDATION DATA -------- L) Document6 C FOUNDATION AT ABUTMENT 1.4 SPRING CONSTANTS KF1FI 573.6 EF3F3 0 C C .......... LOAD DATA ........... C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.70 0.00 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.00 1.90 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 1.17 0.13 1.07 1.04 1.01 0.95 0.90 0.66 0.00 0.72 0.65 0.59 0.55 0.49 0.46 0.42 0.30 0.35 0.32 0.28 0.23 0.20 0.17 0.14 0.13 0.12 0.12 FINISH Page 1 S E I S A B . . . . (PC Vera 1.42) 10/31/00 Poin8ettla Lane ON Check SEISAB DATA INPUT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COURDINAIB N 0.000 B 0.000 Page 3 . . . S B I I A 0 . . . (PC Vera (.42) 11/31/I0 Poinsettia Lane ON Check SPAN DATA INPUT SEEN? LENGTH AREA 111 122 135 SPAN 1 47.40 1 07.40 94.76 161.50 45511.54 30.10 SPAN 2 47.40 1 47.40 94.76 161.50 45511.54 30.10 SPAN 3 47.40 1 47.40 94.76 161.50 45511.54 30.10 a. RESPONSE SPECTRUM ELASTIC SEGMENT WT/LENGTH DENSITY MODULUS SPAN 1 1 5.180 0.150 519120. SPAN 2 1 5.100 0.150 519120. SPAN 3 1 5.180 0.150 519120. THE BRIDGE MODEL GENERATED IS BASED ON, 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN OUTPUT LEVEL 0 55 IN EFFECT Page 2 S E I S A B . . . . (PC Vera 1.42) 10/31/00 Poinsettia Lane DO Check N Page 4 S E I S A B • • • • (PC Vera 1.42) 10/31/00 POIfl8ettlH Lane ON Cheek DESCRIBE DATA INPUT COLUMN INFORMATION NO. I TITLE, COI, INFORMATION, SEGMENT LENGTH AREA 111 122 133 1 0.10 103.20 40710.80 3.26 40707.60 2 Document6 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 467928. BENT CAP AND/OR SPECIAL BENT CAP INFORMATION NO. S TITLE, BENTCAP INFORMATION, Model Top of Pier as Bent Cap DENSITY ELASTIC MODULUS, 467928. AREA Iii 522 533 SPECIAL CAP MEMBER 3.59 Page 5 S S I S A B . . (PC VerB 1.42) 10/35/05 Poinsettia Lane 08 Check ABUTMENT DATA INPUT ABUTMENT TO BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.62 339.499 FIXED 4 75.01 339.499 PlIED ABUTMENT FOUNDATION SPRING CONSTANTS ABUT STOPS EPIP2 EFIP3 SF151 EFIM2 KPIN3 - 574. 0. SF2?2 5F2P3 6P2M1 SF252 KF2N3 SOP PIED EF3P3 KP3HS 6P352 SF353 0. EMiMi ENOM2 E14153 DOT P110 1012M2 614253 DOF PISO (04353 DOP FISD Page 6 S S I S A B . . . . (PC Vera 1.42) 11/31/01 Poinsettia Lane 08 Check (J\ ABUTMENT DATA INPUT (CON7INUED) 3 ),BUIP1ENr FOUNDATION SPRING CONSTANTS (CONTINUED) ABUT KFSFI KPZP2 KP1P3 SF151 6P152 SF1143 4 574. 5P2P2 5P2P3 SF2141 SF252 SF2143 DO? PIXO 513P3 SF351 SF3142 SF353 P241(41 (541842 EMIM3 DO? PIED 6142142 6143143 DO? P110 (043(43 DO? P150 Page 7 S E I S A B . . . (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT SOT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339.499 76.93 46.50 69.83 3 339.499 76.73 45.50 69.83 BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA Iii 122 133 2 SINGLE COLUMN BEN? . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT NO CAP PROPERTIES REQUIRED ELASTIC BENT DENSITY MODULUS 2 SINGLE COLUMN RENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT MO CAP PROPERTIES REQUIRED Page S B I I A B . . . (PC Vera 1.42) 10/31/05 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS U Document6 BENT SPACING COL TITLE ECCENTR. GROUP OPPSET 1 COL 0.00 SKEWED 0.00 I COL 0.00 SKEWED 0.00 BENT CONNECTIVITY INFORMATION SUPERSTR RENT TO SUPERSTR BROGE 140TH BENT CONTINUITY CONNECTION TYPE 8581114? TYP BROGE MOTH CONTINUOUS FIXED 3 CONTINUOUS FIXED BENT COLUMN END INFORMATION TOP ........... .......... BOTTOM .......... BNT COL CONS) TSP .JNT SIZE ERG EIJIT CONN TSP NT SIZE ERG EL)1I' 2 1 PIN LONG 0.80 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.00 Page 9 S E I S A B . (PC VerB 1.42) 10/31/00 Polesettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION BENT 2 LENGTH/ AREA/ SEGMENT DENSITY ELAI 4001.1 Ill 122 133 COLUMN 1 I 29.56) 103.20 40710.80 3.26 40707.60 0.150 467920. PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. 10 Page S E S I A B (PC VerB 1.42) 10/31/00 pDlnnettia Lane ON Check - LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 3-NUMBER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEPPICIENT - 0.05 ACCELERATION DUE TO GRAVITY - 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0.050 0.5900 2 0.100 0.9000 3 0.150 1.1500 4 0.200 1.2600 5 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 H 0.400 1.1700 9 0.456 1.1300 10 0.500 1.0700 11 0.550 1.0400 12 0.600 1.0100 13 8.700 0.9500 14 0.800 0.9000 15 0.900 0.8600 16 1.000 0.8100 17 1.100 0.7208 10 1.200 0.6500 19 1.300 0.5900 20 1.400 0.5500 21 1.500 0.4900 22 1.600 0.4600 23 1.700 0.4200 26 1.800 8.3800 25 1.900 0.3500 RENT 3 LENGTH/ AREA/ SEGMENT DENSITY ELAS MODLS Ill 022 133 COLUMN I 1 1 30.35) 103.20 40710.80 3.26 40707.60 0.150 467928. Page 11 S E I I A B . . . (PC VerB 1.42) 10/31/00 POlflBettla Lane ON Check LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2000 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1701 31 3.250 0.1400 32 3.500 1.1300 4 Document6 33 3.750 0.1200 34 4.000 0.1200 Page 12 H I S A B - (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check LOADING DATA INPUT (CONTINUED) PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9. 1.8; 1.7+ 1.6+ A I C I.S. C E 1.4+ L I E 1.3+ n ) xx A 1.2+ T ) XXX 1 1.5+ O xx N 1.0* X I I 0.9+0 5 I ) S 0.8+ X O 0.7+ 5 O ) X 0.6+0 0 O.S. x 0.4* 50 X 0.3* 5 X 0.2+ X I X 0.1+ 0 X 0.0; 0 1 2 3 4 5 PERIOD (SECONDS) Page 13 H I S A B . . . . (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION K LOAD DIRECTION FACTORS U' CASE/COMB S S DESCRIPTION 1 0.974 0.000 .0.226 LONGITUDINAL 5 2 0.226 0.000 0.974 TRANSVERSE 3 1.0. LONG • 0.3-TRANS 4 0.3LONG * 1.0TRANS Page 14 S E I S A B - . (Version 1.43) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD FREQUENCY CS I S S S 1.007 0.022 6.46 •9.613 0.000 3.591 2 0 .218 4.501 1.26 0.539 -0.064 •0.058 3 0.209 4.775 1.26 -1.527 -0.009 0.571 4 0.198 5.043 1.26 1.985 -0.011 0.743 5 0.151 6.642 1.15 -0.045 0.022 0.013 6 0.125 7.977 1.03 0.007 7.025 0.010 7 0.066 15.101 0.69 -0.958 0.086 0.349 0.063 15.901 0.67 0.913 -0.005 -0313 9 0.062 16.146 0.06 -0.419 0.003 0.224 THE 9 LONEST FREQUENCIES WERE EXTRACTED. Page 15 - S E I S A 9 - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) COC DISPLACEMENTS - .LEPT PAC E........ ROUT FACE .... ... OPNNG/CLS81C... ITEM 14 LNCTUDNL TRNSVRSE LNOTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0.984 0.128 0.984 0.138 0.000 0.000 2 0.128 0.017 0.128 0.017 0.000 1.010 3 1.022 0.533 1.022 0.133 0.100 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 ENT 2 1 0.904 0.128 0.994 0.128 0.090 0.000 2 0.128 0.017 0.129 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 BNF 3 1 0.994 0.128 0.994 0.128 0.000 0.000 2 0.128 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 ABU 4 1 0.984 0.128 0.984 0.126 0.000 0.000 2 0.128 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 Document6 ITEM LC VERT SHEAR LONGITUDNL TONY SHEAR LOMGITUDNL TONS' SHEAR ABS 1 1 7.7 564.3 73.4 0.0 569.0 2 1.4 73.4 8.6 0.0 74.0 3 0.1 506.3 70.3 0.0 591.2 4 3.7 242.7 31.6 0.0 244.7 ABU 4 1 9.6 564.4 73.4 0.0 569.1 2 1.7 73.4 9.6 0.0 74.0 3 50.1 506.4 76.3 0.0 595.3 4 4.6 242.7 31.6 0.0 244.8 LOAD CASE/COMB DESCRIPTION I LONGITUDINAL 2 TRANSVERSE 3 1.06ONG + 0.3TRANS 4 0.3 LONG + 1.0 TRANS Page 16 S E I S A B Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) COC COLUMN FORCES LNGITUDNL .... .... TRANSVRSE.... CL LAX LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION - - - 8SF 2 I ROT 5 253.7 5550. 3.6 93. 7.0 0.0 2 33.0 722. 0.5 12. 1.9 0.0 3 263.6 5767. 3.7 97. 7.6 0.0 4 109.2 2387. 1.5 40. 4.0 0.0 1 TOP S 174.9 0. 3.6 21. 7.0 0.0 2 22.0 D. 0.5 3. 1.8 0.0 3 101.0 0. 3.7 22. 7.5 0.0 4 75.2 0. 1.5 9. 3.9 0.0 BNT 3 I ROT 1 240.8 5298. 3.6 106. 13.9 0.0 2 31.3 609. 0.5 13. 2.4 0.0 3 250.2 5505. 3.7 110. 14.6 0.0 4 503.6 2279. 1.5 45. 6.5 0.0 S TOP 5 161.2 0. 3.6 37. 13.6 0.0 2 21.0 0. 0.4 5. 2.3 0.0 3 167.5 0. 3.7 30. 14.5 0.0 4 69.4 S. 1.5 16. 6.5 0.0 LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.OLONG a 0.3T0ANS 4 0.3 LONG a 1.0 TRANS Page 17 S 0 1 5 A B (VersiOn 1.42) 10/31/00 PoinSettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC ABUTMENT, HINGE AND .7OSIT FORCES H/B TO BRIDGE C.L. H/B TO ITEM C.L. N LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0 q.ONG • 0.3TRANS 4 0.PLONG + 1.OTRANS Run Time, 00:001 0.22 End Of Run. 6 I n DOKKEN I - ENGINE ER I NC ............... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 r44 pc- k I S r Ma C-NN&CT - -:c pow,-01-lIt- - ?E 7 A 5 - ' - - ss ----- --p ,c.r1 c I N H- -e i- a. , - '? zo. s w - -P42 iE/€ L7FPL) Tt€ -,'-iZ 'U4r-(4D 1 -1C) to~~ zo,tc s_s JOB SUBJECT LN II.) DATE I JOB NO. LL VQ BY I SHEET - - - CHECK of t'o = I Li 0 L H L4 LA S DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 .K?1c- V)L-T 4N7 t TIc'rk I (Z o LP' N I 4Z = )o 3 kD L*rr- U'o F - C) = SUBJECT N -iT k LA-N e Yfl '-' T 'j f'r'.) -T (W(NtN'1) U I JOB DATE JOB NO. BY SHEET CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 V.121.. o. % - '- =•L' /'-- - 4c. I) ttsyG -r - (Jo I.!\P.4-Cr-) Ll-W BY, - II - I• 14 z /F2 PL -+ o.l /PrL ~ z_,, ll(y .o9a/ 1.3 LL( _--_\_-.:---_ 3 .3 - - 4 CAeI * - S - F1eMZ -i-t-i: rZr JOB I SUBJECT DATE' I JOB NO. I I SHEET BY - - __________________ -- ----- - CHECK of DATE JOB NO. 109-15 BY SHEET V-3 CHECK 01 JOB SUBJECT raJ'rr-1'- -t LCr( Vft2L- DOKKEN ENGINEERING .11•••r I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 0 I— -- Nil I H mll L h 4? 111111111 _. 111111111 YZ- IZ. - -4- 4( '1.e S - 24. IN\je-RT: J4G) FE- H - _____________ I7- + _ ______________17- 12- L. K1 i =- /r- -( DOKKEN £ N GIN E ER I N G i.e.. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 Y4 9 32. K/rz (tO ) /F-r- (io , Is 16 'r-1 B . Z)- 4- •5 ,15 -/ 1M :JL . 3 ( z- J ',c %F-"(s. a j-a .30 IZ Z L ! + 3 L 0 v--pF - 3 20 J2 to ' Eth-. Iô (a' S p(it )IOtA TA1oR Rcoi=: /roR-3 WA-L4-:51 : 1 It4vtr '-.8l JOB SUBJECT o DATE JOB NO. ID 57- BY CHECK of B .L43..- - L,3 ,f . 4-.e4 -12,.c +-d -5f -.--5'ç tI°.5z- -- - -t--1,O(, - -24-.LI - S.I3 -4-a.3c --24-I.s 4-1 4-. - +)o -ILI,3( +LI,Ia -I3.3- 4-.11 -g.M5 4--.Z -.a-- - -i.- •: 4 •g --e.tf..Z, #•-3€• - - .7-C & 01 LL . - -6).32 4-.2Z - 4-.3' 4- .3 - .4-I3.(c' I3. 48( t& H0?_ 'S'2 6,20 +-o,U j-o.c --O. 1 - 4— 0I .-0.09 -> -o.oG -0-o - _,, - +l3.°t -is -V93 +S.\S -3 -9. - -- - C- 4-0 0 - -- 0 o3 -I- o .o'4 -o( --o.c'a -0-OZ - -4- I3.Th ó.'to 13.90 -o -g.zi -6w DOKKEN ENGINEERING .dok .....g .........tam -1aHN-ç Th RU3Lr1 e L4 - -- 71 (r 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 (T) (-U JOB SUBJECT DATE / JOB NO. t/l3/OD c>15 ? ETflAç L#N I '/ i4j BY SHE L 61 V11 i-7 CHECK of SUBJECT I - \? \/A-L) I DATE JOB NO. BY SHEET CHECK of I JOB I t-4i DOKKEN ENGINEERING I I•tIøI cF 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 )3 .1 K 4 lell~f tMI -I3.'IOi- 3.S5(M.f) .gL — 5..a - — /N .c—Pr f1TTIrTTTTIJ 11 1 1 ii 8. -F WVLL _ I,O9Zh54 L3 .,•-3l- P6) 310 L—----- . ao M - Fr) 5_ IS moDC< 11 11 CD CDrQ cr r— CD < - c CO co.0 -. + Cl) .. CD M - CD (a CD CD -'CD CL CD fl- c_CD CD Cl) 0 Cl) o CL 4 o (710 CD C) § Iir- 1.135 1.13! II VisualAnalysis 3.50.c Report 06/21/00 07:06:19 Proect: utility vault File: P:\1095_Pojnsettia\500\560_struc_calcs\560-10\vault\vau1t2.vap ompany: Dokken Engineering 'Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, 0Fahrenhejt, Seconds. Model Summary Structure Type: Plane Frame The model is linear. 4 Nodes 4 Member Elements Load Case Summary 7 Service Load Cases 1 Factored Cases Load Combination Summary Factored Case: DL+LL+earth Factor : Service Case 2.17 x floor LL 1.30 x floor dl 1.30 x left wall, load case 1 1.30 x right wall, load case 1 2.17 x roof LL 1.30 x roof load 1.30 x self weight Factored Case Combinations Load Case Case 'JL+LL+earth 7 Load Cases Load Case Strength Service Results l)floor LL No No None 2)floor dl " 3)left wall, load case 4)right wall, load case " 5)roof LL " 6)roof load " 7)self weight " " 1st Ord 8)DL+LL-fearth " Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/f tA3 IF Concrete 468.0000 467927.99 0.1700 0.1500 0.0000 Member Elements fember Material Length Weight Rzl Rz2 One Way -1- ft K Ml Concrete 8.2500 0.9281 Fix Fix Normal M2 " 10.7500 1.2094 " M3 8.2500 0.9281 10.7500 1.2094 Member Linear Loads Load Case Member Direction Offset End Offset Magnitudel. Magnitude2 Results Memb ft ft left wall, load case 1 Ml DX 0.0000 8.2500 1.5400 K/ft 0.2800 K/ft None 1 right wall, load case 1 M3 0.0000 8.2500 -0.2800 K/ft -1.5400 K/ft 1 Member Point Loads Load Case Member Direction Offset Magnitude Results Memb ft roof LL M2 DY 5.3750 -4.5200 K None 1 Member Uniform Loads €'oad Case Member Direction Offset End Offset Magnitude Results Memb ft ft floor LL M4 DY 0.0000 10.7500 0.3230 K/ft None 1 floor dl 0.0000 10.7500 0.6780 K/ft " 1 roof load M2 0.0000 10.7500 -0.2800 K/ft " 1 -2- VisualAnalysis 3.50.c Report 06/21/00 07:07:53 Project: utility vault -..File: P:\1095_Pojnsettia\500\560_struc_calcs\56010\vault\vaU1t2.Vap File: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Results Member Load Case Offset Dx Dy Axial Vy Mz ft ft ft K K K-ft Ml DL+LL+earth 0.0000 -0.0000 -0.0000 -8.8556 5.6383 -10.43 0.9167 -0.0000 0.0008 -8.7216 3.8895 -6.1041 1.8333 -0.0000 0.0013 -8.5875 2.3058 -3.2884 2.7500 -0.0001 0.0016 -8.4534 0.8873 -1.8346 3.6667 -0.0001 0.0018 -8.3194 -0.3660 -1.5940 4.5833 -0.0001 0.0019 -8.1853 -1.4504 -24389 5.5000 -0.0001 0.0019 -8.0512 -2.3659 -4.2114 6.4167 -0.0002 0.0017 -79172 -3.1162 -6.7387 7.3333 -0.0002 0.0011 -77831 -37014 -98724 8.2500 -0.0002 0.0000 -76491 -4.1214 -13.46 M2 " 0.0000 -0.0000 -0.0002 -4.1214 7.6491 -1346 1.1944 -00000 -0.0025 -41214 7.0396 -4.6958 2.3889 -0.0001 -0.0051 -41214 6.4301 3.3513 3.5833 -00001 -0.0075 -4.1214 58207 10.6655 4.7778 -0.0001 -00090 -4.1214 52112 17.2549 5.9722 -0.0001 -0.0090 -41214 -5.2112 17.2549 " 7.1667 -0.0001 -0.0075 -4.1214 -58207 106655 8.3611 -00001 -0.0051 -4.1214 -64301 3.3513 9.5556 -00001 -00025 -4.1214 -7.0396 -4.6958 11 11 10.7500 -0.0001 -00002 -4.1214 -76491 -13.46 M3 00000 0.0002 -0.0001 -7.6491 4.1214 -13.46 O ,, 09167 00002 00009 -7.7831 3.7014 -9.8724 18333 0.0002 00015 -7.9172 3.1162 -6.7387 27500 00001 0.0017 -8.0512 23659 -4.2114 3.6667 0.0001 0.0017 -8.1853 1.4504 -2.4389 45833 0.0001 0.0016 -8.3194 0.3660 -1.5940 5.5000 0.0001 00014 -8.4534 -08873 -1.8346 6.4167 0.0000 0.0011 -8.5875 -2.3058 -3.2884 7.3333 00000 00006 -8.7216 -3.8895 -6.1041 82500 00000 -00002 -8.8556 -5.6383 -10.43 M4 " 0.0000 00002 00000 -5.6383 7.7206 -10.43 1.1944 00002 -0.0017 -56383 60049 -2.2692 2.3889 00001 -0.0035 -5.6383 4.2892 3.8633 " 3.5833 0.0001 -00050 -5.6383 25735 7.9670 4.7778 0.0001 -0.0059 -5.6383 0.8578 10.0419 5.9722 0.0001 -0.0059 -5.6383 -0.8578 10.0419 7.1667 00001 -00050 -5.6383 -2.5735 7.9670 8.361 00000 -0.0035 -56383 -4.2892 3.8633 9.5556 0.0000 -0.0017 -5.6383 -6.0049 -2.2692 " 10.7500 -0.0000 0.0000 -5.6383 -7.7206 -10.43 -1- DO K K E N C IN E ER INC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ii (3 DO K K E N 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 GIN E E RING PHONE (858) 514-8377 • FAX (858) 514-8608 - o Ll ,I - .- i.34 a('Z') a V\iP4fJ •3 (')() I /py IG7r- - IO 1 T I S /F 3) ?4 L'°z)J 1-15 fri t3 S12- L1St4 y4 JOB SUBJECT DATE JOB NO. 10.1-5- TO . i-c--i A- L- "c- NrPeIt4) I BY SHEET - V.-I 1 of CHECK - VisualAn is (version 3.50.c) - utility vad#ed Jun 21 07:25:02 2000 Dokken Engineering, Brad Dokken DL+LL+earth Feet, Kips, Degrees Bending Moment Z All Members: Max = 16.91 K-ft (M4) Mm = -18.98 K-ft (Ml) C') C') 0 d VisualAnalysis 3.50.c Report 06/21/00 07:26:09 Project: utility vault File: P:\1095_Poinsettia\500\560_struc_calcs\56010\vaUlt\VaUltl0.VaP cThCompany: Dokken Engineering )Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, 9Fahrenheit, Seconds. Member Results Member Load Case Offset ft Dx ft Dy ft Axial K Vy K Mz K-ft Ml DL+LL+earth 0.0000 -0.0000 00000 -13.97 9.2858 -18.98 0.9167 -0.0000 0.0011 -13.83 7.1198 -11.50 1.8333 -0.0001 0.0015 -13.70 5.0050 -5.9638 2.7500 -0.0001 0.0017 -13.57 2.9413 -2.3210 " 3.6667 -0.0001 0.0017 -13.43 0.9287 -0.5282 4.5833 -0.0002 0.0017 -13.30 -1.0316 -0.5791 5.5000 -0.0002 0.0017 -13.16 -2.9396 -2.4251 6.4167 -0.0002 0.0015 -13.03 -4.7965 -5.9790 7.3333 -0.0003 0.0011 -12.90 -6.6022 -11.19 8.2500 -0.0003 0.0000 -12.76 -8.3569 -18.03 0.0000 -0.0000 -0.0003 -8.3569 12.7624 -18.03 1.1944 -0.0000 -0.0028 -8.3569 9.9263 -4.5361 2.3889 -0.0001 -0.0056 -8.3569 7.0902 5.6012 3.5833 -0.0001 -0.0080 -8.3569 4.2541 12.3848 4.7778 -0.0001 -0.0094 -8.3569 1.4180 15.8146 5.9722 -0.0002 -0.0094 -8.3569 -1.4180 15.8146 7.1667 -0.0002 -0.0080 -8.3569 -4.2541 12.3848 8.3611 -0.0002 -0.0056 -8.3569 -7.0902 5.6012 9.5556 -0.0002 -0.0028 -8.3569 -9.9263 -4.5361 10.7500 -0.0003 -0.0003 -8.3569 -12.76 -18.03 M3 " 0.0000 0.0003 -0.0003 -12.76 8.3569 -18.03 0.9167 0.0003 0.0008 -12.90 6.6022 -11.19 O " " 1.8333 0.0002 0.0012 -13.03 4.7965 -5.9790 2.7500 0.0002 0.0014 -13.16 2.9396 -2.4251 3.6667 0.0002 0.0014 -13.30 1.0316 -0.5791 4.5833 0.0001 0.0014 -13.43 -0.9287 -0.5282 5.5000 0.0001 0.0014 -13.57 -2.9413 -2.3210 6.4167 0.0001 0.0012 -13.70 -5.0050 -5.9638 7.3333 0.0000 0.0008 -13.83 -7.1198 -11.50 8.2500 0.0000 -0.0003 -13.97 -9.2858 -18.98 M4 0.0000 0.0003 0.0000 -9.2858 13.3563 -18.98 1.1944 0.0003 -0.0025 -9.2858 10.3883 -4.8643 2.3889 0.0002 -0.0055 -9.2858 7.4202 5.7447 35833. 0.0002 -0.0080 -9.2858 4.4521 12.8439 4.7778 0.0002 -0.0094 -9.2858 1.4840 16.4334 5.9722 0.0001 -0.0094 -9.2858 -1.4840 16.4334 7.1667 0.0001 -0.0080 -9.2858 -4.4521 12.8439 8.3611 0.0001 -0.0055 -9.2858 -7.4202 5.7447 9.5556 0.0000 -0.0025 -9.2858 -10.39 -4.8643 10.7500 -0.0000 0.0000 -9.2858 -13.36 -18.98 -1- VisualAnalysis 3.50.c Report 06/21/00 07:25:52 Project: utility vault File: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vau1t10.vap .—.Company: Dokken Engineering )Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Model Summary Structure Type: Plane Frame The model is linear. 4 Nodes 4 Member Elements Load Case Summary 7 Service Load Cases 1 Factored Cases Load Combination Summary Factored Case: DL+LL+earth Factor : Service Case 2.17 x floor LL 1.30 x floor dl 1.30 x left wall, load case 1 1.30 x right wall, load case 1 2.17 x roof LL 1.30 x roof load 1.30 x self weight Factored Case Combinations Load Case Case OL+LL+earth 7 Load Cases Load Case Strength Service Results 1)f].00r LL No No None 2)floor dl 3)left wall, load case 4)right wall, load case " 5)roof LL " 6)roof load 7)self weight " " 1st Ord 8) DL+LL+earth Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/f tA3 /F Concrete 468.0000 467927.99 0.1700 0.1500 0.0000 Member Elements Member Material Length Weight Rzl Rz2 One Way 3 -1- ft K Ml Concrete 8.2500 0.9281 Fix Fix Normal M2 " 10.7500 1.2094 M3 " 8.2500 0.9281 (M4 10.7500 1.2094 Member Linear Loads Load Case Member Direction Offset End Offset Magnitudel. Magnitude2 Results Memb ft ft left wall, load case 1 Ml DX 0.0000 8.2500 1.8400 K/ft 1.4500 K/ft None 1 right wall, load case 1 M3 0.0000 8.2500 -1.4500 K/ft -1.8400 K/ft 1 Member Point Loads This item is empty. Check the selection state, or report properties. Member Uniform Loads Load Case Member Direction Offset End Offset Magnitude Results Memb ft ft floor LL M4 DY 0.0000 10.7500 0.1880 K/ft None 1 0.0000 10.7500 1.7100 K/ft " 1 loor dl Of oof LL M2 " 0.0000 10.7500 -0.1880 K/ft " 1 roof load " " 0.0000 10.7500 -1.4000 K/ft " 1 -2- DOKKEN ENGINEERING II 0.11.1.... i 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE '(858) 514-8377 • FAX (858) 514-8608 ~A~n~\/u > = v:Ir&oo I. I - W LL. /r-'-- vo z 0 l . f . 42 (a) \WfrvU- = (3__ :'\ -. ' () - A? () =Ch-) - 0(s- 13 _.z6 CL-4- \/L, AI j CO JOB I SUBJECT 0 DATE JOB NO. BY SHEET CHECK of T%N41TIA L-.-N€ N) 'L7rlL-17( \/A-L-1 L-717- 0 DOKKEN EN CI NE ER INC 4. . .. .I... r I. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 *- g,'( V(60?- ?Rt-M"\ - M M L) -'1 PCs ,-r iv c-&1 CL) -t_ I €.. -. - o. Z :~ t'4 l co-1?oT& i&vE c a.r 1"-2" - (z / Fr) _ I f.1i 3c), . (-&) (. 6 t-l I -zzc>z)C- i - ocQ p. JOB SUBJECT I c- _________-____ DATE JOB NO. 1.5 BY SHEET 6A vv CHECK 01 -piiri- A-E I - SUBJECT L T'( \/A-k-) L-T DATE JOB NO. BY SHEET of CHECK JOB I I -) DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 4)m — N I I 5a) C 12- 14-6 N) /I- -OMPL)T - - c ? DOKKEN EN C I NE ER! N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 . a - I I=) -_---- (OO ,,7 5Z 'I ('A Mc. foe.vr v 6 i -80 INZ- Z5 K7Z A 3.O ----,----- .- - r?TL)2 tA T=oCt(LT .Z. 'I .1 I 3 - I U6 * = QI Z 70)a1 JOB tAr L-1VN P&N I I SUBJECT DATE I JOB NO. BY SHEET ''lj-zpI CHECK of 1 DOKKEN G I N E E B i N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 C-;= -' p V E- PS-Tt-j - - -* N-?-r- A-5 t8 v-FT rz( * 7 €. '9" - .33 IB '- /r -i - .. 3.) A- A-s Z7 = __ (DO, c2 PSt A6 7 em < ,sS _,3 57) $V l'L)T- 14 4: M - = . TT go I ML((.o) - So .08 K. ?- JOB SUBJECT I DATE JOB NO. 1095 i BY A SHEET CHECK of A' I' az -' T.A.kk OKKEN NGINEERING .s•S(I ...... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 =0 1 .ZG) F7 WkL6 B-iz. p(A.- = - 2 = P14. L.rP 2 'S LL~—' ~1 1 w ------ = ZZ-1 -*•5'-2 goi if '-I L4 "5 lf if .-i-cV JOB SUBJECT DATE I JOB NO. 1 e7rTt..._---'1 VA--r BY I SHEET __ '"I I Y--2- CHECK I of ¼DOKKEN C I N E E B I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 - PHONE (858) 514-8377 • FAX (858) 514-8608 flpE 5L)?Qc- 31W. PA. SPOL- sc' ? CD. - .tl 10.2. T - fp($ L-t L.er ZL . 2.(e'i= lot Fc' - -j,414 Li F A \TZV =J &b 'fl -rj - SUBJECT DATE JOB NO. 1t09.S I L7r L— VA-'-) BY SHEET U I I of I CHECK % -- ) I JOB A- _A DOKKEN C I N £ E Il I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 DOKKEN ENGINEERING ...gI...rL.g... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 *- 1 LLGT w-p /, M(M.(ML.7V1 / M A-c' r- L) N't , = . 3o - - 1Z-D r- C i- I Ac) /4 xcz..' 3-3ocI.k, 1.0 -(-) ( 'Fu) 4) T 1K{ y v c= •1-4 =- U6cE Ec' )()( 120 Z> €_ iA-i= t) - 4> Fv/ A-W 174) (-5& Ks.') =- [~ . 14 N. TQ & -P - -r Zo ------- ) T0(2E - i 2. - = aim = 2i76.1 - o5 < - 9 Z. < ,c us " Fi JOB I SUBJECT I DATE I JOB NO. L- v'A-. L-r FIP fpojr BY SHEET CHECK of RMDOKKEN E N G I N E E R I N G 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 _7t ( A6 .)M e- ,644 — ?1-c-- ç4 12 - cl if .1" JZ' 12-' V4I? (a 96/r.r i- 3(-.t 9/F7-) - 12 ( e)) %) poTY-4 • - 4. z..(I -)-) J-• A- T) - 5' V L) #L... A A-1 161 M ---: -j-- L). - c - 33 -' M= •''S"J'1 (33> ~~G) tiM Z2.oLA \'- = DATE I E JOB B NO. - BY SHEET SUBJECT I ./::/ 1ot ] __ JOB -I-. CHECK I of RMDOKKEN E N G I N £ £ R I N 6 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 '.-=- \X/ I.F.3Z A- i.z-+ ItL2 r'- T-0 a( t 4 en 3 -- 1.16 o.&10 7) VI/ I.T6.1Cu1 I W(p 4p) I3 NJ '--iSt'L1 crkiZ '5Tr...- P?e JOB SUBJECT D JOB NO. I ATE I o N - I -4E BY SHEET CHECK of - DOKKEN ENGINEERING ...ii ........... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Th ,- i 1Th'i ,4 H frr4 , Er(2 r1. t G (N = F2- .13e 1" V60A--- LN'L R7rC_fl 4'S e _ E 1 F8 r4eV5 :3 4TM ,.5(LfsI)Ab t) Ab (2 '2. L 33.Th5 sm u e / // A-. ,4-t•.4 o(2. — = . ' ? rO( & 3. K' #4- N-II c' (I L) (;t'11 Vt 'NT 0 2 7 t At 7- OLr -tt I JOB I I Li E- I SUBJECT I DATE I JOB NO. IJc lts I ?' pa BY ' SHEET I I 01 aa) CHECK VisuaIAna' (version 3.50.c) - pipe hang, Fri Jun 30 16:16:44 2000 Dokken Engineering, Brad Dokken Factored Case 1 Bçpjt[Degrees All Members: Max = 0.516 K-ft (M7) Mm = -0.498 K-ft (M8) T3€, i<s 0 VisualAnalysis 3.50.c Report 06/30/00 16:18:41 Project: pipe hanger A File: Untitled.Vap Company: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Nodal Displacements Node Load Case DX DY RZ ft ft deg N8 Factored Case 1 0.0000 -0.0035 0.1458 0: -1- VisualAnalysis 3.50.c Report 07/05/00 08:15:37 Project: pipe hanger A File: P:\1095_Poinsettia\500\560_StruC_Ca1CS\56010\PiPe Hanger A.vap 'ompany: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Model Summary Structure Type: Plane Frame The model is linear. 9 Nodes 9 Member Elements Load Case Summary 1 Service Load Cases 1 Factored Cases Load Combination Summary Factored Case: Factored Case 1 Factor : Service Case 1.20 x Service Case 1 Factored Case Combinations Load Case Case Factored Case 1 1 Load Cases 3Load Case Strength Service Results l)Service Case 1 No No None 2)Factored Case 1 " 1st Ord Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/f tfl3 /F Steel -NA- 4176000.00 0.3000 0.4900 0.0000 Member Elements Member Material Length ft Weight Rz1 Rz2 One Way K Ml Steel 1.7500 0.0076 Fix Fix Normal M2 " 0.5000 0.0022 " M3 " 1.0833 0.0047 " M4 " 1.0833 0.0047 " M5 " 0.5000 0.0022 " M6 " 1.7500 0.0076 " M7 " 0.8958 0.0039 " M8 " 1.3750 0.0059 " " M9 " 0.8958 0.0039 " " -1- Member Linear Loads his item is empty. Check the selection state, or report properties. Member Point Loads This item is empty. Check the selection state, or report properties. Member Uniform Loads This item is empty. Check the selection state, or report properties. -2- VisualAnalysis 3.50.c Report 07/05/00 08:16:24 Project: pipe hanger A -Fi1e: P:\1095_Poinsettia\500\560_StrUC_CalCS\56010\PiPe Hanger A.vap 'ompany: Dokken Engineering Engineer: Brad Dokkeri Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Results Member Load Case Offset DX Dy Axial Vy Mz ft ft ft K K K-ft Ml Factored Case 1 0.0000 -0.0008 0.0000 1.1338 -0.2326 0.5164 0.1944 0.0008 -0.0004 1.1348 -0.2326 0.4712 0.3889 -0.0008 -0.0007 1.1358 -0.2326 0.4259 0.5833 -0.0008 -0.0008 1.1368 -0.2326 0.3807 0.7778 -0.0007 -0.0009 1.1378 -0.2326 0.3355 0.9722 -0.0007 -0.0008 1.1389 -0.2326 0.2903 1.1667 -0.0007 -0.0007 1.1399 -0.2326 0.2451 1.3611 -0.0007 -0.0005 1.1409 -0.2326 0.1999 1.5556 -0.0007 -0.0003 1.1419 -0.2326 0.1546 1.7500 -0.0007 -0.0000 1.1429 -0.2326 0.1094 M2 " 0.0000 0.0000 -0.0007 -0.2326 -1.1429 0.1094 0.0556 0.0000 -0.0006 -0.2326 -1.1432 0.0459 0.1111 0.0000 -0.0005 -0.2326 -1.1435 -0.0176 0.1667 0.0000 -0.0004 -0.2326 -1.1438 -0.0811 0.2222 0.0000 -0.0004 -0.2326 -1.1440 -0.1447 0.2778 0.0000 -0.0003 -0.2326 -1.1443 -0.2083 0.3333 0.0000 -0.0002 -0.2326 -1.1446 -0.2718 0.3889 0.0000 -0.0001 -0.2326 -1.1449 -0.3354 0.4444 0.0000 -0.0001 -0.2326 -1.1452 -0.3990 0.5000 0.0000 -0.0000 -0.2326 -1.1455 -0.4627 M3 " 0.0000 0.0000 -0.0000 -0.0000 0.6427 -0.4627 AMIk 0.1204 0.0000 0.0001 -0.0000 0.6421 -0.3853 0.2407 0.0000 0.0001 -0.0000 0.6415 -0.3081 0.3611 0.0000 0.0001 -0.0000 0.6409 -0.2309 0.4815 0.0000 0.0001 -0.0000 0.6402 -0.1538 0.6019 0.0000 0.0001 -0.0000 0.6396 -0.0768 0.7222 0.0000 0.0001 -0.0000 0.6390 0.0002 0.8426 0.0000 0.0000 -0.0000 0.6384 0.0770 0.9630 0.0000 0.0000 -0.0000 0.6377 0.1538 1.0833 0.0000 0.0000 -0.0000 0.6371 0.2306 M4 " 0.0000 0.0000 0.0000 -0.0000 -0.6371 0.2306 0.1204 -0.0000 0.0000 -0.0000 -0.6377 0.1538 0.2407 -0.0000 0.0000 -0.0000 -0.6384 0.0770 0.3611 -0.0000 0.0001 -0.0000 -0.6390 0.0002 0.4815 -0.0000 0.0001 -0.0000 -0.6396 -0.0768 0.6019 -0.0000 0.0001 -0.0000 -0.6402 -0.1538 0.7222 -0.0000 0.0001 -0.0000 -0.6409 -0.2309 0.8426 -0.0000 0.0001 -0.0000 -0.6415 -0.3081 0.9630 -0.0000 0.0001 -0.0000 -0.6421 -0.3853 1.0833 -0.0000 -0.0000 -0.0000 -0.6427 -0.4627 MS " 0.0000 -0.0000 -0.0000 -0.2326 1.1455 -0.4627 0.0556 -0.0000 -0.0001 -0.2326 1.1452 -0.3990 0.1111 -0.0000 -0.0001 -0.2326 1.1449 -0.3354 0.1667 -0.0000 -0.0002 -0.2326 1.1446 -0.2718 0.2222 -0.0000 -0.0003 -0.2326 1.1443 -0.2083 0.2778 -0.0000 -0.0004 -0.2326 1.1440 -0.1447 0.3333 -0.0000 -0.0004 -0.2326 1.1438 -0.0811 0.3889 -0.0000 -0.0005 -0.2326 1.1435 -0.0176 0.4444 -0.0000 -0.0006 -0.2326 1.1432 0.0459 0.5000 -0.0000 -0.0007 -0.2326 1.1429 0.1094 M6 0.0000 0.0007 -0.0000 1.1429 0.2326 0.1094 0.1944 0.0007 -0.0003 1.1419 0.2326 0.1546 0.3889 0.0007 -0.0005 1.1409 0.2326 0.1999 -1- 0.5833 0.0007 -0.0007 1.1399 0.2326 0.2451 0.7778 0.0007 -0.0008 1.1389 0.2326 0.2903 0.9722 0.0007 -0.0009 1.1378 0.2326 0.3355 1.1667 0.0008 -0.0008 1.1368 0.2326 0.3807 1.3611 0.0008 -0.0007 1.1358 0.2326 0.4259 1.5556 0.0008 -0.0004 1.1348 0.2326 0.4712 " 1.7500 0.0008 0.0000 1.1338 0.2326 0.5164 M7 0.0000 -0.0000 0.0008 0.2326 -1.1338 0.5164 0.0995 -0.0000 0.0010 0.2326 -1.1333 0.4036 0.1991 -0.0000 0.0013 0.2326 -1.1328 0.2908 0.2986 -0.0000 0.0016 0.2326 -1.1323 0.1781 0.3981 -0.0000 0.0020 0.2326 -1.1317 0.0654 0.4977 -0.0000 0.0023 0.2326 -1.1312 -0.0472 0.5972 -0.0000 0.0026 0.2326 -1.1307 -0.1598 0.6968 -0.0000 0.0030 0.2326 -1.1302 -0.2723 0.7963 -0.0000 0.0033 0.2326 -1.1297 -0.3848 0.8958 -0.0000 0.0035 0.2326 -1.1292 -0.4972 M8 0.0000 -0.0000 0.0035 0.2326 -00036 -0.4972 0.1528 -0.0000 0.0039 0.2326 -0.0028 -0.4977 0.3056 -0.0000 0.0041 0.2326 -0.0020 -0.4981 0.4583 -0.0000 0.0043 0.2326 -0.0012 -0.4983 0.6111 -0.0000 0.0044 0.2326 -0.0004 -0.4984 0.7639 0.0000 0.0044 0.2326 0.0004 -0.4984 0.9167 0.0000 0.0043 0.2326 0.0012 -0.4983 1.0694 0.0000 0.0041 0.2326 0.0020 -0.4981 1.2222 0.0000 0.0039 0.2326 0.0028 -0.4977 1.3750 0.0000 0.0035 0.2326 0.0036 -0.4972 M9 0.0000 0.0000 0.0035 0.2326 1.1292 -0.4972 0.0995 0.0000 0.0033 0.2326 1.1297 -0.3848 0.1991 0.0000 0.0030 0.2326 1.1302 -0.2723 0.2986 00000 0.0026 0.2326 1.1307 -0.1598 0.3981 0.0000 0.0023 0.2326 1.1312 -0.0472 0.4977 0.0000 0.0020 0.2326 1.1317 0.0654 " 0.5972 0.0000 0.0016 0.2326 1.1323 0.1781 0.6968 0.0000 0.0013 0.2326 1.1328 0.2908 0.7963 0.0000 0.0010 0.2326 1.1333 0.4036 0.8958 0.0000 0.0008 0.2326 1.1338 0.5164 -2- VisuaIAn s (version 3.50.c) - pipe Wed Jul 05 09:21:48 2000 Dokken Engineering, Br Factored Case 1 Feet, Kips, Degrees Bending Moment Z All Members: Max = 0.483 K-ft (Ml 1) Mm = -0.483 K-ft (M 10) I 41fl 2 MO VisualAnalysis 3.50.c Report 07/05/00 09:22:05 Project: pipe hanger A -" File: P:\1095_Poinsettia\500\560_struC_cálcs\56010\PiPe Hanger B.vap ompany: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Nodal Displacements Node Load Case DX DY. RZ ft ft deg Ni Factored Case ]. . 0.0000 -0.0001 00908 N2 -0.0000 -0.0001 0.0025 N3 -0.0000 -0.0000 0.0111 N4 0.0000 0.0000 0.0000 N5 0.0000 -0.0000 -0.0111 N6 " 0.0000 -0.0001 -0.0025 N7 . -0.0000 -0.0001 -0.0908 N8 . n -0.0000 0.0009 -0.0389 N9 0.0000 0.0009 0.0389 N10 -0.0000 -0.0045 -0.1852 Nil 0.0000 -0.0045 0.1852 Nodal Reactions Node Load Case FX FY MZ K K K-ft N3 Factored Case 1 0.2090 0.6890 -NA- N4 -0.0000 -0.2621 -NA- -0.2090 0.6890 -NA- Member Internal Forces Member Load Case Offset ft Axial K Vy K Mz K-ft Ml Factored Case 1 0.0000 0.5368 0.2090 -0.3443 0.2778 0.5382 0.2090 -0.2862 0.5556 0.5397 0.2090 -0.2281 0.8333 0.5411 0.2090 -0.1700 1.1111 0.5426 0.2090 -0.1120 1.3889 0.5440 0.2090 -0.0539 1.6667 0.5454 0.2090 0.0042 1.9444 0.5469 0.2090 0.0622 2.2222 0.5483 0.2090 0.1203 2.5000 0.5498 0.2090 0.1784 M2 " 0.0000 0.2090 -0.5498 0.1784 0.0556 0.2090 -0.5500 0.1478 0.1111 0.2090 -0.5503 0.1172 0.1667 0.2090 -0.5506 0.0867 0.2222 0.2090 -0.5509 0.0561 0.2778 0.2090 -0.5512 0.0254 0.3333 0.2090 -0.5515 -0.0052 0.3889 0.2090 -0.5518 -0.0358 0.4444 0.2090 -0.5521 -0.0665 0.5000 0.2090 -0.5523 -0.0972 M3 " 0.0000 0.0000 0.1366 -0.0972 " 0.1204 0.0000 0.1360 -0.0808 0.2407 0.0000 0.1354 -0.0644 -1- 0.1667 0.0000 0.5277 -0.3952 0.3333 0.0000 0.5269 -0.3073 0.5000 0.0000 0.5260 -0.2196 " 0.6667 0.0000 0.5251 -0.1320 0.8333 0.0000 0.5243 -0.0446 1.0000 0.0000 0.0026 -0.0006 1.1667 0.0000 0.0017 -0.0003 1.3333 0.0000 0.0009 -0.0001 1.5000 0.0000 -0.0000 -0.0000 Mil 0.0000 0.0000 -0.5286 0.4832 0.1667 0.0000 -0.5277 0.3952 0.3333 0.0000 -0.5269 0.3073 0.5000 0.0000 -0.5260 0.2196 0.6667 0.0000 -0.5251 0.1320 0.8333 0.0000 -05243 0.0446 1.0000 0.0000 -0.0026 0.0006 1.1667 0.0000 -0.0017 0.0003 1.3333 0.0000 -0.0009 0.0001 1.5000 0.0000 0.0000 0.0000 -3- 1 0.3611 0.0000 0.1348 -0.0482 0.4815 0.0000 0.1342 -0.0320 0.6019 0.0000 0.1335 -0.0159 0.7222 0.00004 0.1329 0.0002 " 0.8426 0.0000 0.1323 0.0161 0.9630 00000 0.1317 0.0320 1.0833 0.0000 0.1310 0.0478 M4 0.0000 0.0000 -0.1310 0.0478 0.1204 0.0000 -0.1317 0.0320 0.2407 0.0000 -0.1323 0.0161 0.3611 0.0000 -0.1329 0.0002 0.4815 0.0000 -0.1335 -0.0159 0.6019 0.0000 -0.1342 -0.0320 0.7222 0.0000 -0.1348 -0.0482 0.8426 0.0000 -0.1354 -0.0644 " 0.9630 0.0000 -0.1360 -0.0808 1.0833 0.0000 -0.1366 -0.0972 MS 0.0000 0.2090 0.5523 -0.0972 0.0556 0.2090 0.5521 -0.0665 0.1111 0.2090 0.5518 -0.0358 01667 0.2090 0.5515 -0.c052 02222 0.2090 0.5512 0.0254 0.2778 0.2090 0.5509 0.0561 " 0.3333 0.2090 0.5506 0.0867 0.3889 0.2090 0.5503 0.1172 0.4444 0.2090 0.5500 0.1478 0.5000 0.2090 0.5498 0.1784 M6 0.0000 0.5498 -0.2090 0.1784 0.2778 0.5483 -0.2090 0.1203 0.5556 05469 -0.2090 0.0622 " 0.8333 0.5454 -0.2090 0.0042 1.1111 0.5440 -0.2090 -0.0539 1.3889 0.5426 -0.2090 -0.1120 " 1.6667 05411 -0.2090 -0.1700 1.9444 0.5397 -0.2090 -0.2281 2.2222 0.5382 -0.2090 -0.2862 2.5000 0.5368 -0.2090 -0.3443 0.0000 -0.2090 -0.0082 0.1390 0.0995 -0.2090 -0.0077 0.1382 0.1991 -0.2090 -0.0072 0.1375 0.2986 -0.2090 -0.0067 0.1368 0.3981 -0.2090 -0.0061 0.1361 0.4977 -0.2090 -0.0056 0.1355 0.5972 -0.2090 -0.0051 0.1350 0.6968 -0.2090 -0.0046 0.1345 0.7963 -0.2090 -0.0041 0.1341 0.8958 -0.2090 -0.0036 0.1337 M8 " 0.0000 -0.2090 -0.0036 0.1337 0.1528 -0.2090 -0.0028 0.1332 0.3056 -0.2090 -0.0020 0.1329 " 0.4583 -0.2090 -0.0012 0.1326 0.6111 -0.2090 -0.0004 0.1325 0.7639 -0.2090 0.0004 0.1325 0.9167 -0.2090 0.0012 0.1326 1.0694 -0.2090 0.0020 0.1329 1.2222 -0.2090 0.0028 0.1332 1.3750 -0.2090 0.0036 0.1337 M9 0.0000 -0.2090 0.0036 0.1337 0.0995 -0.2090 0.0041 0.1341 " 0.1991 -0.2090 0.0046 0.1345 0.2986 -0.2090 0.0051 0.1350 0.3981 -0.2090 0.0056 0.1355 0.4977 -0.2090 0.0061 0.1361 " 0.5972 -0.2090 0.0067 0.1368 0.6968 -0.2090 0.0072 0.1375 0.7963 -0.2090 0.0077 0.1382 0.8958 -0.2090 0.0082 0.1390 M10 0.0000 0.0000 0.5286 -0.4832 -2- VisualAna' (version 3.50.c) - pipe hang,, Wed Jul 05 10:12:19 2000 Dokken Engineering, Brad Dokken Factored Case 1 Feet, Kips, Degrees Bending Moment Z All Members: Max = 0.527 K-ft (M7) Mm = -0.251 K-ft (Ml 1) 1;LI jtP ,( 4M ~L M Lk- FT- Z. 0 DOKKEN E N G I N C C R I N G POINSETTIA LANE OVERHEAD WIDENING DESIGN CALCULATIONS City Project No. 3551 Dokken Project No. 1095 VESS/441 M.W. Salveson No. C56351 I Exp. 3/31/01 * OF C DATE / 9665 Chesapeake Drive, Suite 435, San Dieog, CA 92123 Phone (858) 514-8377 0 Fax (858) 514-8608 INDEX TO STRUCTURAL CALCULATIONS POINSETTIA LANE OVERHEAD WIDENING CITY PROJECT No. 3551 DOKKEN PROJECT No. 1095 DESCRIPTION PAGE YIELD.......................................................................................................................... P-OO1 COLX...........................................................................................................................P-005 Capacities........ .............................................................................................................P-009 PierWall Loadings.......................................................................................................P-014 BEARINGPADS ................................................................................................................... BP-OOl ABUD......... ................................................................................................................. A-OO1 MovmentRating..........................................................................................................A-005 SeatWidth .............................................................. . .................................................... A-006 Wingwall.....................................................................................................................A-007 Piles.............................................................................................................................A-014 SEISMIC ANALYSIS Pier Wall Displacements .............................................................................................. S-OO1 SlabDowels..................................................................................................................S-002 SEISABInput...............................................................................................................S-003 SEISAB (Abutment Fixed Longitudinally) .................................................................S-024 SEISAB (Abutment Free) ............................................................................................S-03 1 FOOTING OverstrengthLoading ................................................................................................... F-OO1 FOOT...........................................................................................................................F-002 SUPERSTRUCTURE PrecastSlab ............................................................................................................... SS-OO1 UTILITY VAULT Vault............................................................................................................................. V-001 PIPE HANGERS Hangers........................................................................................................................ H-OO1 DESIGNQUANTITIES .....................................................................................................DQ-OO1 calc_irtd.doc i • 0. 0. 1 • 101 0 00 0 0 • - . .0 S : 0000 'I..0 ou 000 .00 0 0 : - 0 I0OOr-O:.O-.0 I.0O(J : :0 ( - PIEK. c 20 -5.95 6.00 21 -17.84 6.00 22 -29.73 6.00 23 -41.62 6.00 24 -53.51 6.00 25 -65.41 6.00 26 -77.30 6.00 27 -89.19 6.00 28 -101.08 6.00 29 -612.97 6.00 30 -124.86 6.00 31 -136.76 6.00 32 -148.65 6.00 33 -160.54 6.00 34 -172.43 6.00 35 -184.32 6.00 36 -196.22 6.00 37 -208.11 6.00 38 -220.00 6.00 39 -220.00 -6.00 40 -208.11 -6.00 41 -106.22 -6.00 42 -184.32 -6.00 43 -172.43 -6.00 44 -160.54 -6.00 45 -108.65 -6.00 46 -136.76 -6.00 47 -124.86 -6.00 48 -112.97 -6.00 49 -101.08 -6.00 50 -89.19 -6.00 51 -77.30 -6.00 52 -65.41 -6.00 53 -53.51 -6.00 54 -41.62 -6.00 55 -29.73 -6.00 56 -17.88 -6.00 57 -5.95 -6.00 5 5.95 -6.00 59 17.84 -6.00 60 29.73 -6.00 61 41.62 -6.00 62 53.51 -6.00 63 65.41 -6.00 64 77.30 -6.00 65 89.19 -6.00 66 101.08 -6.00 67 112.97 -6.00 68 124.86 -6.00 69 136.76 -6.00 70 148.65 -6.00 71 160.50 -6.00 72 172.43 -6.00 73 184.32 -6.50 74 196.22 -6.00 75 208.11 -6.00 76 220.00 -6.00 Footing Date File: YES Type Footing: PILE Moment Distribution Fact Column Steel Location Ductility --- To p -------Bottom---: Percent Length Tiel Top'l Factor DAY DAlI DOT DBX Impact (Feet) Spirali BettoonO Z) 0.99 0.99 0.30 0.00 15.00 29.75 1 0 4.00 Column Group Leads - Service (k-It) LLslepact Coas I Case 2 Case 3 Dead Pro Trano Long Axial Load Stress NY-Max MY-Mao N-MOO Wind WI LF CF-MY Temp MY 0 0 0 0 0 0 352 18 0 12 MX 0 0 0 9 0 651 74 86 0 59 P 700 0 0 0 172 0 0 0 0 0 PNY 0 0 0 0 P80 0 0 0 0 P 0 0 161 0 Column Seismic and Arbitrary Loads k-It) )ARS) Unreduced Seismic Arbitrary Loads Arbitrary Loads Cone 1 Case 2 Service Service Factored Factored Max Tr-Mae Long ALl AL2 ALl AL2 MY Tran 0. 0. 0. 0. 0. 0. MX Long 0. 0. 0. 0. 0. 0. P Axial 0. 0. 0. 0. 0. 0. Title 1095 POINSETTIA LN 11:36:05 10/31/00 P000 6 WARNING: The ratio of the column clear height to the maximum width is lees than 2.5. Therefore, the section may be a pier wall and should be doeigned as a column only in the longitudinal direction and as a shear well in the transverse direction (Code 1.4.11). The transverse moments are sot equal to core. Title 1095 P0190E'rl'IA LN 11:36:05 10/31/00 page 7 Factored Loads for Column Design Check (kip-ft) The main longitudinal steel is assumed to be I 8 bars. Title 1095 POINSE'rFIA IN 11:36:05 10/31/00 Page 4 Initial Reference Data Total Area Of the Section 80 49.33 (t"2 Nominal Axial Load Strength P0 23061.34 kips Total Reinforcement Area AST 60.04 in--2 Percent Steel 0.85 Greee Moment of Inertia about Y-aOin IYC 5626.11 ft"4 Orose Moment of Inertie about X-axis IXC 7.31 1t '4 Steal Moment of Inertia about Y-axie ITS 49.2383 It '4 Steel Moment of Inertia about 0-axis lOS 0.1042 ft"4 Title 1095 POINSETTIA IN 11:36:05 10/31/00 Page 5 Column Load Data 1k-It) Load Name LOADS BOTTOM Applied factored moments are magnified for slenderness ineccordonce with Cal trane Bridge Design Specifications. tArt Length 29.75 It PC 3.25 kni FT 60.00 ksi Steel 0.85 5 AS? 60.04 sq in Applied Factored -------. Capacity Group Cane Trans Long Comb Axial IPHlMOI PHI Ratio MY MX 8 P KU 80/8 IN 1 0. 67. 67. 682. 2063. 0.86 010 OH 2 0. 67. 67. 682. 2063. 0.86 OK OH 3 0. 142. 142. 1283. 2289. 0.82 OK Op i 0. 67. 67. 682. 2063. 0.8.....OK IF 2 0. 67. 67. 682. 2063. 0.8.....OK IF 3 0. 119. 119. 1119. 2228. 0.8. .... OK II 0. 927. 927. 682. 2063. 0.86 2.23 OK III 0 0. 506. 506. 682. 2863. 0.86 4.08 OK III 2 0. 506. 506. 682. 2063. 0.86 4.08 OK III 3 0. 548. 548. 1134. 2234. 0.83 4.07 010 IV 1 0. 84. 84. 682. 2063. 0.8. ....OK IV 2 0. 04. 84. 682. 2063. 0.86....OK IV 3 0. 521. 121. 1134. 2234. 0.8. .... OK V 0. 967. 967. 656. 2053. 0.86 2.12 OK VS 1 0. 564. 564. 656. 2053. 0.86 3.64 OK VI 2 0. 564. 564. 656. 2053. 0.86 3.64 0)0 VI 3 0. 609. 609. 1090. 2217. 0.83 3.64 OK VII 1 0 63. 63. 700. 2592. 1.1. .... OK VII 2 0.. 63. 63. 700. 2592. 1.1. .... OK NOTE: The axial JARS) unreduced seismic loads JPJ are net divided 2 PIEK. C 0 Title 1095 POINSETTIA LW 11:36:05 10/31/00 Page 10 - 3 Vi by the ductility factor Z. Title 1095 POINSETTIA LW 11:36:05 10/31/00 Page 8 Moment l4agnificetion end Buckling Calculatione REFIR4CE: Caltrana Bridge Design SpecificatjOfls (Art 8.16.5) (Column assumed to be unbraced against sidesway.( RACY Moment MsgnifactiOn Factor about Y-aois MACI Moment Magnifaction Factor about 0-axis PCY Critical Buckling Load about Y-axis PCX Critical Buckling Load about X-axis KY Effective Length Factor about 0-axis 2.10 KS Effective Length Factor about 1-axis 2.10 KYL/R Slenderness Ratio about Y-:xi: 6, KXLIB 5 Slenderness Ratio about I-acm s162. 109 Stool Moment of Inertia about 0-asiC 49.2383 ft"4 IllS Steel Moment of Inertia about I-aoio 0.1042 1 t"4 Moment Cracked Critical :-Nagnification-:--Transformed Section-- : ..... on--:----- Bucklin----- - Aaial OR CA Tram Long Comb E• IY E II Tram Long Load MACV RAGS MAC PCY PC I P III 1 1.000 1.095 1.095 1391425249. 2126620. 3518416. 5377. 468. 16 2 1.000 1.095 1.095 1391425249. 2126620. 3518416. 5377. 468. OH 3 1.000 1.227 1.227 1391425249. 2126620. 3518416. 5377. 996. IP 1 1.000 1.095 1.095 1391425249. 2126620. 3518416. 5377. 468. IP 2 1.000 1.095 1.595 1391425249. 2126620. 3518416. 5377. 468. OP 3 1.000 1.163 1.183 1301425249. 2120620. 3518416. 5377. 833. II 1.000 1.095 1.095 1391425249. 2126620. 3518416. 5377. 468. III 1 1.000 1.095 1.095 1391425249. 2126620. 3518416. 5177. 468. III 2 1.000 1.095 1.095 1391425249. 2126620. 1518416. 5377. 468. III 3 1.000 1.187 1.187 1391425249. 2126620. 3518416. 5377. 847. IV 1 1.000 1.095 1.095 1391425249. 2126620. 35184(6. 5377. 468. IV 2 1.000 1.005 1.095 1391425249. 2126620. 3518416. 5377. 468. IV 3 1.000 1.187 1.187 1391425249. 2126620. 3518416. 5377. 847. V 1.000 1.089 1.089 1391825249. 2126620. 3518416. 5377. 442. VI 1 1.000 1.088 1.089 1391425249. 2126620. 3518416. 5377. 442. VS 2 1.000 1.089 1.089 1391425249. 2126620. 3518416. 5377. 442. VI 3 1.000 1.176 1.176 1391425249. 2126620. 3518416. 5377, 804. VII 1 1.000 1.000 1.000 13 914 25249. 2126620. 3518416. 5377. 414. VII 2 1.000 1.000 1.000 1391425249. 2126620. 3518416. 5377. 414. WARNING: KL/B 162. about the X-eois is greeter than 100. Redesign the column with a lerger cr005-oection or perform a special second order analysis as defined in Art 8.16.5.1.1 of MS900. Title 1095 POINSETTIA Lii 11:36:05 10/31/00 Page 9 Column Service Loads lk-ft( and 14a060u0 Working Stresses (PSI) Young's Modulus for Concrete - EC = 3249500. psi Hodulnr Ratio - N 8.9 Service Loads (k-ftl ---- - ---- MeO Strene (pail ----- Trans Long Comb Axial Conc Stool Steel OP Case KY MX H P Coop Ten Coop OH 1 0. 0. 0. 700. 02. 0. 824. OH 2 0. 0. 5. 700. 92. 0, 824. OH 3 0. 0. 5. 872. 115. 0. 1027. II 0. 521. 521. 560. 571. 7735. 3264. III 1 0. 284. 284. 560. 286. 1540. 1966. III 2 S. 284. 284. 560. 286. 1540. 1966. III 3 0. 284. 284. 698. 280. 763. 2032. IV 1 0. 47. 47. 560. 101. 0. 839. IV 2 0. 47. 47. 560. 101. 0. 839. IV 3 0. 47. 47. 698. 119. 0. 1001. V 5. 507. 507. 500. 560. 8150. 3119. VI 1 0. 296. 296. 500. 305. 2204. 2008 2008.. VI 2 0. 296. 296. 500. 305. 2294. VI 3 0. 296. 296. 623. 295. 1336. 2064. DL 0. 0. 0. 700. 92. 0. 824. Servica Loads for Footing Design (Units kip- ft) Group Case Trans Long Comb Axial MY MX H P In 1 0. 0 5. 700. IN 2 0. 0.. 5. 700. In 3 0. 0. 0. 850. II 0. 521. 521. 560. III 1 0. 284. 284. 560. III 2 0. 284. 284. 560. III 3 0. 284. 284. 685. IV 1 0. 47. 47. 560. IV •2 0. 47. 47. 560. IV 3 0. 47. 47. 680. V 0. 507. 507. 500. VI 1 0. 296. 296. 500. VI 2 0. 296. 206. 500. VI 3 0. 296. 296. 607. Factored Loads tsr Footing Design (Units kip-ftl Group Case Trans Long Comb Axial NY HI H P 18 1 0. 0. 0. 910. IN 2 0. 0. 0. 910. 18 3 0. 0. S. 1234. IF 1 0. S. 0. 910. OP 2 0. 0. 0. 910. OP 3 0. 5. 0. 1092, II 0. 846. 846. 910. III I 5. 462. 462. 910. III 2 0. 462. 462. 910. III 3 0. 462. 462. 1104. IV I 0. 77. 77. 910. IV 2 5. 77. 77. 910. IV 3 5. 77. 77. 1104. V 0. 888. 888. 075. VI 1 0. 518. 510. 875. VI 2 0. 518. 518. 875. VI 3 0. 518. 518. 1062. Title 1095 POINSETTIA LU 11:36:05 10/31/00 Pago I) Proboble Plastic Moment (1.3 5 Nominal Moment) (kip-ft( Cods (8.16.4.4) and Memo to Designers 15-10 PC 3.25 ksi Fl 60.00 kni to - 0.0030 in/in AST 60.04 eq in Angle Trans Long Comb Axial P-Balance MPY MPX HP P lApproa) 0.0 0. 5397. 5397. 13835. 6761 0. 6011. 6011. 11529. 0. 6442. 6442. 9223. 0. 6224. 6224. 6920. 0. 5339. 5339 4614. 4083. 4083. . 2307. 0. 3062. 3062. 701. 0. 2598. 2598. 1. 0. 1823. 1823. -1151. 0. 1045. 1045. -2304. Title 1095 POINSETTIA Lii 11:36:05 10/31/00 Page 12 Design Assumptions 1. All columns are the ssme i.e.. prismatic, equal lsngth, equal spacing. 2 plastic hinges form at the top and bottom of the columns. . Ohs distance between the plastic hinges is taken as the column length. The over-turning force acts through the CO. of the nuperetnscturo at distance 'COS' above the top of he column. 22 : : 0 : g : g : 0 • E 0 U 4 C— C a a., d 000 oat e 0 C a,El ; . . . IS : . • a.°' Cc ol 10 -. 9 O .00 5 CC a 0a a. a :: aC%I, • Ca. aa.aa C -a C SSSC 0.t a OOCO aaaa 0 - 0 C CO C a.a.CC a CI' a0 C 0 - a0 00 CO . • a.a. aCCa oa xx -. -. a a 0 0 C C t 0 a 22 - - E a. . . . . ... COOa..aa a Lil. — ta_aaa.a .2 : 0C0a.0C xaC.aOQa :.2 0 aaau00 22 : 0 - . o aa. Z . i 0 0 0 fl — 0000000 P 2 2 P 0 P( ul 'to c.w 000 o ; 0 00000 coor.000.a 00 0000 : ° do -0-0 ol 0 0 E. o 8 — 0 0 t —p00 0 00 0 0 00000 >0000 00 00 00 : 00 0 C PC : V 0 V 0 110 000 PC 2 2 2 — -. 1 0 I :2 fl U u. C.) 0 1 0 ft ft 0> 98 : 0..• '-O 000r.or-0 aft 0 at. S :a ; oc Ca 0 0 : 000,-0000 oft 00000 -000 00 .5 0 0>,O C 00 XC ha 0 000 C. ftX 0 0.00 0 •-- 4.0 -II JO 0 000 00 - ft 00 -ol oll- > - - U 9 0 •0 '0 -- o C 6. 0 CC On...', •0 U - - - 000 & -- 0 I ~u lihi 11111111 Al Ill IFJ llU9 > > .0 0 I 0 C V I : 1 : IIL 1. 22 C 00 0000 0UVU ; 000 00 0 9UU'•0 OOgCU = 00.-UC C.0 0.0 -un i U 2 .....: iU 'U 0 U V 'U 'UU22 2 2 rj75 DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Pier Wall kip := 1000•lbf check(x) if (x < I ,"OK" , "NG) Parameters VO := 165.1kip Overstrength shear (see Footing calculations) Vdowel := 20.81ip Dowel shear capacity 'dowel := 18 One # 8 dowel per slab, 9 new slabs at each bent piles := 22 As := 2'36•.79in2 As = 0.395 ft2 Ag := 35.7ft1.5ft Ag = 53.55 ft2 f:= 60 kip in := 0.81 See Seismac calculations Pc := 700kip See YIELD calculations := 3250 IV - .2 in A:= .31in2•36 s:= 61n twall := 1.5ft K := 0.7 Buckling factor for wall pinned at top, fixed at bottom Lwaii := 33ft Length of pier wall 'gross := 49.24ft4 Concrete gross moment of inertia (from YIELD) 's:eeL.gross := 7.31ft4 Steel gross moment of inertia (fromYIELD) E5 29000w in 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Shear Demands Viong := VOS Viong = 165.1 kip Vfoundation := 40IP.npiles Vfoundation = 880 kip Vpin := Vdowelndowel Vpj = 374.4 kip Vtran VPin 4 ))- 1 := m ( Vfoundation 130% Vtran = 1144 k p 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd )OKKEN Engineering 9665 Chesapeake Drive, Suite 43 San Diego, CA 92123-136 Shear Capacities Longitudinal Direction (per SDC 3.6.2) As Ps°7376'° Ag ps.fy F1:= lbf 3•67 —/-d F1=5.8105 150— .2 In F1 := Inir((F31JJ F1 = 3 F1 ma{(F13) F =3 PC F2:=1+ F2=1.0454 2000 lbf g .2 F2 := mi [2JJ F2 = 1.0454 1.5 lbf lbf v:= F1•F2• Ifc v= 178.7889 — .2 .2 '4 In 10 in VC v:= mi lbf v= 178.7889 lbf - Vc_iong := Vc Ag Vc-long = 1378.6773 kip 1095 Poinsettia Pier Wall Date: 10/18/0( By: ME pier.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 d := twall - 4ifl Vs_long := Ayfy SY - d = 1.1667 ft Vs-long = 1562.4 1-'P Vn_iong := Vs_long + Vc_long Vn_long = 2941.0773 kip Viong shear-long shear-long = 0.066 0.85 •n long Transverse Direction VnJong vn_ mi{[o8.Ag.8. in 2 H Vn-jtran = 2813.4786 kip tran shear_tran shear_tran = 0.4784 0.85.V check(fshefl) = "OK" 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd check(fshe _long) = "OK )OKKEN Engineering 9665 Chesapeake Drive, Suite 43 San Diego, CA 92123-136; Check Slenderness Efftects (BDS 8.16.5) P slender_max := 34 r := 0.3•1.5ft r = 0.45 ft KLwail Pslender := Psiender = 51.3333 r Check slenderness check(_P slender t Pslender_max,j Design moment is not factored (moment at top is zero) E := 57000.jf'c.i?! E = 3249.5 .- d := 0 in in Q:= 2.014— 11.42-p s- = 1.9298 El Egro + Es1stee1ross El = 1.0337 x 108 kip•ft2 1 - ic2•EI Pt=1.912x 106kip (KLwaii)2 PC buckle := - buckle = 0.0004 check(fl.,ucMe) = "OK" crit 1095 Poinsettia Pier Wall Date: 10/18/0C By: MIc pier.mcd DOKKEN EN C I N C ER I N C .dflk .........,I. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ?)S 0 ¶—óRc (LC 1F\L 'J€ 5% OF t-\.c LcO1r-JC I JOB - ~Wlr'j DATE JOB NO. I fr'0/rI431T)' LAI SUBJECT F-26-00 lo CHECK of 5!E DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 h'llUNI () 0 I4-J(( • I/Vt, b14-bUl Movrvizr /' 24! ' Oô43 f V'ovvCNr 5e OF 'Pe-QW#L_. -- 0 c) -í -t Az ?L I 34i -LI E 7o0 = 4(io' -ç L: ?= (3)(0- 00+3) o)7.3() I JOB '- I 7-nm- Lr'. DATE ' JOB NO. SUBJECT O'ti z ,7 - ON LEILT1 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 ABUD Input kip := 10001bf kN := 1000newton kPa := 1000Pa check(x) := if (x < 1 , "OK" , "NO") Parameters BOF1 := 64.5ft BOF4 := 64-Oft Bottom of footing elevations TOD4 := 76.9 ft TOD1 := 77.5ft Dsuper := ift + 9in Depth of superstructure 'pad := 1 i Thickness of abutment bearing pads d100t := 2.5ft Depth of footing DL := 225kip Superstructure dead load HS20 := 57.3lip HS20 load per lane Ppermit := 72kip Permit load per lane ianes := 3 Maximum number of lane loads 'pad := 9 Number of bearing pads 1095 Poinsettia ABUD Input By: MS Date: 1/25/01 I abudjnput.mcd '-I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Soil Data Dfi11 heel! := TOE)j - BOF1 - d100t - ift Dfillheel! = 9.5 ft Dfjllheel4 := TOD4 - BOF4 - d100t Ift Dffllheel4 = 9.4 ft Load Data 'HS20_tot lllanesPllS20 HS20..tot = 171.9 kip Permit_tot HS20 + 1.15permit "Permit-tot = 140.1 kip 1095 Poinsettia ABU By: MSD Input Date: 1/25/01 abud_input.mcd TAX-ABUD ABUDnOnE Design program (IS) SNORT SEAT (He) HIGH CANTILEVER By: Imboen and A000ciates. Inc. VERSION 3.2.0 23-FEB-98 GENERAL DATA TYPE ABUTMENT (SHORT SEAT) IS TYPE SUPERSTRUCTURE (COP/PS?) NO TYPE FOOTING PILE TYPE ANALYSIS CHECK TYPE DESIGN (SERVICE LOAD DESIGN) SLD MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS (PC) 3.25 (III YIELD STRESS FOR STEEL REBARS (FY) 60.0 KS ALLOWABLE CONCRETE STRESS it NC) 40.0 1.3 ((SI ALLOWABLE STEEL STRESS (B FYI 40.0 5 24.0 ElI YOUNGS MODULUS FOR CONCRETE 4ECJ 3249. K YO(JNGI MODULUS FOR STEEL REBARS (ES) 29000. (III MODULAR RATIO (ES/NC) (N) 8.92 BACKFILL SOIL DATA DEPTH OF FILL ON TO 2.00 FT DEPTH OF FILL ON HEEL 9.50 FT DEPTH OF SURCHARGE ON HEEL 2.00 FT ENVIRONMENTAL FACTOR (Z( 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE ((IA) 0.30 0095 Poineeltia Lane Widening 15,47: 3 1/25/ 1 PAGE 2 SIRIXIVRAL DATA ABUTMENT DATA: -------------- LO2AITH 31.71 FT HEIGHT FROM TOP OF FOOTING 9.17 FT BACI(WALL THICKNESS 1.00 FT SEAT WIDTH 2.50 rr DISTANCE FROM FOOTING TOE TO SEAT FACE 2.10 FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING 1.25 IT BACIOWALL HEIGHT ABOVE SEAT LEVEL 0.75 FT WEIGHT OF EXTERIOR SHEAR KEYS 0.00 K UNIFORM WEIGHT OF BARRIER a 0.93 K/FT WING WALL DATA: --------------- HID4DER 1 WALLS LA2BITH 26.00 FT THICKNESS 1.00 FT END WALL DIMENSION 4.00 FT FOOTING DATA: ------------- L82TH 32.10 FT WIDTH 6.67 FT DEPTH 2.50 FT 1095 Poinsettia Lane Widening 15:47: 3 1/25/ 1 PAGE 3 I POINSA 1095 Poinnottia Lane Widening 15:07: 3 1/25/ 1 PAGE 1 .doc VERTICAL PILE CAPACITY - SERVICE 70.00 TONS LATERAL PILE CAPACITY - SERVICE 2.50 K LATERAL POLE CAPACITY - ULTIMATE 10.00 K BATTER FACTOR 1:3.00 PILE LAYOUT DATA: ----------------- ROW DISTANCE NO. OF PILES NO. OF PILES NO. TO TOE IN ROW BATTERED (PT) 1 1.67 10 10 2 5.00 9 0 TOTAL NUMBER OF PILES 19 DISTANCE FROM TOE TO CO. OF PILES (CC) 3.25 FT MOMENT OF INERTIA OF PILE GROUP (II) 52.53 PILE-FT-2 P.EBAR AND LOAD DATA (6EBAR LOCATION BAR SIZE NO. OF BARS COVER(IN( BACKWALL 4 26 2.00 STEM B 26 2.00 FOOTING TOP 5 27 4.00 FOOTING BOTTOM ((iEEL( 5 27 6.00 FOOTING BOTTOM (TOE ( 5 27 6.00 SERVICE LOAD DATA (RIPS) TOTAL : - LIVE LOAD -: TOTAL LATERAL OTHER OTHER DEAD TOTAL 1. 1AP.H BEARING EARTH LATERAL VERTICAL LOAD H-LOAD P-LOAD PAD SHEAR PRESSURE LOAD LOAD LOADS 225. 122. 140. 0. 0. 0. FACTORS 1.30 171.90 1.30 1.00 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FF) 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT( 1.33 CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N( 12345 12345 YYYYU YYTHN ;0;5. ;o insett I a095Poineettia Lane Widening 15:47: 3 1/25/ 1 PAGE 4 MOMENTS ABOUT WE OF FOOTING (K.FT( • (SERVICE( LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL( FORCE ARM MOMENT (KIPS( (Fr) (KIP-FT( EARTH PRESSURE (KR •0.300( 79.6 4.00 318. EARTH PRESSURE (6.8 =0.225( 59.7 4.00 239. SURCHARGE PRESSURE ((IA 0.300( 26.5 6.00 159. SURCHARGE PRESSURE (((A 0.225( 19.9 6.00 119. EARTHQUAKE 0.0 0.00 0. SUPERSTRUCTURE LOADS -------------------------------------------- DEAD LOAD 225.0 3.35 -754. H-LIVE LOAD 121.8 3.35 -408. P-LIVE LOAD 140.1 3.35 -469. BEARING PAD SHEAR 0.0 10.92 0. OTHER LOADS OTHER LATERAL LOAD 0.0 10.92 0. OTHER VERTICAL LOAD 0.0 5.30 0. ABLm4ENT DEAD LOADS -------------------------------------------- BACKNALL 3.6 5.10 -Ia. SEAT 140.2 3.85 -540. FOOTING 80.3 3.34 -268. FOOTING KEY 0.0 0.00 I. WINGSOALL TOP RECTANGULAR SECTION 10.3 17.48 -249. WI)GWALL BOT TRIANGULAR SECTION 92 13.52 -124. BARRIER 23..0 16.98 -391. SIDE KEYS 0.0 3.35 0. • : : - - =- R 'a-- - .. --- - --.-- DOWN 9665 Chesapeake Drive, Suite 435 E PHONE (858) 514-8377. FAX (858) 514-8608 C N ft I N C C ft I N ft JOINT MOVEMENT CALCULATIONS(Caltrans) EA DISTRICT COUNTY ROUTE PM BRIDGE NAME AND NUMBER Poinsettia TYPE STRUCTURE PC/PS Concrete Slab TYPE ABUTMENT Seat TYPE EXPANSION(2" elasto pads etc.) elastomeric bearing (1) TEMPERATURE EXTREMES (2) THERMAL MOVEMENT ANTICIPATED SHORTENING (3) MOVEMENT FACTOR TYPE OF STRUCTURE Gnches/ I 00 feet) (inches! 10) feet) 1(inches/I CX) feet) MAXiMUM 105 F Steel Range(0 F) (.0000065 x 1200)= + 0.00 = - MINIMUM .35 F Concrete (Conventional) Range( 0 F) (.0000060 x 1200)= + 0.06 = X Concrete (Pretensioned) Range( 70 F) (.0)00060x 1200)= 0.504 + 0.12 = 0.62 =RANGE 70 F Concrete (Post tensioned Range( 0 F) (.0000060 x 1200)= + 0.63 = ITEM (1) DESIGNER Matt Salveson DATE 1/25/01 ITEM (2) CHECKED BY . DATE LOCATION Skew (degrees) Do not use In calc. (4) Contrlb- uting Length (feet) Calculated Move- mont 3x4/100 M.R. (inches) (Round up to1/2") M.R. (mm) (Round up to10mm) Seal Type A, B, (Others) or Open Joint Seal Width Limits Groove(saw cut) Width or Installation Width Catalog Number Wi (inches) Maximum (5) W2 (inches) Mm. @ Max. Temp. Structure Temp. eruture (F)' (6) Adjust from Max. Temp. (Inches) k/1x2x 4/100 Width at Temp. Listed (inches) w =5 +6 Abutment1 7.50 23.70 0.15 0.50 10 A Abutment 4 7.50 23.70 0.15 0.50 10 A k = (maximum temperature extreme) minus (superstructure temperature) 1/25/01 * Measure superstructure temp. by placing bulb of concrete thermometer 6 inches into expansion joint MR-CT.xls * When MR > 4", increase anticipated shortening by 25%. DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Abutment Seat Width Per MTD 5-1 Parameters seismic 1.323ft Lbridge := 47ft + 4.75in Height 0 j := 46ft Skew := 7.5-deg Maximum longitudinal seismic displacement Bridge length from abutment to hinge Average column height Abutment skew Calculate Seat Width in in J [ Skew ' N 12-in + 0.03Lbr jiJge + 0.12Heighz 0i + ft ft 8000-degJ N= 1.5787 ft (( N \ N:=maxl' I 1!iseismk)J N = 1.5787 ft 4( N:= ceill - I•in Minimum seat width in) N= 1.5833 ft 1095 Poinsettia Abutment Seat Width Date : 1/25/01 By: MS abutment seat.MCD Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Win gwa II Parameters := 23.25ft Hm := 10.5ft Hmin := 4ft twall := ift + 2in Pa := 35pcf - -. := 3250psi Length of WW from abutment to end of wall Pp := 350pcf Active & passive soil pressures per geotech report 1095 Poinsettia Wingwall By: MS Date: 10/29/00 wingwall.mcd A -~ Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Soil Loading x:= Oft, ift.. hwaji(x) Hm + f Hmin _Hmax L hi(x)2 ww W0il(X) := 2 Pa Soil Load w 0 j(x) kip ft 0 0 10 20 X ft Wall Forces Iwajl(X) : _!_.h all(X)t 1l 12 Moment of Inertia (Weak Direction) 1.5 4 ft 1wan( x) 0.5 0 10 20 X ft 1095 Poinsettia Wingwall By: MS Date: 10/29/00 wingwall.mcd )okken Engineering 9665 Chesapeake Drive, Suite 43E San Diego, CA 9212 Ec := 57000. J'• IV Ec = 3249.499962 ksi j in One degree of indertminacy, solve for transverse force at pile 1L R' f soil(x)0) dx R' = 22.8 18906 kip 0 rx VI(x) := W50 1(z) dz + R' M':= J w5011(x)xdx M'= 190.970596kip.ft 0 rx M'(x) := -J V'(z) dz + M' 0 Released Wingwall Moment 200t 1 I I 1:;: m'(x) := 1kip.(L - 4 10 20 x ft I M'(x)•m'(x) dx kip-2 J Ec Iw l(x) 0 = 0.232267 in 1095 Poinsettia Winwall By: M Date: 10/29/0( wingwall.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 f:= dx f = 0.046856— 2.kip2l rn'(x)m'(x) in Ec Iwaii(x) kip Rpile := Rpiie = 495704 kip r'ww Rabut := J Wsøil(X) dx - Rpiie 0 Ix Vj(x) := Rabut f soil(z)U) dz 0 Rabut = 17.861866 kip Wall Shear (Service) 20 Vwaii(X) 10 kip 0 -10 0 Mabut := M'- Rpile Lww 10 20 x ft Mabut = 75.71942 kip•ft I 1695 Poinsettia wingwall By: MS Date: 10/29/00 I wingwall.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 x Mwaji(x) Mabut - Vi(z) dz f 0 Wall Moment (Service) 100 Mw;t(x) 50 kip. ft —50 Lww Xm: - Given Vwaji(xm ) =0 xm := Find(xm ) xmax = 13.570828 ft Mmax_pos := Mwail(Oft) Mmax_pos = 75.7 1942 kip-ft Mmax_neg := Mwaii(xmax) Mmax_neg = 27.948142 kip-ft Mfac(x) := 1.3Mt(x) 1095 Poinsettia wingwall By: MS Date: 10/29/00 wingwall.mcd VI I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment Capacity f, := 60ksi := 0.60in2 s := 6in #7 @ 6 inside face A's := 0.44in2 := 9in #6 @ 9 outside face As A , S As(x) : - hwaji(x) A's(x) : - hwaii(x) S S d := twall - 3m - .625 in - 0.5.875in d = 9.9375 in d' twall - 3m - .625in - 0.5•.75in d'= 10 in ( As(X) -if y M(x) := 0.9As(x)fy d - .59 f h(x) ( A'(x).f := O.9A's(X)fyI d'-.59. f'c hwaii(x) Moment Demand & Capacity (Factored) 400r I I Mfac( x) kip ft 200 - kip. ft 0 M'( x) kip- ft —200 400 0 10 20 x ft I 1095 Poinsettia Wingwall By: MS Date: 10/29/00 I wingwall.mcd j Dokken Engineering 9665 Chesapeake Drive, Suite 435 Sap Diego, CA 92123 Vertical Reinforcement Temperature Steel 1 in 2 in 2 PerBDS5.5-— Atemp := Atemp = 0. 125 ft Try #5 © 18" A:= 0.311n2 s:= 18in A .2 V in A := - = 0.206667 - SV ft A temp vert : vert = 0.604839 check(fve ) = "OK" Av 1095 Poinsettia Wingwall By: MS 10/29/00 wingwall.mcd N DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Lateral Pile Capacity Parameters move := .15in Fpile := 106kip Fpiie_cap := liOkip Kpile 2.5kip 0.25in "pile 19 service := 0.25 in Maximum movement due to thermal and shrinkage Maximum pile lateral load (from ABUD) Pile lateral load capacity Longitudinal soil stiffness per geotech report Pile Displacement Without Thermal Movement Fpiie pile := service Apile = 0.2409 in Fp,le_cap Fpiie_tot := Fpiie + 1imove Kpile Fpjie tot = 107.5 kip Fpjle tot piie pile = 0.9773 check(fpiie) = "OK" Fpile_cap 1095 Poinsettia Lateral Pile Capacities Date: 1/25/01 By: MS piles.mcd ,4. /1 DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Seismic Displacements kip := 1000•lbf check(x) if (x < 1, "OK" ,'NG") Parameters ii long := 1.324ft /itran : .172ft From SEISAB yield—exist := 17.62in yield—new := 19.86in From COLX Local Displacements J.texjs( 1ong J.Lexist = 0.9017 'yield—exist exist exist exist = 0.1803 check(fex jst) = "OK" along Pnew l.tnew = 0.8 yield—new Pnew new new = 0.16 check(fnew) = "OK" 1095 Poinsettia Seismic Dispalcements Date: 1/25/01 By: MS displacements. mcd i-f DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Deck Dowels Parameters Viong_eq := 366.4kip Vtran_eq := f := 60ks1 skbs_et := 9 'slabs-new := 9 dowel —exist 1 Adowelet 0.79in 2 Maximum longitudinal EQ force (at bent) Maximum transverse EQ force (at bent) Number of existing slabs Number of new slabs Number of dowels per existing slab No. 8 dowel Dowel Capacities Vdowel e t 20.8kip No. 8 grouted dowel (Per BDA Chapter 5) Try 148 dowel per new slab A dowel_new := 0.79in2 'dowels—new := 1 Vdowel new 20.8kip Vdowels tot ("slabs_exist "dowels_exist Vdowel exist + slabs_new Vdowel new) Vdowels tot = 374.4 kip Vdemd 0.54 vj0gq2 + Veraneq2 Vdem d = 183.2404 ki1, Vdemd dowel := fdo,el = 0.4894 check(fdowel) = "OK" Vdowels tot Note: Deck dowels at abutment will fall in the seismic event. Bridge is designed accordingly. 1095 Poinsettia Deck Dowels Date: 1/25/01 By: MS dowels.mcd 5-2 JOB SUBJECT P054/7 Zaie 0/4 j Jei1 DATE JOB NO. ?th1 0 /09'S SHEET CHECK o DOKKEN. ._A._ /S143 /4/PV7- - Pw telV&THS .1 I 2: 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ,eEFER671V(:::- As - iii )-) - 1.0 ' ' - vf 4 ecceovn4 -fr (\y/9 )l 1G-T 47 .1l ,DI £/S./I 1.01 M— 73 ,;u/y .50e-ID S7?ON 2 CAP 1 A2(1T ,4 (10' K /.7S )( i) .-33'('.6-1') /2&2F c/os'r'e eo.( 7YP1C4L- SC77OV A[(o'c'. - 94 .00 sr- DOKKEN. .A._ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 /S?1l3 ,Np(drr M ome,-r-Js o f (o.o/)(s)(i)± ,o-z (9) + .o 16 (ct) VOiO 2.IZ O.I 1- h 'I I JOB SUBJECT DATE JOB NO. Zwi k1&ev'Iy BY SH ET CHECK of DOKKEN. ._A._ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -S&I-SAO ,N12v-t REFEgA' — f ele?-S-~-cijx : S7, 000 4T ( pc -12= ,O i70 000js, —000 :x I/ 580133 /F.' VI&! fr)41 ") Ty 2 s- go", - / s/' J-0-oo, '4- vi-i-/e..7f)( 'SD'- C-F Cl 5'. S' SEc (-7J,1) p3-1 As- ti;/-I 5Ae4- II A5-L'l41 - &r OAtE JOB NO. zi/o /09'5 ty -44 SHEET of CHECK , DOKKEN. A E4 C I 4 E E R I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 ______ ........................_ PHONE (858) 514-8377 • FAX (858) 514-8608 DOKKEN. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ~505 4US INPuT /R /M-L L&\) &Tl+ 1eFE2EA' - 131 1) C€4 0 rs,of E&YOL 1q. 001 -oo' -L,- r€1)-4 ,. PrWdI L,19 1-1- 2 61 3O .o p€- t'vk-k 33O .i- (1581,73L20)_.70.11 JOB p0;5 /1% Za?le O (J cJe,1 SUBJECT 0 BY CHECK JOB NO. IO9'5 SHEET 01 R N DOKKEN 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 'SE/SAfl JNPç/-fl i/.LL AQt- 2EFE/v AN sc .Fr SFT P Wk(. MoFfj 13 o '3 (.(s.i/1 2. /44 f a sp<c c p II ,. o o'jCt . - o .')(z.00/i ('°"i (Zoo')/,i 57 7,3O -ç JOB /4 jievi y SUBJECT DATE "I"/°° JOB NO. /09'S BY SHEET CHECK of DOKKEN. .A_ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 E/MI3 /Ai/7 I P)72 fr'JALL /4)M.J1) of ,f\1?-mV me t~_ MoJ 63 = 1q 4 7 Pi R W L ID 6V St " P/t2 VVPct-L Mo,,.-v.c of t,n71 (1 C 3,s-00 ' Ic_ — o 0 I JOB SUBJECT OATE JOB NO. Zane ON ((JfQJer? BY SHEET /, CHECK of DOKKESN. I.!4._. sLsA13 INPUT A,1iT DI-17\ BDC- 3914 MURPHY CANYON ROAD, A•153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 &FEEgtvC - TA7700/A)(- .0 q. AU'&T 13. Z. /7 'Yli -y7 Mr1Z 0 eA'I try 770/V 4L4) 6ç r 1 cta 2v = -i-O 02> C G. v = 2 2 J -75. -7y' OAToE JOB NO. /Oq.s_ BY , SHEET CHECK of 5IS14T1 /iVR)i ?&i OKP\ 1CC Crro1c eLev1ntN - 2 / r24 74.57 JOB SUBJECT 1 7 Po;s-H- ,,,74e Q/-t (J oiy OATE JOB NO. V/2-?J'Q /0q5 -- BY SHEET CHECK of Y DOKKEN. ._A._ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 13o-vro M QE -P I UI A1? ci - C) fL/o c, F4-i4-h + -oI - BCT r1'- aI 11b.-o L pi er 3 DOKKEN. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ~.sA3 INPUT PEIPrt- BcN-1 (icf 2EFE2EA' - Wi& fri A &I2STT L 7o.'l F7 V- 43o.eS-Fe \AI: 13D..65 CF X150/cr fr'J = 6-I. / Ay -fro 2. 220 3 i.00 - - Ay oi-ft Areô I o-oi I0 4/Jkd' I.c1 4rt tt (I. '/p a.63 f A (7.00o(I 82l.O.. I. °B TD*Ad 2.'7I -6 ,i- 2/i JOB SUBJECT Zat7e OL! J;,, OATE JOB NO. 5//oo /O95 BY SHEET - CHECK of Project I. 1095 Series 1: SDC ARS rve (Unmodified) Series 2: SDC ARS Curve (Modfied) Soil Profile Type C / Magnitude 7.25 1.40 1.20 —•— Seriesl -- Series2 Lm 0.60 C) 0. HE 0.40 0.20 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 Period (sec) Project No. 1095 SEISAB INPUT Magnified Soil Profile Cl Poinsettia Lane OH Widening Soc ARS CURVE Magnitude 7.25 (1) (2) SDC SDC Magnified Period Spectral Acceleration Spectral Acceleration (sec) (g) (g) 0.00 0.59 0.59 0.05 0.59 0.59 0.10 0.90 0.90 0.15 1.15 1.15 0.20 1.26 1.26 0.25 1.27 1.27 N0 0.30 1.25 1.25 0.35 1.21 1.21 0.40 1.17 1.17 0.45 1.13 1.13 0.50 1.07 1.07 0.55 1.02 1.04 0.60 0.97 1.01 I 0.70 0.88 0.95 L_ i 0.80 0.80 0.90 o 0.90 0.74 0.86 4/ t, zo%) I 1.00 0.67 0.80 1.10 0.60 0.72 1.20 0.54 0.65 1.30 0.49 0.59 1.40 0.46 0.55 1.50 0.41 0.49 1.60 0.38 0.46 1.70 0.35 0.42 1.80 1.90 0.32 0.29 0.38 0.35 '20 4eJ by 20% 2.00 0.27 0.32 2.25 0.23 0.28 2.50 0.19 0.23 2.75 0.17 0.20 3.00 0.14 0.17 3.25 0.12 0.14 3.50 0.11 0.13 3.75 0.10 0.12 4.00 0.10 0.12 See Agra letter dated April 28, 2000 Magnified per SDC (July 1999) criteria, Section 6.1.2.1. 5/3/00 7:55 AM arsC70 SEISMIC DESIGN CRITERIA • JULY 1999 VERSI4 2.0 0. 7g / 9 '4's ) 1.6 I Note: Peak ground acceleration values not in parentheses ore for rock (Soil Profile Type B) and peck ground acceleration values in parentheses are for Soil Profile Type C. 0.4: .s. 2 2.9 PERIOD (sec) 3 3. Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Seisab Parameters Parameters Wabut := 75ft Abutment Width 11abut := 8.7ft Height of abutment Dfoot := 3ft Depth of Footing Wfoot := 6ft + 8in Width of footing Abutment Spring Properties (Per BDA 14) Ksoil := 200 -kip - MR := 0.5in In. ft Awail Wabut(Habut) Awaji = 652.5 ft2 amax := 7.7 kip— ft Fm := amax*Awall Fmax = 5024.25 kip xmax := MR +. Fmax xmax = 0.83495 in Ksoil-Wabut Fsoift):= if[x <MR,0, if[x < xmax,KsoilWabug (x - MR)Fmax]] z := 0in, .lin.. 2*xmax 1095 Poinsettia Siesab Parameters By: MS Date: 1/25/01 seisab parameters 1 .mcd 0 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 4Longitudina1 Soil Spring Force 110 r- i I I —1 F 0 i( z) kip 5000 0• 0 0.5 1.5 2 z in Ko1i(X) := x kip Kpile_i := 2.5 0.25in kip Kpzie_t 1.4 0.25 in pile := 24 '110ng := 0.063ft Longitudinal Pile stiffness at abutment per geotech report Transverse Pile stiffness at abutment per geotech report Number of piles From Seisab (iterative) diong = 0.756 in Kiong := 0.5Ksoj1(L11ong) + piIe1pi1e_1 Kiong = 33356.190476 kip ft Ktran := Kpile_t pi1e Ktran = 1612.8 kip ft 1095 Poinsettia Siesab Parameters By: MS seisab parameters 1 .mcd Date: 1/25/01 5-/I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Deck Properties Polar Moment of Inertia Assume that interier "web's members do not contribute ttop := 4.5in tbOt 4.5jfl tsjde := 4in Lside := 21 in L 0 := 9•4ft Lbot := 9•4ft Atot := 0.5(L 0 + Lbot)Lside Atot = 63 ft2 Lt0 Lside dS=—~—~2•----- dS=2025 tcp tbot tsjde := 2• Atot Ij = 156.8 ft4 dS 1095 Poinsettia Siesab Parameters By: MS Date: 1/25/01 seisab parametersi .mcd 5-11 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Strong Axis Bending 21t 2 Avoid 12 : (12in) Avoid 12 = 0.785398 ft 4 Avoid 2 9 := (9in) 1t Avoid 9 = 0.441786 ft 2 4 47t 4 'void-12 := (12in) 'void-12 = 0.049087 ft 64 41t 4 1void_9 (9in) .- 'void-9 = 0.015532 ft 64 Aslab 1.75ft4ft - 2-Avoid-12 - Avoid-9 Aslab = 4.987417 ft2 'slab _L.175f .(4ft) - 2'void_12 - 'void_9 - (14in)2•Avojd 12.2 12 'slab = 7.081599 ft4 'deck 91slab + As1ab21(4ft) + (8ft)2 + (12ft)2 + (16ft)21 1d 4851 654906 ft Adeck 9Aslab A.slab = 4.9874 17 ft2 9 .4ft - + 2ft Xb20ft 122 'deck2 + Xbar 122 =45612.713698 ft Weak Axis Bending 'slab _L4ft.(175f) - (21Vod 12 + lvoid_9) 12 'slab = 1.672752 ft 133 := 18slab 133 = 30.109536 ft4 1095 Poinsettia Siesab Parameters By: MS Date: 1/25/01 seisab parameters 1 .mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Added Dead Load (X)rail := 0.93 kip 2 0median := .63 kip ft ft t0AC : .725(' ) .2 Wcurtajn := 0.55 ft ft Wtot := Wrail + Wmedian + WAC + Wcurtain = 5.04 kip ft Column Properties Apier := 56.48ft2 + 49.44ft2 Apier = 105.92 ft From COLX Weak Axis Bending 122 := 1.45 in4 + 2.0in4 122 = 3.45 in From COLX Strong Axis Bending 133 := --•1.5fv(451.8in + 395.5in)3 133 = 44002.554964 ft4 Gross properties 12 Torsional a:= 0.5•(451.8in + 395.51n) a = 35.304167 ft b := 0.5•1.5ft b = 0.75 ft := a.b3.[ 16 _3.36...[1 - b4]] i =78.37125ft4 12a 1095 Poinsettia Siesab Parameters By: MS I Date: 1/25/01 seisab parameters 1 .mcd ] Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Abutment Elevations Top of Deck Elevations TOD1 := 77.5 Oft TOD4 := 76.89ft Centroid Elevations E1:= TOD1 - 1.75ft E1=76.625ft 2 E4 := TOD4 - 1.75ft = 76.015 ft 2 Bent Elevations Top of Deck Elevations TOD2 := 77.8ft TOD3 := 77.6ft Centroid Elevations := TOD2 - 1.75ft E2 = 76.925 ft := TOD3 - 1.75 ft = 76.725 ft Bottom of Footing Elevations BOF2 := 44ft BOF3 := 43ft E2bot := BOF2 + 2ft + 6in E2-tot = 46.5 ft E3t := BOF3 + 2ft + 6in E3bot = 45.5 ft 1095 Poinsettia Siesab Parameters By: MS Date: 1/25/01 seisab parametersi .mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Bent Cap Weight := 150pcf Acap : 1.25ft2.5ft + 1.5ft2ft Acap = 6.125 ft 2 Weighkap capc(4518' + 395.5in) Weightcap = 64.871406 kip Muodulus of Elasticity := 5000psi E := 570004fcpsi 580393 .245998 ksf 1095 Poinsettia Siesab Parameters By: MS seisab parametersi .mcd Date: 1/25/01 '3-23 COM .doc SusAn Poreno Craig Harrington 111111 IllIllIllIll IllIllIlluli 111111 1111111111 111111111 1111111111 IllIllIllIul llllllllllll 111111*111 ulllllllllll 11111111111 llllulllllll IllIllillIll IlIllIlIllIl llllllllllll lIlIlIllulIl IllIllIllIll IllS 1111 liii IllS illS IllS ISIS liii lull liii 11111 SIll 1111 11111 1111 1111 SIll IllS 1111111 11111111 1111 1111111 IllIllIllIll IlIllIllIll 1111111 11111111 IISI 1111111 IllullIllIll IllIllIllIl 11111 illS 1111 11111 1111 1111 1111 lull 1111 SIll ISIS liii 1111 liii 1151 1111 lUll lull llllllllllll llllllllllll IllIllIllIll ISlIllIllIll lull IllS llllllllllll 1111111111 ISlullIllIll IllIlSIllIll lullllllll 1111 1111 SIlIllIllul 111111 llllllllllll IIlllllSIlSl 111111 1111 1l1 111111151 111111 111111 11111111 11111111 IlIlIllull IllIlIlIll 1111 IllS 1111 lull lull 1111 1111111 111111 1111 1111111 111111 1111 1111 III lull 1111 1111111111 IllIlullIl 1111111$ 11111111 111111 111111 SEISAB PC Version 1.42 (05/05/94) el 1990-94 Dokken Engineering All rghtn reserved. Data; 01/25/01 Ti— 13:19:21 File: eosopl.ln User: Unknown 1111111 IlSItlIll 111111111 1111111 1111111 11111111 111111511 111111111 IllIllIll SlIluSIll IlUllIllI 111111111 II II II Ill II II II II IS II Ill II III Ill II II II Ill 111111 11111 Ill 111151 *51111511 11111111 111111 11111 Ill ulllll 111111111 11111111 Ill II Ill Ill II UI II Ill II II II 11$ SI II II Ii II II IlillIlli lillllull lllllllul 111*11111 II II IllulSIll 1111111 111111111 111111111 1111111 51 II 11111511 PC Vern: 1.42 Dote: 05/05/94 Written By: Roy Imboen Jon Lee Vie Keliokin Ken Perano I Ti— 13:19:21 Date: 01/25/01 SEISAB 'Poinnettin' C RES SPE AMA C SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEl. 0 C C ---------ALIGNMENT DATA------------ ALIGNMENT C ALIGNME(4F OFFSET L 1.0 STATION 1749 • 77.37 COORS N 0.0 E 0.0 BEARING N 76 54 40 C C ---------SPAN DATA ------------------ C SPANS LENGTHS /1.0,45.4,1.0/ - /1.0,45.4,1.0/ - /1.0,45.4,1.0/ C AREAS /128.20,92.00,128.20/ - /128.20,92.OU,128.20/ - /128.20,92.00,128.20/ C III /156.8,156.8,156.8/ - /156.8,156.8,156.8/ - /156.8, 156.8, 156.8/ C 122 /345613/ - /345613/ - /345613/ C 133 /32.2,30.132.2/ - /32.2, . 30.1,32.2/ - /32.2.30.1,32.2/ C E 580393 C DENSITY 0.150 C WEIGHT 5.04 C C ---------DESCRIBE DATA ------------- C DESCRIBE COLUMN 'PIERl' AREA 106 Ill 78 122 3.45 033 44003 DENSITY 0.150 E 580393 COLUMN 'PIER I' AREA 106 Ill 78 522 3.45 133 44003 DENSITY 0.150 580393 C SPECIAL CAP 'Type 1' 'Model Top of Pier no Bent Cep 133 3.87 E 480592 C C ------------ ABUTMENT DATA---------- ABUTHENT STATION 174977.37 BEARING N 20 30 05 W, N 20 30 05 W ELEVATION 76.22 75.74 CONNECTION FIX FIX C CONNECTION FREE FREE C RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED IS BASED ON: 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN 2 C - BENrDATA - C PIER BEARING N 20 30 05 W, N 20 30 05 W ELEVATION FOP 76.58,76.38 ELEVATION 001' 46.50,45.50 WEIGHT 64.9,64.9 C SPECIAL CAP 'Type 1' AT 2,3 COLUMN 'PIEI62' AT 2 COLUMN 'PIER3' AT 3 COLUMN TOP PIN 1,000 AT 2,3 COLUMN TOP END JOINT SIZE 0.88 AT 2.3 C CONNECTION JOINT FIX PIN AT 2 C CONNECTION JOINT PIN FIX AT 3 C C ----------FOUNDATION DATA ----------- C FOUNDATION AT ABUTMENT 1,4 SPRING CONSTANTS )(FIFI 33356 6F3F3 1613 C C ---------- LOADDATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 0.35 - 0.40 0.45 0.50 0.55 0.60 0.70 0.80 - 0.90 1.00 1.10 1.20 1.30 1.40 1.50 - 1.60 1.70 1.80 1.90 2.00 2.25 2.50 - 2.75 3.00 3.25 3.50 3.75 4.00 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 - 1.17 1.13 1.07 1.04 1.01 0.95 0.90 - 0.86 0.80 0.72 0.65 0.59 0.55 0.49 - 0.46 0.42 0.38 0.35 0.32 0.28 0.23 - 0.20 0.17 0.14 0.13 0.12 0.12 FINISH OUTPUT LEVEL 0 IS IN EFFECT PAge 2 - - - - S E I S A B - - - - (PC Vera 1.421 01/25/01 POInOOL tie ALIGNMENT DATA INPUT ---------------------------------------------------------------- INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COORDINATE N 0.000 E 0.000 Page 3 - - - - I E I S A 0 - - - - (PC Vote 1.42) 01/25/01 Poineettia SPAN DATA INPUT --------------------------------------------------------------- SEDM0211' LENGTH AREA Ill 122 733 P040 - - - - S E I S A 8 - - - - (PC Vera 1.421 01/25/01 Poinsettia SEISAB DATA INPUT --------------------------------------------------- SPAN 1 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.20 SPAN 2 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.00 45613.00 32.20 SPAN 3 47.40 I 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.20 ELASTIC SEGMENT WT/LENGTH DENSITY MODULUS SPAN 1 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 0 150 500393. SPAN 2 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 0.150 580393. SPAN 3 1 5.040 0.150 580393. 2 5. 04 0 0.150 580393. 3 5.040 0.150 580393. Page 4 z-c I E 0 H! :8 m 0 • I: - 0 i iL L C - - 8 8 8 - - - - 8 8 8 8 93.0031 1.N3WO3S 033.59(08 168 33.83101N1 52538.L0131)Vd 000 103003 980 0001 Kid 1 000 03303 880 0001 Mid 6 0 - 3.1)13 On 3305 3.81' 6.1.1, 60)03 3.013 03)0 3Z15 .Lllr 604. 0003 103 .1368 )lOJ_LOO .......... ........... 60.1,............ 1)013.8080301 0013 08(3103 43138 03013 5(039110.0.003 03013 S90901JJ603 0 ((ION 390318 60.0. .1/11)958 3603. NOIJ.3300903 .UIflNI.L003 11)38 ((0.08 390518 9.1,003695 03. .1,038 161,583695 0014.VWIIO301 A.L1013.3310603 .13)38 000 000 (9316 I 000 000 09306 1 0 - 1.35330 69080 ((1.03333 313.03. 103 (1803865 1038 5031169000 (0418103 .1028 ---------------------------------------------------------------- 103f101.LNOO) .143dNI 93.80 .1028 17 00060 0010 00650 0600 I 39180 00193d (HOOd 8916L33d0 001.1,83313338 (13Z13.1010 00 00 0.1,00800 03.M 001.I.Y8313338 500 .11)313133303 081dW60 0309 303. 08 .616180 SI Wfl16L33dS 000.1,83313338 39.1. (0901881) 00) $8865 .40 928098.0 38 1100 00903 03689(0 3001) 30 9380.38 3161, -------------------------------------------------------------- .UldNI V.LVO 50010801 Ofl100UTOd 60/50/10 (081 OOA 36) - - - - 8 V S I 3 S - - - - 11 060.1 'Moss 0610 00(0088 580 0081, 00901 1 0000 I I 1)0.1103 ((I ((I III 51008 0813 AJ.ISN30 .1113003S /8308 /HIA03I 0 11130 (6(086 0510 00(0086 560 0081, 00901 (0060 I I (04(3103 ((I ((I III 51008 0913 0.1,05030 .1,0301035 /83118 /03.04)31 0 3.038 NOI1.8W60301 03.036003 009103 1/038 ------------------------------------------------- (03901.1.003) JJ1dNI 81.510 .1028 Oil 300U DOd 10/5(/10 ((DI 00A 3d) ---085035---- 01 0606 V190WUT03 10/SO/tO ((DI 0A 3d) - - - 8 V S 1 3 5 - - - - 6 08d 11301fl039 531.1,3136096 6513 ON - .1020 HxrrI03 3104110 0 03019039 5301.836086 6513 ON - .1,038 t040fl03 3104(05 591(3000 0.0.1 5(130 .1/138 313.SV'13 03019038 5311.1)36096 603 ON - 13)30 009103 310005 03819039 5303.936086 6513 ON - .1.038 009103 310015 0 ((0 (00 III 93051 31.1.1.). .1028 530.11136096 6513 .1/138 1V133dS 110/008 dV3 .1/130 0669 0556 8(91, 6666(0 0609 0598 0591, 66V6 Et 0 .1.00130 0003.80313 11003.00313 (6111140351 .1028 .03)38 .1.08 33)38 603. .03(38 6011.80803111 1.60030 011151 09.5314030 1/138 0 3 0.150 1.1500 4 0.200 1.2600 O 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 8 0.400 1.1700 9 0.450 1.1300 10 0.500 1.0700 11 0.510 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.800 0.9000 15 0.900 0.8600 16 1.000 0.6000 17 1.100 0.7200 18 1.200 0.6500 19 1.300 0.5900 20 1.400 0.5500 21 1.500 0.4900 22 1.600 0.4600 23 1.700 0.4200 24 1.800 0.3800 25 1.900 0.3500 Page 12 - - - - S E I S A B - - - - )PC yore 1.42) 01/25/01 Poinsettia LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2800 28 2.500 0.2300 29 2.750 0.20(10 30 3.000 0.1700 31 3.250 0.1400 32 3.500 0.1300 33 3.750 0.1200 34 4.000 0.1200 COM.. .Joc O XX N 1.0, I I I 0.9.X 1 I I 0.8. I O 0.7. 1 O I I 0.6.0 I 0.5. 0 S 0.4. XX 0.3. XX x 0.2. XX 0.1. 0.0. 0 1 2 3 4 5 PERIOD (SECONDS) Page 14 - - - - S E I S A B - - - - (PC Ocr, 1.42) 01/25/01 Poinsettia LOADINGS DATA INPUT )CONTINUED) ---------------------------------------------------------------- LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS CASE/COMB 0 Y 1 DESCRIPTION 1 0.974 0.001 -0.226 LONGITUDINAL 2 0.226 0.000 0.974 TRANSVERSE 3 I.OLONG • 0.3 S, 0.3L000 • 1.0TRANS Page 13 - - - S E I S A B - - - - IPC Vero 1.42) 01/25/01 Poinsettia LOADING DATA INPUT (CONTINUED) ---------------------------------------------------------------- PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9- 1.6. A I C 1.5, C E 1.4- L E 1.3. R I XX A 1.2. X T XXX Page 15 - - - - 5 0 I S A B - - - - (Version 1.421 1/25/01 Poinsettia RESPONSE SPECTRUM RESULTS ---------------------------------------------------------------- VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD FREQUENCY CS I 0 1 1 0.243 4.111 1.27 9.830 0.006 -3.676 2 0.203 4.926 1.26 -0.011 -0.059 0.001 3 0.180 5.556 1.22 -0.139 -0.003 0.052 0 0.169 5.909 1.19 -0.701 0.008 0.263 5 0.140 7.116 1.10 0.082 -0.006 -0.026 6 0.116 8.616 0.98 -0.005 7.691 0.005 7 0.058 17.276 0.64 0.492 0.001 -0.149 8 0.057 17.523 0.63 0.812 -0.014 -0.330 9 0.054 18.465 0.62 1.057 0. 00 1 -0.397 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. ::: S -- CS, Nm 0 I :::: : H og 9999 9999 9999 0 0000 0000 0000 0000 J !! !! !! E! I !!!! !!!! !!! !!!! J !!! !!! ! !!! ::! Zl :!! 5-2-1 N I- a FREE.rr(T Susan Perano Craig Harrington 111111 illlillullll IllIllillIll 111111 lalu.ul.li 109111111 illillllll llllillllill IlillIlIlIll 1111111091 ul*IlllllluI 11111181091 IIlliluillIi illllllllill 111109109111 ulllllllllll IlilliuIllul uIllllIullll lull liii liii lila 1111 1111 1111 liii 1111 lull liii. 1111 lUll 11111 1111 liii 1111 liii 1111111 11111109 1111 1111111 llllllllllil IlullIlallI 1111111 11111111 liii 1111111 118091111111 10911109111 11111 liii liii 11111 liii liii 1111 1111 lull 1111 llli 1111 lIla 1111 1111 liii 1111 liii luliulllllll lllllillllll llllililllll lilllllillal 1111 lull ulllllllllll 1091111111 IlIllailallI IllIllillill illlllllll 1111 lull IllIllIlull 111111 lllllllllill IllillIllill 111111 8111 lull 111111111 111111 111111 11111111 1*111111 lillllalli 1110911111 lull liii 1111 1*11 lUll 1111 1111111 111111 1111 1111111 111111 1111 1111 III 1111 1111 1109111111 IllIlillIl 111*1*11 11111111 111111 111111 SEISAB PC Version 1.42 105/05/941 tEl 1990-94 Dokken Engineering All rights reserved. Dote: 01/25/01 Time: 13:39:34 File: free.in User: Unknown 1111111 111111111 11111111$ 1111111 1111111 11111111 111111111 111111111 111111111 1*1111111 IllullIll 111111111 II II UI all II II II II II II Ill II Ill Ill II II II Ill 111111 11111 Ill 111111 111111111 11111111 111111 11111 Ill 111111 iillllull 11111111 Ill II Ill ill II II II Ill II II II Ill II II Ii Ii II II 111111111 111111111 111111111 111111111 II II 111111111 1111111 111111111 111111111 1111111 Ii II 11111111 PC Von: 1.42 Data: 05,05,94 Written By: Roy louboen Jan Lee Vie Koliekin Ken Porano Jane. CAROl 'Finn: 13:39:30 Dote: 01125/01 SEISAB'Poinsettia' C 005 59K 6146 C SUPERSTRUCTURE JOINTS 4 COLUMN JOINTS 3 OUTPUT LEVEL 0 C C ---------ALIGNMENT DATA------------ AL10004ENT C ALIGNHthOT OFFSET L 1.0 STATION 1709 • 77.37 COORD N 0.0 E 0.0 BEARING N 76 54 40 0 C C ---------SPAN DATA ------------------ C SPANS LENGTHS /1.0.05.4.1.0/ - /1.0. 05.0, 1.0/ C AREAS /128.20,92.00,128.20/ - /128.20.92.00.128.20/ - /1 120 . 20. 92.00 . 120. 20/ C Ill /156.8,156.8,156.8/ - /156.8,156.8,156.8, - /156.8,156.8,156.8/ C 722 /3'45613/ - /345013/ - I345613/ C 133 /32.2,30.1,32.2/ - /322, 301.32.2/ - 32:2 , 30.. I, 32 . 2/ C K 580393 C DENSITY 0.150 C WEIGHT 5.04 C C ---------DESCRIBE DATA ------------- C DESCRIBE COLUMN 'PIER 2' AREA 106 Ill 78 122 3.45 033 44003 DENSITY 0.150 O 580393 COLUMN 'PIER3' AREA 106 III 78 122 3.45 133 44003 DENSITY 0.150 O 580393 C SPECIAL CAP 'Type 1' 'Model Top of Pier on Bent Cap- 1 33 3.87 0 485592 C C ------------ABUTMENT DATA ---------- ABUTMENT STATION 174977.37 BEARING N 20 30 05 W, N 20 30 05 N ELEVATION 76.22 75.74 C CONNECTION FIX FIX CONNECTION FREE FREE C FREE.. ,,,T C - BENT DATA ---------------- C PIER BEARING N 20 30 05 W. N 20 30 05 H ELEVATION TOP 76.58 76.38 ELEVATION ROT 86.50,45.50 WEIGHT 68.9,64.9 C SPECIAL CAP 'Type 1' AT 2,3 COLUMN 'PIER2' AT 2 COLUMN 'PIER3' AT 3 COLUMN 'FOP PIN LONG AT 2,3 COLUMN TOP END JOINT SIZE 0.88 AT 2.3 C CONNECTION JOINT FIX PIN AT 2 C CONNECTION JOINT PIN FII AT 3 C C ----------FOUNDATION DATA ----------- C C FOUNDATION C AT AB(7II)EWF 1.4 C SPRING CONSTANTS C I1F1F1 474 C KF3F3 0 C C ---------- LOADDATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 0,35 - 0.40 0,45 0.50 0.55 0.60 0.70 0.80 - 0.90 1.00 1.10 1.20 1.30 1.40 1.50 - 1.60 1.70 1.80 (.90 2.00 2.25 2.50 - 2.75 3.00 3.25 3.50 3.75 4.00 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 - 1.17 1,13 1.07 1.04 1.01 0.85 0.90 - 0.86 0.80 0.72 0.65 0.59 0.55 0.49 - 0.46 0.42 0.38 0.35 0.32 0.28 0.23 - 0.20 0.17 0.14 0.13 0.12 0.12 FINISH OUTPUT LEVEL 0 IS IN EFFECT Page 2 - - - - S £ I S A 8 - - - - (PC YOre 1.42) 01/25/01 Poifleeltia ALIGNMENT DATA INPUT ---------------------------------------------------------------- INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COORDINATE N 0.000 E 0.000 Page 3 - - - - S E I S A B - - - - (PC Vera 1.42) 01/25/01 Paineettia SPAN DATA INPUT --------------------------------------------------------------- SEDMENT LENGTH AREA III 122 133 Page - - - - S 8 I S A B - - - - (PC Vera 1.421 01/25/01 Poineeltie SEISAB DATA INPUT --------------------------------------------------------------- SPAN 1 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.81 45613.00 32.20 SPAN 2 47.40 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.21 SPAN 3 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 120.20 156.80 45663.00 32.20 ELASTIC SEGMENT WT/LENGTH DENSITY MODULUS SPAN 1 1 5.040 1.150 580393. 2 5.040 0.150 580393. 3 5.040 0.150 580393. SPAN 2 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 0.150 580393. SPAN 3 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 0.150 500393. RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED IS BASED ON: 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN page 4 FREE.. .T - - - - S E I S A B - - - - (PC Vet, 1.42) 01/25/01 P05040ttie DESCRIBE DATA INPUT ---------------------------------------------------------------- COLUMN INFORMATION NO. I TITLE: PIER2 INFORMATION SENT LENGTH AREA II) 122 133 1 0.00 106.00 78.00 3.45 44003.00 ELASTIC 5EX0485(T DENSITY MODULUS 1 0.150 580393. Page 7 - - - - S C I S A B - - - - (PC Vote 1.42) 01/25/01 Poinsettia BENT DATA INPUT ---------------------------------------------------- B621F GEOMETRY AND WEIGHT INFORMATION 882)1 TOP BENT BOT BENT BENT AZIMUTH ELEVATION ELEVATION NEIGH) 2 339.409 76.58 46.50 64.90 3 339.499 76.38 45.50 64.00 NO. 2 TITLE: PIER) INFORMATION SEGMENT LENGTH AREA 211 122 133 1 0.00 106.00 78.00 3.45 44003.00 ELASTIC SDXI' DENSITY MODULUS 1 0.150 580393. Page 5 - - - - S E I S A B - - - - (PC Veto 1.42) 01/25/01 Poinsettia DESCRIBE DATA INPUT (CONTINUED) ---------------------------------------------------------------- 8824? CAP AND/OR SPECIAL BENT CAP INFORMATION NO. 1 TITLE: Typo I INFORMATION: Model Top of Pier as Bent Cop DENSITY ELASTIC MODULUS: 485592. AREA 061 122 133 SPECIAL CAP MENDER 3.87 Page 6 - - - - S E I S A B - - - - (PC Vet, 1.421 01/25/01 Poinsettia ABUTMENT DATA INPUT ABUTMENT TO BRIDGE Y\ ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.22 339.499 FREE 4 75.74 339.499 FREE BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES RUM') TITLE AREA Ill 122 133 2 SINGLE COLUMN MEl/I - NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT - NO COP PROPERTIES REQUIRED ELASTIC BENT DENSITY MODULUS 2 SINGLE COLWOI BEN) - NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED Page H - - - - S E I S A B - - - - (PC Vera 1.421 11/25/I1 Poifloettia BENT DATA INPUT (CONTINUED) ---------------------------------------------------------------- BENT COLUMN GROUPINGS BENT SPACING COL TITLE ECCENTR. GROUP OFFSET 2 1 PIER2 0.00 0.00 3 1 PIER) 0.00 0.00 BENT CONNECTIVITY INFORMATION SUPERSTR BENT TO SUPERSTR BRDGE NOT)) BENT CONTINUITY CONNECTION TYPE MSR(4NT TYP DODGE (lOT)) 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED 9 FREE., AT BENT COLUMN END INFORMATION lOP . BOrl'014.......... BNT COt. CORD) TYP JUT SIZE BRG ELI)? CORD) TYP JNT SIZE BOO ELNT - 2 1 PIN LONG 0.88 FIXED 0.00 THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEFFICIENT a 0.05 3 1 PIN I.ORfl 0.88 FIXED 1.00 ACCELERATION DUE TO GRAVITY • 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE I 0.050 0.5900 2 0.100 0.9000 Page 9 3 0.150 1.1500 4 0.200 1.2600 - - - S E I S A B - - - - IPC yore 1.421 01/25/01 5 0.250 1.2700 6 0.300 1.2500 7 0.350 9.2101 Poinsettia 8 0.400 1.1700 9 0.450 1.1300 II 0.500 1.0700 BIT)? DATA INPUT (CONTINUED) 11 0.550 1.0400 12 0.600 1.0100 ---------------------------------------------------------------- 13 0.700 0.9500 14 0.800 0.9000 BIT)? COLUMN PROPERTY INFORMATION 15 0.900 0.8600 16 1.000 0.8000 17 1.100 0.7200 BIT)? 2 18 5.200 0.6500 19 1.300 0.5900 LIT)GTH/ AREA/ 20 1.400 0.5500 SEGMENT DENSITY ELAS WOOLS 111 122 II) 21 1.500 0.4900 22 1.600 0.4600 COLUMN 1 23 1.700 0.4200 I ) 29.201 106.00 78.00 3.45 44003.00 24 1.800 0.3800 0.150 580393. 25 1.900 0.3500 BENT 3 LENOTH/ AREA/ SEGMENT DENSITY EL.AS 14001.S III 122 133 COLUMN I 1 I 30.00) 106.00 78.00 3.45 44003.00 0.150 580393. Page 11 - - 5 E I S A B - - - - PC Vera 1.42) 01/25/01 Poinsettia LOADINGS DATA INPUT ICONTINIJEDI ---------------------------------------------------------------- DIGITIZED ACCELERATION SPECTRUM )CONTINUED) P0181 PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2000 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.5700 31 3.250 0.1411 32 3.500 0.1300 33 3.750 0.1200 34 4.000 0.1200 PARENTHESES INDICATE AN ADJUSTED SEDMI3fF LENGTH. Page 10 - - - - S 0 I S A B - - - - (PC Vera 1.42) 01/25/01 Poinsettia LOADINGS DATA INPUT ---------------------------------------------------------------- THE NUMBER OF NODE SHAPES FOUND WILL BE 3-NUMBER OF SPANS (20 8AX114554) Page 12 - - - - 5 E I S A B - - - - PC Vera 1.42) 01/25/01 Poinsettia LOADING DATA INPUT (CONTINUED) ---------------------------------------------------------------- PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9. 4 Page 13 - - - - S E I S A B - - - - IPC yore 1.421 01/25/01 Poinsettia LOADINGS DATA INPUT (CONTINUED) ---------------------------------------------------------------- LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS CASE/COMB 0 Y Z DESCRIPTION I 0.914 0.000 -0.226 LONGITUDINAL 2 0.226 0.000 0.914 TRANSVERSE 3 1.O LONG * 0.3'FRANS 4 0.ILONG • 1.OTRANS 1 2.853 0.351 0.19 -9.528 0.007 3.563 2 0.256 3.015 I. -0.013 -2.642 0.002 3 0.203 4.920 1.26 0.119 9.001 -0.053 4 0.181 5.522 1.22 -1.530 0.141 0.511 0. 75 9 5 0.171 5.040 1.20 -2.035 -0.113 6 0.140 7.119 1.10 0.002 7.216 0.002 7 0.066 15.239 0.69 -0.100 0.001 -0.021 8 0.058 17.211 0.64 0.151 -1.384 -0.059 9 0.057 17.496 0.63 0.937 0.202 -0.353 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. Page 15 - - - - S E I S A B - - - - )Voreion 1.42) 1/25/01 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ------------------------------------- CQC DISPLACEMENTS LEFT FACE'..' ....ROHT FACE .... ... OPI/NG/CLSNO... ITEM LC UO31TJXWL TRNSVRSE LNOIIJDNL TRNSVRSE LNGITJXNL TRNSVRSE ABU 1 1 0.000 0.000 1.274 0.166 1.274 0.166 2 0.000 0.000 0.166 0.022 0.166 0.022 3 0.000 0.000 1.324 0.172 1.324 0.172 4 0.000 0.000 0.548 0.071 0.548 0.071 BlOT 2 1 1.274 0.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.324 0.172 1.324 0.172 0.000 0.000 4 0.548 0.071 0.548 0.071 0.000 0.000 BUT 3 1 1.274 0.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.324 0.172 1.324 0.172 0.000 0.000 4 0.548 0.071 0.548 0.07) 0.000 0.000 ABU 4 1 1.274 0.166 0.001 0.000 1.274 0.166 2 0.166 0.022 0.000 0.000 1.166 0.022 3 1.324 0.172 0000 0.000 1.324 0.172 4 0.548 0.071 0..000 0.000 0.548 0.071 LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.OWNG • 0.3TRANS 4 0.PLONO • 1.OTRANS P.9. 16 - - - - S E I S A B - - - - (Version 1.421 1/25/01 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) FREE., t(T I.e. 1.7, 1.6. A C 1.5. C E 1.4, I- E 1.3. 0 I XX A 1.2. 1 'F XXX I 1.1. o I XX N 1.0. 1 I X O.9,X X I I X 0.8. 2 X 0.7. X O I I 0.6.X 0 0 0.5. I 0.4. XX 0 0.3. x 0 0.2. x X 0.1.. 0 X 0.0. 0 1 2 3 4 5 PERIOD (SECONDS) Page 14 - - - - S E I S A B - - - - IVersion 1.421 0/25/01 Poinsettia RESPONSE SPECTRUM RESULTS ---------------------------------------------------------------- VIBRATION CHARACTERISTICS PARTICIPATION FACTORS I,J.J NODE PERIOD FREQUENCY CS X Y 5 ----------------- CCC COLUMN FORCES .L.NGITUDNL . FRANSVRSE. CL LCC LC SHEAR HOI4ft SHEAR MOMENT AXIAL TORSION WII 2 I ROT 1 352.7 9211. 7.4 212. 22.4 0.0 2 45.8 1198. 1.0 28. 3.4 0.0 3 366.4 9571. 7.7 220. 23.4 0.0 4 151.6 3962. 3.2 92. 10.1 0.0 1 TOP 1 311.8 0. 7.4 50. 22.4 0.0 2 40.6 0. 1.0 7. 3.4 0.0 3 324.0 0. 7.7 52. 23.4 0.0 4 134.1 0. 3.2 22. 10.1 0.0 lira 3 1 DOT 1 330.4 8744. 7.5 240. 23.8 0.0 2 43.0 1138. 1.0 32. 3.5 0.0 3 343.3 9086. 7.8 249. 24.8 0.4 4 142.1 3761. 3.2 104. 10.6 0.0 1 TOP 1 280.0 0. 7.4 46. 23.8 0.0 2 37.5 0. 1.0 6. 3.5 0.0 3 299.2 0. 7.7 47. 24.8 0.0 4 123.9 0. 3.2 20. 10.6 0.0 FREE.rj(T LOAD CASE/COMB Ron Time: 00:00: 0.27 End of Ron. DESCRIPTION LONGITUDINAL TRANSVERSE 1.OLONG • 0.3TRANS .3 LONG • 1.OTRANS LOAD CASE/COMB DESCRIPTION I LONGIISIDINAL. 2 TRANSVERSE 3 1.0LO083 • 0.3FRANS 4 0.3 LONG • 1.OTRANS PA9O 17 - - - - S E I S A B - - - - IVorHion 1.421 1/25/01 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ---------------------------------------------------------------- CCC ABUTMENT. HINGE AND JOINT FORCES W/R TO BRIDGE C.L. W/R TO ITEM C.L. STEM LC VERT SHEAR LONGITUENI. TRNV SHEAR LONGIIVDNL TRiP) SHEAR ABU 1 1 7.7 0.0 0.0 0.0 0.0 2 1.5 00 0.0 0.0 0.0 3 8.2 0. . 0 0.0 0.0 0.0 4 3.8 0.0 0.0 0.0 0.0 ABU 0 1 8.0 0.0 0.0 0.0 0.0 2 1.5 0.0 0.0 0.0 0.0 3 8.5 0.0 0.0 0.0 0.0 4 3.9 0.0 0.0 0.0 0.0 6 DOKKEN Engineering 3914 Murphy Canyon Road, Ste A-153 San Diego, CA 92123 Overstrength Loading kip := 1000•lbf check(x) := if (x < 1 ,"OK" , 'NG') Parameters MP := 4141kipft Plastic moment (from CoIX) height 0 := 30.1ft heightj00 := 2ft + 6in Overstrength Moment & Shear per SCD 4.3 MOS := M1.2 MOS = 4969.2 kip. ft M05 - - VO := V05 = 165.0897 kip height col Mpiie + Vos.(heightfoot - 6in) Mpile = 5299.3794 kip ft 1095 Poinsettia Overstrength Loading Date: 7/25/00 By: MS overstrength.mcd I8eII*8I8i iiiiiae. i.iiiiiui IIi8lI88iiI 8Iiiii88ili •i#iII8IIiI ii.i.iti.i.8 flhI8iiII. 0111*188*881 IlIii*iIIliI 1111lll0l101 iII8110011lI *0*0 04*0 *1*, 0*00 1811 0000 1011 Sill 0111 illS liii 1101 11811188 1111 *111 liii lilt liii 11811188 18*1 1111 liii Sill 1181 111111*4 liii liii 1118 1111 1111 *05* 1111 1111 4*0* 1114 1111 1111 lilllllilill llllllllllll *111 *00* IllIllillill llllilllllll 1111 liii IllIllI101 IllIlIlill 1111 Column Width 0-dir (Trans) 35.73 ft Column Depth S-dir (Long) 1.50 ft Column Area 53.46 ft"2 Equivalent Width 0-dir (Trano) 30.66 It Equivalent Depth S-dir (Long) = 1.50 ft Live Load Percent Impact 15.00 percent End Condition about 0-main = FIX End Condition about S-main FIX Number of Columns in Bent 1 columns Column Data i-itR.doc Pile and Spread Footing Design Pregro Vercion 2.23 07/11/92 Footing Data 111111 111114 11811811 11111111 *118111111i 4111 ll IillillI lii CIII 1111 8*11 1*11 108111* 111181 11*1 1111111 111111 loll 1111 III loll Bill *llilI*181 1111111111 11110111 11111111 1111*1 111111 FOOT PC Version 2.23 (07/17/92) Copyright (c( 1984 State of California. Department of Transportation (C) 1990-92 Dokken Engineering All rights reserved. Date 07/30/00 Time 1*57:56 Filet P:\1095_P-1%500%560_ST-l560-10\foot5Pier.in User: Unknown Input Data 2 3 4 S 6 7 8 123456789012345678901234567B90l234567890l234567890l2340i7890l234567890l234S6789I 1095 POINSETTIA U) VERSION 2.25 04/05/93 35.73 1.50 53.46 15.00 FIX FIX CHECK 37.73 10.0 2.5 PILE lg.io 3250. 60000. 150.0 10 76 8 6 4.00 0 10 76 8 7 6.00 5 5 12.00 17.00 2.00 120.00 170.00 25.00 28.00 267.00 .41 9.39 688.00 14 2 12.0 70.0 YES 40 7 3.5 5.45 7 -3.5 5.45 LOADS BQTIVOI I 0 0 0 0 0 0 0 I 0 I I 0 0 0 651 74 86 0 . 59 426 0 0 0 114 0 0 0 4 0 0 0 0 0 0 0 0 0 O 0 446 0 I 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 0 0 I. I. 0. 0. 0. 0, 0 0. 0. 0. 0. 0. 5299. ....0. 0. 0. 0. Title 1095 POINSETTIA UI 1857:56 07/30/00 Page Type of Feeling Analysis • CHECK Footing Length 0-dir (Tran) 37.73 ft Footing Width S-dir (Long) • 10.00 ft Win Footing Depth Cuneidered 2.50 ft Max Footing Depth Conoidered 10.00 ft Type of Footing POLE Footing Material Properties Ultimate Concrete Compressive ltr000 )PC) 3250.0 psi Yield Streoo of Steel Reinforcement (PS) 60000.0 pci Unit Weight of Concrete 150.0 pcf Modular Ratio )El/EC) (N) 8.9 Title 1095 POINSETTIA UI 185756 07/30/I0 Page 2 Top Flexure Reinforcement Data Number of Baro 0-d1r (Tran) 10 Number of Bare S-dir (Tram) 76 Bar Sloe in 0-dir (Tran) 8 Bar Size in S-dir (Long) Top Bar Clearance • 4.00 inches Direction of Top Bare = 0 direction Bottom Flexor: Reinforcement Data Number of Bore 0-dir (Tram) 10 Number of Bare S-dir (Tram) 76 Bar lice in 0-dir (Tran) • 8 Bar Siee in S-dir (Long) • 7 Bottom Bar Clearance = 6.00 inches Direction of Bottom Bare = S direction Shear Reinforcement Data Stirrup Bar Sloe = 5 Stirrup Spacing 0-dir )Tran) 12.00 in has Stirrup Spacing S-di r (Long) 17.00 incheo Soil Data Depth of Earth Cover = 2.00 ft Unit Weight of Cover • 120.00 pcf Environmental Factor (1) = 170.00 6/in Pile Footing Coot Data Contract Item Price Unit x g n n E I I 2: - I 0. 00 r !I 0 o -J a -a 00 0 0 0 E. 0 r) 41 a - -a -- a 10 :: : 0 : 1. gam n 0?? roo d -- a: 0 rtER.doc OH 1 0. 0. 0. 839. 60. 60. 3.51 OR 18 2 0. 0. 0. 839. 60. 60. 3.51 OK 10 3 0. 0. 0. 1054. 75. 75. 2.79 OK 19 1 0. 0. 0. 839. 60. 60. 3.51 OR 19 2 0. 0. 0. 839. 60. 60. 3.51 OK IF3 0. 0. 0. 1343. 96. 96. 2.19 OK II 0. 846. 846. 839. 43. 7. 2.72 OK III 1 0. 462. 462. 839. 51. 69. 3.03 OK III 2 0. 462. 462. 839. 51. 69. 3.03 OK III 3 0. 462. 462. 068. 60. 79. 2.67 OK IV 1 0. 77. 77. 839. 58. 61. 3.62 OK IV 2 0. 77. 77. 839. 58. 61. 3.42 OK IV 3 0. 77. 77. 968. 68. 71. 2.97 OK V 0. 808. 888. 817. 40. 76. 2.75 OK VI 1 0. 518. 518. 817. 69. 3.05 00 VI 2 0. 518. 518. 817. 69. 3.05 oX VI 3 0. 518. 510. 941. 57. 78. 2.70 OK The following are included in the Applied Loads above: Weight of Cover 101. kips Weight Of Footing • 184. kipO Total . 285. kips Per Group OP Case 3 the Pile Loads at each corner are 96. 96. 96. 96. Title 1091 POINSETEIA Ui 18:57:56 07/30/00 Page 8 Earthquake Loads )EQ) for Footing Design (k-It) NOTE: Ratio Capacity (Coop or Uplift) / (Max or Mm) Pile Load. ASS Unreduced Islamic (VII) & Probable Plastic (PB) PHI 1.00 Cap Cap Uplift Coop -140. 280. Applied Loads -------------: Hun Max Loading Tree Long Comb AoIal Pile Pile Cup Ca MY MX H P Load Ratio Load Ratio 907 1 0. 5299. 5299. 219. -92. 1.51 124. 2.26 OK The following are included in the Applied Loads above: Weight of Cover 5 78. kips Weight of Footing 141. kips Total 219. kips For Group P07 Case 1 the Pile Loads at each corner are: 124. 124. -92. -92. Titl, 1095 POINSETTIA Ui 18:57:56 07/30/00 Page 9 Design of Bottom Flexorsi Reinforcement NOTE: Area of steel in the short direction for Factored and Earthquake Loads has been increased by 1.58 (Art 4.4.6.3.2). Key to Types of Loads: 508 Service Loads. FAC Factored Loads. PHI 0.90 EQ = Earthquake Loads. PHI 1.00 MINI Minimum Reinforcement (Art based on 1.2 X the Cracking Moment. MIN2 Waiver of Minimum Reinforcomenl (Art 8.17.1.2) booed on steel area one third greater than required by analysis. MAX 0 Maxin000 Reinforcement (Art 8.16.3.1) based on .75 x balanced steel ratio. IFL 3 Footing Depth 2.50 It Bar Bar Load Control Depth Applied Required Hum Sine Dir Type Grp Ca Effective Moment Steel Area Oars (Inched (k-ft) (eq in) X SEa 22.40 0. 0.00 0 7 5 SER OH 3 23.50 814. 16.30 31 X FAC 22.44 0. 0.00 0 7 5 FAC IP 3 23.50 1575. 23.91 40 8 X EQ 22.44 0. 0.00 0 7 5 EQ P67 1 23.50 2174. 29.83 50 8 5 MINI 22.44 770. 7.87 10 7 0 MINI 23.50 2904. 28.29 40 8 X MIN2 22.44 0. 0.00 0 7 5 NIN2 23.50 2899. 25.16 42 8 5 MAX 22.44 3831. 46.77 60 7 0 MAX 23.50 15858. 184.63 309 Contra................................................. 8 X MINI 22.44 770. 7.87 10 7 5 EQ P07 1 23.50 2174. 29.83 50 Title 1095 POINSETTIA UI 18:57:56 07/30/00 Pegs II Dooign of Top Ploxural Reinforcement * •• NOTE: Area of eteel in the short direction for Factored and Earthquake Loads has been increased by 1.58 (Art 4.4.6.3.2). Key to Types of Loads: SER Service Loads. FAC Factored Loads. PHI 0.90 EQ Earthquake Loado. PHI = 1.00 MINI Minimum Reinforcement (Art 8.17.1.1) based on 1.2 1 the Cracking Moment. MIN2 Waiver of Minimum Reinforcement (Art 8.17.1.2) booed on steel area one third greeter than required by analysis. MAX Ma5ioum Roinfercement (Art 8.16.3.1) booed on .75 e balanced at001 ratio. MIN3 = Miniumum Reinforcement (Teepereture) (Art 8.20) booed on 18 maximum bar spacing. Footing Depth 2.00 ft Bar Bar Lead Control Depth Applied Required Hum Sloe Dir Type Grp Ca Effective Moment Stool Area Bars (Inches) (k -It) is in) 8 0 SER 24.56 0. 0.00 0 6 5 SER 25.56 0. 0.00 0 0 I FAC 2456 0. 0.00 0 6 5 FAC 25..56 0. 0.00 0 8 (1 EQ P87 1 24.56 3. 0.03 1 6 5 EQ P07 1 25.56 1991. 25.00 57 8 X MINl 24.56 770. 7.15 10 6 5 .NiM 25.56 2904. 25.87 59 I MIN2 24.56 4. 0.03 1 6 0 MIN2 25.56 2654. 21.08 48 B X MAX 24.56 4589. 51.19 65 6 5 MAX 25.56 18761. 209.03 457 0 X MIN3 24.56 682. 6.32 8 6 5 MINI 25.56 1302. 11.44 26 Centro................................................. 8 I MINI 24.56 682 6.32 8 6 5 EQ P67 1 25.56 1081 25.00 57 Title 1095 POINSETTIA U) 10:57:56 67/30/00 Page 11 Final ce001ts for Footing Chock 4 Footing length 37.73 ft Footing Width = 10.00 It Input Depth = 2.50 It Pile toad Reallite Load Control His Pile Capacity Control Max Pile Capacity Type Grp Ca toad Uplift Grp Ca Load Coop (6) (k) )i) (6) SER V 27. -56. OK 18 3 53. 140. OR FAC V 40. -80. OK IF 3 06. 210. OX EQ PR? 1 -92. -140. OX P07 1 124. 280. OR Shear RecoiLs Depth 2.00 ft Perimeter (60) 0.10 ft Ratio = Capacity / Applied Load Control Depth Shear Shear Type Sep Ca Effective Applied Capacity Ratio (inches) )kips) )kips) PAC DY 23.50 VS 602. VU? • 1718. 2.85 OR EQ DY 23.50 VS 813. VUY • 1718. 2.11 OK NOTE: The cheat plane at distance DX is outside the footing dimension therefore, no (VI) or )VP) shear calculations are made. ................ Top and Bottom Piexure Results Footing Depth 2.50 ft Bar Bar toad Control Eff Applied Bar Area Bare Bars Error lice Di Type Sep Ca Depth Moment Space Req Req Input Cede (in) (k-ft) )in) (ci) Top 8 1 78083 24.56 682. 12.32 6.32 8 II OX 4 6 5 EQ PR7 1 25.56 1001. 5.92 25.01 57 76 OX Bottom 8 1 MINI 22.04 770. 12.32 7.87 ii 10 OX 4 '7 5 EQ PB') 1 23.50 2174. 5.92 29.83 50 76 OF: Title 1095 POINSETTIA LII 18:57:56 07/30/00 Page 12 Minimum, Preferred Bar Spacing Development Length )Unite Inches) The clear distance between parallel bare shall not be less than 1.5 bar diameters (nominal). 1.5 time the maxiosm sine 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 ((In Clear Deformed Minimum Preferred Development Size Area Diameter Distance Disaster C-to-C C-to-C Length Spacing Spacing SPCu6 SPCc=6 4 .20 .500 2.250 .563 2.813 3.250 53 12 O .31 .625 2.250 .688 2.938 3.500 15 12 6 .44 .750 2.250 .875 3.125 3.750 19 15 7 .60 .875 2.250 1.000 3.250 4.000 26 20 8 .79 1.000 2.250 1.125 3.375 4.250 34 27 9 1.00 1.128 2.250 1.250 3.500 4.500 42 34 10 1.27 1.270 2.250 1.438 3.688 4.750 50 43 11 1.56 1.410 2.250 1.625 3.875 5.000 66 53 14 2.25 1.693 2.539 1.875 4.414 5.500 90 72 18 4.00 2.257 3.3Bi 2.500 5.886 6.000 156 93 Error Codes: = Oar Spacing lens than the AASHI'O minimum (Cede 8.21.1). 2 Ber Spacing less than the preferred CALTRAZiS minimum (Br. Des. Dot.). = 3 Bar Spacing more than the AASHTO maximum )18) (Code 8.20). 4 Inadequate development length (Code 8.21). IfA Title 1095 POINSETTIA LII 19:57,56 07/30/00 Page 13 Bar Reinforcing Steel Bar Type Bar Nuns Length Weight Weight Sine Bar ((LI )ib/ft) (ba) Top X_ Be 8 10 37.1 2.670 990. S-Bar 6 '16 9.3 2.670 1065. Bottom I-Bar 8 10 37.1 2.670 900. S-Bar 7 76 5.3 2.044 1450. Stirrup 5 238 3.0 1.043 745. NOTE: Stirrups are required in a band extending 6 Inches maximum from the column reinforcement to 22 inches from the face of the column in the 1 direction and 23 inches from the, face of the column in the 5 direction. Quantities and Estimated Cost - Pile Footing Contract Item Unit Quantity Price Amount Structure Excavation (BR) cy' 79. 25.00 1966. Structure Backfill (OR) cy 41. 28.00 1136. Structure Concrete, BR FTC cy IS. 247.00 8629. Bar Reinforcement (BR) lb 5239. 0.41 2146. Furnish Piling if 560. 9,39 5258. Drive Plies as 14 688.00 9632. Total Cost 26790. Title 1095 POINSETTIA LII 18:57:56 07/30/00 Page 14 Run Time: 00:00: 0.16 End of Run. DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Precast Slab Parameters WC:= 150 tbf — ft 3 kip := 1000 lbf kPa := 1000-Pa MPa := 106•Pa kN := 1000. newton check(x) := if (x <1,0K' ,"NG") Weight of concrete W1, := 48in Width of slab unit 4 4 'slab := —.48in•(1.75.ft) - 2-i. it (12-in) (9in) - 12 64 64 'slab = 1.6728 ft4 (I2in)2 (91n)2 Aslab 21in•(48in) - ______ - it 4 4 Moment of inertia of slab unit Asla,, =4.9874ft 2 depth5lab := 1.75ft '¼1ab 9 Ldbl 1.5ft Ldb2 := 4.5ft Area of slab unit Length of first debonded zone at each end Length of second debonded zone at each end 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 L11 u := 47ft + 5in Total length of slab unit support := 1.25ft•0.5 Length of support Spanslab - support2 Spanslab = 46.1667 ft tac := 21n depthsb - 4r Distance from top of girder to centroid of PS steel ''jack := 520kip.ns b Total prestress force (before losses) "jack = 4680 kip f, 270 E Yield strength of P/S steel in Ldbl eff := Ldbj -support Ldbleff = 0.875 ft Effective debonded length Ldb2_eff := Ldb2 - support Ldb2_eff = 3.875 ft Effective debonded length 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd C. DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Section Properties Ybar := 0.5depth5 b Live Load & Dead Load Widthdeck := nslab'Wslab Widthdeck = 36 ft Widthdeck 111anes nIes = 3 l2ft Slab Load Fractions (per BIDS 3.23.4) N1 'Ianes N1 = 3 Ng:=nslab Ng =9 W:= Wsbns1ab W36ft planes round(nies) 'lanes = 3 L Spans lab = 46.1667 ft K:= 0.8 C:= K.— C =0.6238 L 12•N1 + 9 S:= S=5 Ng N1 ( 2•N1'\( c'\2 DI:=5+—+I3--lJ 1-- 10 L 7 )L N1 D2:=5+— D2=5.3 10 D := if (C <3,DI,D2) D = 6.6443 LF := LF = 0.7525 D Dl = 6.6443 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd k 01 Del I? DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 HS20 Loading WLL := 640iL "HS2O_mom 18kip HS20 -shear 26kip ft Distributed Load 2' M1HS20 lane : [[WLLSP1 ab I SPanslab] 8 J + "HS20_mom 2 MIHS20 lane = 586.0089 kip-ft Truck Load 32kip• l4ft + 32kip'28ft Xb. := Xb = 18.6667 ft Centroid of truck 72kip Spanslab Xell := 2 - -oar Xell = 4.4167 ft 1axel_l := 32k.ip XaJ(e12 := XelI + 14ft Xel2 = 18.4167 ft axel_2 : 32ki1 Xel_3 := Xel_2 + 14ft Xel_3 = 32.4167 ft axel_3 8kip V PeliXell + Pel2Xel2 + Pel3X eI3 ngn Spanslab Rieft := axel_l + axel_2 + axel_3 - Rnght (Spanslab M2H520 Jane := RleftXell + 2 - xaxel l)(Rleft Peii) M2H520 lane = 569.6667 kip•ft M1H520 Jane )J MHS20 := ma{[-lane HS2O - lane I I MØ lane = 586.0089 kip-fl Rnght = 21.4.44 kip Rieft = 50.556 kip MHS20 MHS20Jane'fllanes MHS20 = 1758.0267 kip-ft 1095 Poinsettia Precast Slabs Date: 10/29/001 - By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Distributed Load Spanslab VlHS2Oi e := PHS20-shear + WLL 2 Truck Load VlHS2Ol uj.e = 40.7733 kip Xe11 := Oft Xej2 := 14ft 28ft Peiixeii + PeI2xeI2 + PeI3x eI3 Rright := SpanS j, Rieft := axeI_1 + axeI_2 + axeI_3 - Rright Rright = 14.556kip Rieft = 57.444 kip '2HS20Jane := Rieft V2HS20I e = 57.444 kip Vi HS2O_lane VHS20te m[ )J VHS201 e = 57. p VHS20 := VHS2OIenlanes VHS20 = 172.3321 kip 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Permit Loading Vpe ,jt 0.548kip3 Vpermit = 72 kip a := 0.5.(Spanslab - 18ft) a = 14.0833 ft b := Spanslab - a b = 32.0833 ft '\ M1 := 48kiP. ( ab J M1 =469.7834kip- Spanslab ft - M.t:= M1+ M (b a) Mpermit 733.3502 kip. ft b Dead Load (I)DL WcAs1abfls1ab WDL = 6733.0132 IV ft Wraji := 0.93 kip (J),n djan := .63 kip - ft ft (O kip AC := 0.725 (Deur kip tain : .55 - ft ft WDL tot t0DL + (wraji + AC + 60median + wcurtain) WDL tot = 9.568 kip ft WDL tot Spanslab2 MDLm := 8 MDLmax = 2549.1114 kip•ft Spanslab VDL m := WDL_tor 2 VDL-Max = 220.8616 kip (Spanslab - x) MDL(X) := (UDLtotX 2 (Spanslab.0.5 - x) VDL(x) := WDL_tor 2 MLL(x) := [WLL.x. (Spanslab x) + HS2O_mom x.((Spanslab - x) Spanslab ) 1095 Poinsettia Precast Stabs Date: 10/29/00 By: MS stab.mcd —(p DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Mserv(x) MDL(x) + MLL(x) Impact := SOft Spanslab + 125ft (( Impact := mini Impact I JJ L'. 30% Impact = 29.2113 % Impact = 29.2113% Moment and Shear Demand MHS2O MLL_fac := ma{[ + Mpet 1.15] j 1.67-1.3.(l + MLL_fac = I855.5573 kip-ft VHS2O VLLfaC := ma[ 1.671.33(1 + Impact)•LF0.5 S20—lane + Vp mJt1.15JJ VLLfaC = 186.0902 kip Mmfac 1.3MDLm + MLLfaC Mmfac = 5169.4021 kip-ft Vm fac := 1.3•VDL m + VLL_fac Vmfac = 473.2103 kip Mmset-, := MDLm + MHS20 Mmse 4307.1381 kip-ft Vmse := VDL m + VHS20 = 393.1938 kip 1095 Poinsettia Precast Slabs Date: 10/29/00 slab.mcd By: MS 55t7 DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment Capacity clear := 2.51n f:= in f'c :=4 LIP .2 in Concrete clear cover Yield strength of mild steel Concrete compressive strength F 0.4f'c Fc = i.6•kip Allowable compression In 2 F 6 Fin .!E Allowable tension (0 for DL only) := Ft0. 2 in Ybot Ybar Distance from centroid to extreme tensile fiber of girder Ytop depthslab - Ybar Ytop = 0.875 ft Distance from centroid to extreme compression fiber of girder floss := 35 kip Assumed prestress losses (per BDS 9.16.2.2) .2 in Piack neff_max jack - floss neff_max = 4073.3333 kip J,y Fstrand := 20.4kip efLslab := round[ neff_max --kip effslab = 453 kip '1s1ab kip) (Peffslab 1 strancIs := roundl J strands = 22 Fstrand PI PefLrnax := efLmax 1efLmax 4 := Ldbl elf X2 Ldb2eff x3 := Spanslab - Ldb2eff x4 := Spanslab - Ldbleff Peff(X) := if (X < xi,Pj,if(x < x2,P2,if(x < X3,P3,if(x < x4,P2,P1)))) x Oft, .lft.. Spanslab 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd JOKKEN Engineering 9665 Chesapeake Drive, Suite 43 San Diego, CA 9212 Check Stresses From Service Moments eps := (d) - (depthslab - Ybar) eps = 0.5417 ft Mp(x) := epsPeff(x) abot(x) + Ybot(Mserv(x) - MpS(x)) Peff(x) 'slab "slab '4s1ab "slab (Mserv(x) - Mps(x)).ytop Peff(x) top(X) + 'slab "slab Aslabnslab (MDL(X) - Mps(x))y0 Peff(x) top—DL(X) := + 'slab "slab Aslab•nslab - _yb0t(MDL(x) - MpS(x)) Peff(X) abotDL(x) := + 'slab"slab Aslab•nslab 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Check stresses Fc = 1.6 kip Ft = 0.3795 kip .2 XmJJ( := 0.5-Spanslab Xn X. in 2 in Given Xmax 5 Spanslab Xm ~ 0 Xm Maximize(abot,xm) Xm = 3.8757 ft abotmax := abot(xmax) abotmax = l.1866 kip .2 in t'a_bot_max a bot_max a_bot_max = 0.7416 check max = "OK" F Given X jfl :5 Spanslab 0 Xrpan := Minimize(abot,xmjn) Xmin = 42.2965 ft abotmin := abot(xmin) abotmin = 0.0465 kip .2 in C7 := abot(Ldbleff.0.999) a = 0.2995 abotn := miJb0n kip in 2 a ij, abot n = 0.0465 .2 In a_bot_min abotn a_bot_min = —0.1224 check(fabot fl) "OK" —Ft Total Stress in Bottom Fiber 2 a 1(x) kip 1.5 in F kip In 0.5 — F1 kip In 0 -0.5 '- 0 20 40 x 1095 Poinsettia Precast Slabs Date: 10/29/00 slab.mcd By: MS 5-10 DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 t Given Xmax ~5 Spanslab Xmax 0 xma,:= Maximize(atop, xmax) Xmax = 3.8747 ft atop-max atop(xmax) atop_max = 0.269 LIP 2 in atop-max ta_top_max ia_top_max = 0.168 1 check(fa_top_max) = "OK" F Given Xp,j ~5 Spans , Xmin ~! 0 Xin := Minimize (atop,xn) Xmin = Oft atop-min atop(xmjn) atop-min = -0.0651 kip in 2 ip 11) a := a 0 (Oft) a = -0.0651 - atop_n := mi n[[toP_rnjj atop_n = 0.065I iL in 2 a . in 2 atop-min _atop_min = 0.17 15 check(fa_top_min) = "OK" a_top_min -Ft Total Stress in Top Fiber 2 1 1 I a10 (x) kip 1.5 in F kip In 0.5 F1 kip In 0 0.5 0 20 40 x ft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Given xmax 5 Spanslab Xm ~ 0 xm := Maximize(abotDL,xm) xmax = 3.8757 ft abotmax abot_DL(xmax) abotmax = 1.2042 Llp- .2 In abotmax a_bot_DL_max 1a_boLDL_max = 0.7526 check(fabotDL max) = "OK" F Given Xflj ~5 Spanslab Xn ~! 0 Xi-nin := Minimize(abotDL,xn,jn) Xrnin = 3.8746 ft Gbotmin aboLDL(xmin) abot_rnin = 0.0638 1 LIP .2. in kip a := boLDL(LdbI_effO999) a = 0.3037 abotn := mi k J(Ot_ min 2 Cr ,\ /1 abotinin = 0.0638 ip in in 2 bot mm a_bot_.DLjiun := - + kip 1 'a_bot_DL nun = 0.9362 2 in DL Stress in Bottom Fiber 2 1 1 I -1 abotDL(x) 1.5 kip In F kip .2 05 In 0 0 -0.5 0 20 40 x ft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd check(fa bot DL n) = "OK" DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Given xmax ~5 Spanslab Xmax ~! 0 Xmax := Maximize(a opDL,xmax) Xmax 3.8748 ft atop-max atop_DL(xmax) atop-max = 0.2513 In 2 a top-max a_top_DL_max fa-top-DL-max = 0.1571 check(fa_top_DL_max) = F Given x j :5 Spanslab Xrp.rn > 0 Minimize((YtopDL,xmjn) ip Xmin = Oft atop-mm atop_DL(xmin) atop-mm = -0.0651 - In 2 - ip . (' op_mm a := atop DL(Oft) a = -0.0651 k - atop-min .- mIn ! a 2 atop_mm = -0.0651 kip in .2 In a_top_DL_mmn top-n- + in a_top_DL_min = 1.0651 kip .2 In DL Stress in Top Fiber Vend diaphragm will be used 2 aIOPDL(x) 1.5 kip in 2 - 1 F kip in 2 0.5 0 0 -0.5 0 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd 20 x ft DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Positive Bending Capacity of Prestress Steel 1jack 2 A's : A's =23.Il11ifl fy-0.75 Wslab := Wskbnslab Wslab = 36 ft Pps Pps=°3147 wslab*dps Reinforcement ratio for prestress PPSJ"Y 241.3235 - kip Stress in prestress steel _ := - 0.5 r J = . 2 In fsu_pcA's 3.7972 n Height of whitney stress block for aps o.85.rc.wslab aps = bending associated with prestress steel, assumes rectangular section A's'fsuPsdPsfl - 0.6 Pps su_ps J = 7001.0598 kip-ft = 7001.0598 kip-ft Mm := Mmfac Mmax = 5169.4021 kip.ft f Mmax := fps =0.7384 ps_cric check(fps) = "OK" 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 9212 Deflection E : 57000FIbf 3604.9965 lip in in r Spanslab Spanslab ( Spanslab m(x):=iflx< ,x, —Ix— L 2 2 2 Spanslab Mse (X)m(X) Amid = 0.9175 in 1 dx Amid Ec•Jbns b Oft Spanslab 6a1(ow := 240 A allow = 2.3083 in Amid f& = 0.3975 check(f6) = "OK' Aallow 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Camber := 0.25Spansjab Spanslab Xhalf := 2 X%.t = 11.5417 ft -half = 23.0833 ft X3quart := Spanslab - 'quart X3quart = 34.625 ft := if[x <a, (Span slab - a)-(x) (Spanslab - a).a (x - a) rn(x,a) Spanslab ' Span L - Spanslab - a]] quart-DL := Spans , dx 1 MDL(x).m(x,xqu) quart-DL = 0.3096 in Ec-Islab-nslab Oft ha1LDL:= Spans dx 1 MDL(x)'m(x,xhalf) half-DL = 0.4345 in EcJi,bfls1ab Oft Spans , J MDL(x)-m(x, X3qua 3quart_DL := ) dx 3qua&DL = 0.3096 in Ec•Ij•ns b Oft 'quart-PS := Span slab dx 1 '• Mps(x).m(x,xqu) quart-PS = 0.329 in Oft Ahaif PS := 1 r dx MpS(x).m(x,xhalf) half_PS =O.4419in Oft SP1flstab 1 [ Mps(x).m(x,x3qu) 3quart_PS := dx 3quart_PS = 0.329 in Ec•Ish'n5 b 0 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 camber—quart quart—DL - quart—PS Acamber_quart = 0.0016ft camber—half half—DL - 'ha1f_PS Acamber half = —0.0006 ft camber_3quart 3quart_DL - 3quart_PS 61camber_3quart = —0.0016 ft 1095 Poinsettia Precast Slabs bate: 10/29/00 By: MS slab.mcd VisualAnalysis (version 3.50.c)- Poinsettia, Sun O '6:11:05 2000 Dokken Engineerl itt Salveson Condition 1 - Case Feet, Kips, Degrees Bending Moment Z All Members: Max = 9.951 K-ft (M2) Mm = -20.34 K-ft (M3) VisualAnalysis 3.50.c Report 10/29/00 16:11:18 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ..ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml Condition 1 - Case 1 0.0000 -1.7225 -8.7250 8.4853 1.0833 -1.7225 -6.7861 0.1202 2.1667 -1.7225 -4.8472 -6.1655 3.2500 -1.7225 -2.9083 -10.37 4.3333 -1.7225 -0.9694 -12.50 5.4167 -1.7225 0.9694 -12.50 6.5000 -1.7225 2.9083 -10.37 7.5833 -1.7225 4.8472 -6.1655 8.6667 -1.7225 6.7861 0.1202 9.7500 -1.7225 8.7250 8.4853 -1- VisualAnalysis 3.50.c Report 10/29/00 16:12:04 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ..ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 Condition 1 - Case 1 0.0000 -7.5207 -1.4146 9.9506 0.9167 -7.6547 -1.2616 8.7228 1.8333 -7.7888 -1.0601 7.6563 2.7500 -7.9229 -0.8099 6.7948 3.6667 -8.0569 -0.5111 6.1822 4.5833 -8.1910 -0.1625 5.8698 5.5000 -8.3251 0.2358 5.9042 6.4167 -8.4591 0.6827 6.3224 " 7.3333 -8.5932 1.1783 7.1682 8.2500 -8.7273 1.7225 8.4853 -1- VisualAnalysis 3.50.c Report 10/29/00 16:12:11 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ..ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 Condition 1 - Case 1 0.0000 -1.4146 -7.5207 9.9506 1.0833 -1.4146 -6.9397 2.1218 2.1667 -1.4146 -6.3588 -5.0839 3.2500 -1.4146 -5.7779 -11.66 4.3333 -1.4146 -5.1969 -17.60 5.4167 -1.4146 5.1969 -17.60 6.5000 -1.4146 5.7779 -11.66 7.5833 -1.4146 6.3588 -5.0839 8.6667 -1.4146 6.9397 2.1218 9.7500 -1.4146 7.5207 9.9506 -1- VisualAnalysis (version 3.50.c) - Poinsettia, Sun Or 16:10:05 2000 Dokken Engineeri ttt Salveson Condition 1 - case Feet, Kips, Degrees Bending Moment Z All Members: Max = 11.89 K-ft (M2) Mm = -18.39 K-ft (M3) VisualAnalysis 3.50.c Report 10/29/00 16:10:26 Project: Poinsettia .le: P:\1095-Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Sa1veson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml Condition 1 - case 2 0.0000 -5.6483 -8.7250 10.6494 1.0833 -5.6483 -6.7861 2.2843 2.1667 -5.6483 -4.8472 -4.0014 3.2500 -5.6483 -2.9083 -8.2076 4.3333 -5.6483 -0.9694 -10.33 5.4167 -5.6483 0.9694 -10.33 6.5000 -5.6483 2.9083 -8.2076 7.5833 -5.6483 4.8472 -4.0014 8.6667 -5.6483 6.7861 2.2843 9.7500 -5.6483 8.7250 10.6494 -1- VisualAnalysis 3.50.c Report 10/29/00 16:12:37 Project: Poinsettia 1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, gFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 Condition 1 - case 2 0.0000 -4.0042 -7.5184 11.8897 1.0833 -4.0042 -6.9375 4.0633 2.1667 -4.0042 -6.3565 -3.1400 3.2500 -4.0042 -5.7756 -9.7096 4.3333 -4.0042 -5.1947 -15.65 5.4167 -4.0042 5.1947 -15.65 6.5000 -4.0042 5.7756 -9.7096 7.5833 -4.0042 6.3565 -3.1400 8.6667 -4.0042 6.9375 4.0633 9.7500 -4.0042 7.5184 11.8897 -1- VisualAnalysis 3.50.c Report 10/29/00 16:12:30 Project: Poinsettia de: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial vy Mz ft K K K-ft M4 Condition 1 - case 2 0.0000 -7.51.84 -4.0042 11.8897 0.9167 -7.6525 -3.5054 8.4449 1.8333 -7.7865 -2.8640 5.5189 2.7500 -7.9206 -2.0800 3.2399 3.6667 -8.0547 -1.1533 1.7363 4.5833 -8.1887 -0.0808 1.1599 5.5000 -8.3228 1.1375 1.6472 6.4167 -8.4569 2.4985 3.3056 7.3333 -8.5909 4.0021 6.2636 8.2500 -8.7250 5.6483 10.6494 Be VisualAnalysis (version 3.50.c) - Poinsettia, Thu Or -. 14:52:11 2000 Dokken Engineee an Salveson Condition 2 -case Feet. Kips. Degrees Bending Moment Z All Members: Max = 12.55 K-ft (M4) Mm = -15.30 K-ft (Ml) 0 - 0 VisualAnalysis 3.50.c Report 10/26/00 14:54:11 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, oFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 Condition 2 - case 1 0.0000 -10.22 -2.9686 10.9110 0.9167 -10.35 -2.3867 8.4621 1.8333 -10.49 -1.7561 6.5639 2.7500 -10.62 -1.0769 5.2600 3.6667 -10.76 -0.3491 4.5943 4.5833 -10.89 0.4284 4.6270 5.5000 -11.02 1.2557 5.4046 6.4167 -11.16 2.1317 6.9554 7.3333 -11.29 3.0562 9.3230 8.2500 -11.43 4.0294 12.5513 -1- VisualAnalysis 3.50c Report 10/26/00 14:54:16 Project: Poinsettia i1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 Condition 2 - case 1 0.0000 2.9686 10.22 10.9110 1.0833 -2.9686 -7.9483 1.1134 2.1667 -2.9686 -5.6773 -6.2487 3.2500 -2.9686 -3.4064 -11.18 4.3333 -2.9686 -1.1355 -13.67 5.4167 -2.9686 1.1355 -13.67 6.5000 -2.9686 3.4064 -11.18 7.5833 -2.9686 5.6773 -6.2487 8.6667 -2.9686 7.9483 1.1134 9.7500 -2.9686 10.2192 10.9110 -1- VisualAnalysis 3.50.c Report 10/26/00 14:54:27 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vau1t\vault.vap ornpany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml Condition 2 - case 1 0.0000 -4.0294 -11.43 12.5513 1.0833 -4.0294 -8.8867 1.5968 2.1667 -4.0294 -6.3477 -6.6345 3.2500 -4.0294 -3.8086 -12.14 4.3333 -4.0294 -1.2695 -14.93 5.4167 -4.0294 1.2695 -14.93 6.5000 -4.0294 3.8086 -12.14 7.5833 -4.0294 6.3477 -6.6345 8.6667 -4.0294 8.8867 1.5968 9.7500 -4.0294 11.4258 12.5513 -1- VisualAnalysis (version 3.50.c) - Poinsettia, Thu Or 14:52:20 2000 Dokken Engineer itt Salveson condition 2 - case i. Feet. Kips, Degrees Bending Moment Z All Members: Max = 17.83 K-ft (Ml) Mm = -10.02 K-ft (Ml) VisualAnalysis 3.50.c Report 10/26/00 14:54:44 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 condition 2 - case 2 0.0000 -10.22 -10.33 15.9228 0.9167 -10.35 -8.3867 7.3650 1.8333 -10.49 -6.2854 0.6420 2.7500 -10.62 -4.0218 -4.1000 3.6667 -10.76 -1.5959 -6.7151 4.5833 -10.89 0.9960 -7.0022 5.5000 -11.02 3.7539 -4.8061 64167 -11.16 6.6740 -0.0328 7.3333 -11.29 9.7564 7.4640 8.2500 -11.43 13.0011 17.8301 VisualAnalysis 3.50.c Report 10/26/00 14:54:50 Project: Poinsettia i1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 condition 2 - case 2 0.0000 -10.33 10.22 15.9228 1.0833 -10.33 -7.9483 6.1251 2.1667 -10.33 -5.6773 -1.2369 3.2500 -10.33 -3.4064 -6.1635 4.3333 -10.33 -1.1355 -8.6544 5.4167 -10.33 1.1355 -8.6544 6.5000 -10.33 3.4064 -6.1635 7.5833 -10.33 5.6773 -1.2369 8.6667 -10.33 7.9483 6.1251 9.7500 -10.33 10.2192 15.9228 -1- VisualAnalysis 3.50.c Report 10/26/00 14:55:01 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, 9Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml condition 2 - case 2 0.0000 -13.00 11.43 17.8301 " 1.0833 13.00 -8.8867 6.8756 2.1667 -13.00 -6.3477 -1.3557 3.2500 -13.00 -3.8086 -6.8639 4.3333 -13.00 -1.2695 -9.6489 5.4167 -13.00 1.2695 -9.6489 6.5000 -13.00 3.8086 -6.8639 " 7.5833 -13.00 6.3477 -1.3557 8.6667 -13.00 8.8867 6.8756 9.7500 -13.00 11.4258 17.8301 -1- )okken Engineering 9665 Chesapeake Drive, Suite 43 San Diego, CA 9212 Utility Vault Parameters Maximum loads are from Visual Analysis kip kip-ft Vwall max : 13 wall max := 17.8- - ft - ft Vroof max := 10.2 Lip Mroof max := 159kipft kip Vfloormax := 11.4 Mfloormax := 17.8 Mwail min := -7 kip-ft ft Mroofmin := -17.6 kip•ft ft Mfloormin :=-14.9 kip•ft ft f := 60ksi f':= 3250psi dshear := 9in 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment & Shear Capacities Roof d:= 9in -21n-- .751n----- d=6.625in 2 060in2 .in 2 A5 : 9in ft ( Asfy kip-ft4>M : 09.f.As[d - r J = 21.235846- ft M 001 max roof_pos 'roof_pos = 0.748734 check(froof_pos) = "OK" Wn d':= 9in - 2in - .875in d'= 6.5625 in 2 A's 0.60in2 91n .2 A's = 0.8 in ft A'5.f'\ d 59. I 4M'=21.0l0846..kip-ft : O.9fY.A'sf '_. f ) ft Mroof min roof_neg 1'roof_neg = 0.837663 check(f of neg) = "OK" Wn := 0.85.3.0.FIbf dshear 4V = 15.700216 ftn Vroof max shear-roof shear-roof = 0.649673 check(fshe roof) = "0K" OVC 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Floor d .75in 9in - 2in - - 2 A 0.60in2 9in d = 6.625 in .2 As = 0.8 in — ft ( Asfy' kip-ft OMn:= 0.9.f.A5•d -.59--Y ) = 2 1.235846 - Mfloor max tf1oor_pos f1oor_pos = 0.838205 check(ffioor_pos) = 'OK' OMn d':= 9in - 2in - .875in d'= 6.5625 in 2 A's O.60in2 91n .2 A's = 0.8 in ft A's.fy') 46 kip-ft : o.9JY A'sfd - .59. ,,, M'n = 21.0108 ft floor....neg := Mroofmin f1oor_neg = 0.837663 check(fnoor_neg) "OK" lbf 4V := 0.853.0 !f'cdshear (tWc = 15.700216 "I in Vfloormax shear.joor shear-floor = 0.726 105 check(fshe floor) = "OK" vc I 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 I vault.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Wall d:= 9in —2in-1 d=6.625in 2 2 .2 As 0.60in As = 9in ft ( Afy"\ kip-ft 0.9ffAs d -.59- 4Mn = 21.235846 ft Mwaii max waii_pos : waii_pos = 0.838205 Check(fwaii_pos) = "OK" OMn d':= 9in - 2in - .875jn d'= 6.5625 in 2 A's 0.311n2 9in .2 A's = 0.4 13333 in ft A' f M'n.:= 0.9.fY.A'S.[d - .59 I M' = 11.508416 kipft Ic) ft Mwall mm waii_neg := - fwaii_neg = 0.608251 check(fwaii_neg) = "OK" := 0.853.0 Ffc.-•dshear OVC = 15.700216 1 LIP ft 4 in Vwall max shear-wall - fshear_wall = 0.828014 Ovc 1095 I Poinsettia Utility Vault By: MS Date: 10/29/00 I vault.mcd check(fshe wall) = "OK" Jokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Distribution Reinforcement (BDS 3.24. 10) S := lOft 100% Pdr ((50% Pd mini I Pd Pd = 31.622777% Pd = 31.622777% 0.44. in in2 As dist := Pd A,-di,, = 0.18552 - 9in ft Try #4 @ 18" 2 .2 0.20in In Ad = 0.2— l2in ft dist := As_dist = 0.927601 check(fdj5t) = "OK" Ad 1095 Poinsettia Utility Vault By: ME vault.mcd 10/29/OC \j/iA Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Pipe Support Lpipe := 5 f Kpjpe := 1.0 E 29000ksi 3" schedule 80 pipe A := 3.02in2 I := 3.89in4 r := 1.13in F := 36ksi DL := 13.6.!bf . 18.5 ft PDL = 0.2516 kip ft lbf PLL:= 22-•18.5ft PLL=O.4O7kip ft factor 12DL + 16LL Pfactor = 0.95312 kip Capacity per AlSC LRFD Chapter E := KpipeLpipe Y = 0.595491 rit FE X < 1.5 Fcr := 0.658'.F Fcr = 31.034423 ksi factor fa = 315.602649 psi A fa 1axia1 F85 axial = 0.011964 check(faxiai) = "OK" 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd )okken Engineering 9665 Chesapeake Drive, Suite 43E San Diego, CA 9212 Pipe Hangers Parameters TS 2x2x1/4 At := 1.59in2 Ii := .766in4 S1 := .766in3 TS 2.5x2.5x.25 A2 := 2.09in2 I2:= 1.69in4 S2:= 1.35in3 F := 46ksi ASTM A-500 Grade B Wpipe := 42 - lbf + 36.1 lbf ft ft pipe := 2 095 Poinsettia Pipe Hangers By: ME" 1 0/29I0C hanger.mcd 0 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Type A Pipe Hanger spacingma,:= 18ft Plot spacing max- wpjpe Lts := 3ft + 2in a := (3ft + 2in - 14in) Lhanger := 3ft + 21n Plot = 1.4058 kip a=2ft b:= 3ft + 2in —a b=1.166667ft Mts = 1.4058 kip ft Fb : 0.66.Fy Fb = 30.36 ksi fb := - fj, = 22.022977 ksi fb bending := j bending = 0.725394 check(fl,ending) = "OK' Check Welds Fillet Lweld := 2.,12.(2in)2 Lweld = 5.656854 in Assume 60 ksi electrodes R:= 3.18w in Ptot f=0.2485I3 kip Lweld in Mweld := } .(a2. + a.b2) 2 Lhanger Mwe1d2 kip fh:= h=2197375 Lweld-2in in Mweld = 1.035853kip.ft [ I 095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 hanger.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 + fv ftot = 2.445888 kip In ftot weld - weld = 0.769147 check(fweld) = "OK" Fillet weld can hold all loads Type B Pipe Hanger Mm P 0 2ft Mmax = 2.8ll6 kip ft Mmax S2 bend fb Fb fb = 24.992 ksi bend = 0.823 188 check(fbefld) = "OK" Anchor Bolts %olts 3 '%olt Pbo(t = 0.9372 kip bolts Per BDA Chapter 5, Table B.1 1max : 7.8kip bolt bolt bolt = 0.120154 max check(fbolt) = "OK" I 1095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 I hanger.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Check Concrete Median Amedj j 8in0.5(4ft + 3.33ft) + (3.33ft)6in wc := 150pcf Wmediari := (OcAmedian t0median = 0.6 1625 kip- ft COtot := ((Omedian + wpipe2)' 13 #5 D&B Dowel Sdowel := 24in (i)tot = 1.004185 kip — ft Vdowel := 8.2kip Vdowel2 Fdowel := Sdowel Wt0t dowel := Fdowel Per BDA Chapter 5 Fdowel = 8.2 kip ft dowel = 0.122462 check(fdowel) = "OK" I 1095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 I hanger.mcd (44 DOKKEN E N G I N E E R I N G POINSETTIA LANE OVERHEAD WIDENING DESIGN CALCULATIONS City Project No. 3551 Dokken Project No. 1095 ( 4ESSio 7 M.W. Salveson No. C56351 Exp. 3/31/01 1* OF C DATE 9665 Chesapeake Drive, Suite 435, San Dieog, CA 92123 Phone (858) 514-8377 • Fax (858) 514-8608 I I I I 1 I I I, I I I I I I I I I I I INDEX TO STRUCTURAL CALCULATIONS POINSETTIA LANE OVERHEAD WIDENING CITY PROJECT No. 3551 DOKKEN PROJECT No. 1095 DESCRIPTION PAGE YIELD............................................................................................................................ p-ooi COLX............................................................................................................................P-005 Capacities.....................................................................................................................P-009 PierWall Loadings ............................................................................ ............................ P-014 BEARINGPADS .................................................................................................................. BP-OO1 :iISj I 4t ABUD........................................................ . ................................................................. A-OO1 MovmentRating..........................................................................................................A-005 SeatWidth...................................................................................................................A-006 Wingwall.....................................................................................................................A-007 SEISMIC ANALYSIS Pier Wall Displacements .............................................................................................. S-0O1 SlabDowels..................................................................................................................S-002 SEISABInput...............................................................................................................S-003 SEISAB (Abutment Fixed Longitudinally) .................................................................S-024 SEISAB (Abutment Free) ............................................................................................S-03 1 FOOTING OverstrengthLoading ................................................................................................... F-OOl FOOT...........................................................................................................................F-002 SUPERSTRUCTURE PrecastSlab ............................................................................................................... SS-OO 1 UTILITY VAULT Vault............................................................................................................................ V-OO1 PIPE HANGERS Hangers........................................................................................................................ H-OO1 DESIGN QUANTITIES ......................................................................................................DQ-OO1 calc_ind.doc I PIEK. . ic I,.. Pill 11111111 Ulullllleul ISIS 11111111 liii ISIS IlIlSSU illlllllilll ISIS IllilIlIll ISIS ISIS 15111115 SISISIlISlIS lIlt ISISISISIlI Sill 1151 1151 SIll ISIS ISIS 1111 illS SIll 5115 5851 SIll Ills ISIS 115111 SIll leillllsllll ISIS 1551 SIll SIll 5111 IllIllIllIll lUll Sill 1151 1151 IllS ISIS ISIS 1151 IllS SIll ISIS ISIS SIll IllS 1151 1111 51111151 IlIllISSISIl ISlIllillISI IlSIllIlISS IllS 11111155 ISIlIlIlISIl ISISIllISIlI IlIllIllIl SIll 15111111 ISIlISIlIllI llllllllllll 15151115 Column Type 2 (Rectangular) Concrete Loope = Total No. of Concrete Coord. S 4 Steel Robot Pattern = 5 (Rowe) Numbs r of Steel Reber Rowe 2 Fetal No. of Steel Rebern = 76 No plot requested. 000ign l'ypn = 2 (Check) Percent Steel Limits S (0.50 % em. 1.20 5 Max.) Bent Data Number of Columns in Bent S Dot-to-Dot Diotacce (Diameter) of Spiral 11.40 )inches) Dinte000 froo Top Coluon Ploetic Hinge to Center of Gravity of the Superstructure = 0.00 (feet) Center-to-Center Spacing of Columns a 0.00 fRet) 111111 111111 51515111 11115511 1111111111 1511111115 IllS IllS ISIS 1111 5555 IllS 1511111 111515 II,. 1111111 111111 1111 1111 III 1111 IllS 1111151111 IlIllilIll 1*111551 15111111 111511 111111 YIELD PC Version 2.25 (04/05/93) Copyright Cc) 1984 State of California. Department of Transportation Cc) 1990-93 Dokken Engineering 011 rightornoervod. IletO: 10/31/00 Time: 11:36:09 File: pier.ifl User: Unknown Input Data 1 2 3 4 5 6 7 8 1234567 a 90123 4 5678901234567 89 0123456789012345678901234567 89 012345678901234567890 1095 POINSETTIA LN 1 2 76 2 0.5 1.2 1 11.4 0.00 0.9 3250.0 29000000 0.0030 60000 444.0 16.0 220 6 -220 6 0.79 38 -220 -6 220 -6 0.79 38 LOADS 0011CM YES PILE 99 99 0.30 0 15.0 29.75 1 0 4.00 0 0 0 0 0 0 352 18 0 12 0 0 0 0 0 651 74 86 0 59 700 0 0 0 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 161 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Title 1095 POINSETTIA tO 11:36:05 10/31/00 Page ............................... Materiel Properties (psi) Ultioete Concroto Compressive Stress - PC 5 3250. Young n Modules for Concrete - EC = 3249500. Young's Modulus for Steel Bern - ES 29000000. Ultimate Concrete Coeprenniva Strain - ED = .003 Yielding Stress for Steal Bare - PS = 60000. Title 1095 POINSETTIA Lii 11:36:05 10/31/00 page 2 Rectangular Croon-Section cx cv 446.00 16.00 Concrete Coordinates (inches) Coord X S 1 222.00 8.00 2 -222.00 8.00 3 -222.00 0 4 222.00 -0.00 Title 1095 POINSEPFIA 12) 11:36:05 10/31/05 Page 3 Row Pattern Xl Yl 02 Y2 Area Barn Row 220.09 6.00 -220.00 6.00 0.79 36 -220.00 -6.00 220.00 -6.00 0.79 38 2 Stool Reber Coordinates (inches) Coord X S 1 220.00 6.00 2 200.11 6.00 3 196.22 6.00 4 184.32 6.00 S 172.43 6.00 6 160.54 6.00 7 148.65 6.00 8 136.76 6.00 9 124.86 6.00 10 112.97 6.00 11 181.08 6.00 12 89.19 6.08 13 77.30 6.00 14 65.41 6.00 15 S3.51 6.00 16 41.62 6.00 17 29.73 6.00 lB 17.64 6.00 19 5.95 6.00 Footing Dote File YES Type Footing: PILE Moment Distribution Fact Column Steel Location Ductility --- Top--- - --- Bottom--- : Percent Length Tiel Topl Factor DAY lAX 08? 062 Impact Feet) Spiral-0 801100=0 (2) 0.99 0.99 0.30 0.00 15.00 29.75 1 0 4.11 Column Group Load, - Service (k-fl) LL-Impact C000 I Cane 2 Cone 3 Deed Pro Tr000 Long Aoiol Load Stress My _Max MS-Mao N-Moo Wind WL LF CF-MY Temp MY 0 0 0 0 0 0 352 18 0 12 MX 0 0 0 0 0 651 74 66 0 59 P 700 0 0 0 172 0 0 0 0 0 PHY 0 0 0 0 P1411 0 0 0 0 P 0 0 161 0 Column Seismic and Arbitrary Load, (k-fl) (AIlS) Unreduced Seismic Arbitrary Loads Arbitrary Loads C000 I C050 2 Service Service Factored Factored Ham Iran Mao Long ALl AL2 ALl AL2 MY Tr an 0. 0. 0. S. 0. I. MX Long 0. 0. 0. 0. 0. - 0. P 60)01 0. 0. 0. 0. 0. 0. Title 1095 POINSETTIA LB 11:36:05 10/31/00 Page 6 WARNINO: The rat 10 of the column door height to the oaxico.sm width is 10.0 than 2.5. Therefore, the section may only be a pier well and ohould be designed as a column in the longitudinal direction and ao a shear wall in the transverse direction Mode 1.4.11). The transverse moments are set equal to zero. Title 1095 POINSETTIA LII 11:36:05 10/31/00 Page 7 Factored Load, for Column Design Check (kip-ft) Applied factored moments are magnified for elondorneos in accordance with Caltreno Bridge Design Specifications. (Art 0.16.51 Length 29.75.fl PC 3.25 kni FY 60.00 ksi Steel 0.85 I ROT = 60.04 sq in - Applied Factored -------. Capacity Group Cane Trans Long Comb Amid )PHIMN) PHI Ratio MY (411 H P Ml) IOU/N 08 1 0. 67. 67. 682. 2063. 0.8..... 0.8.....OR 10 2 0. 67. 67. 602. 2063. of 00 3 0. 142. 142. 1283. 2289. 0.8.....Of OP 1 0. 67. 67. 682. 2063. 0.0.....OX OP 2 0. 67. 67. 662. 2063. 0.06 OX OP 3 0. 119. 119. 1119. 2228. 0.8. .... OK II 0. 927. 927. 6N2. 2063. 0.86 2.23 OK III 1 0. 506. 506. 682. 2063. 0.86 4.08 OK III 2 0. 506. 506. 682. 2063. 0.66 4.08 OK III 3 0. 548. 548. 1134. 2234. 0.83 4.07 OK IV 1 0. 80. 84. 662. 2063. 0.86 ....0 K IV 2 0. 84. NO. 602. 2063. 0.8. .... On IV 3 0. 121. 121. 1134. 2234. 0.8. .... Of V 0. 967. 967. 656. 2053. 0.06 2.12 OK VI 1 0. 564. 564. 656. 2053. 0.86 3.64 01 VI 2 0. 504. 564. 656. 2053. 0.06 3.64 00 VI 3 0. 609. 609. 1090. 2217. 0.83 3.64 00 VII 1 0. 63. 63. 700. 2592. 1.1. .... OX VII 2 0. 63. 63. 700. 2592. 1.1.....00 NOTE: The axial (AIlS) unreducod seismic loadn (P1 are not divided M. - an . - -' -, SM - - : No, - .-. - -, - - - - PIEK. ,c 20 -5.95 6.00 21 -17.84 6.00 22 -29.73 6.00 23 -41.62 6.00 24 -53.51 6.00 25 -65.41 6.00 26 -77.30 6.00 27 -89.19 6.00 28 -101.08 6.00 29 -112.97 6.00 30 -124.86 6.00 31 -136.76 6.00 32 -148.65 6.00 33 -160.54 6.00 34 -172.43 6.00 35 -184.32 6.00 36 -196.22 6.00 37 -208.11 6.00 38 -220.00 6.00 39 -220.00 -6.00 40 -208.11 -6.00 41 -196.22 -6.00 42 -104.32 -6.00 43 -172.43 -6.00 44 -160.54 -6.00 45 -148.65 -6.00 46 -136.76 -6.00 47 -124.86 -6.00 46 -112.97 -6.00 49 -101.08 -6.00 50 -89.19 -6.00 51 -77.30 -6.00 52 -65.41 -6.00 53 -53.51 -6.00 54 -41.62 -6.00 55 -29.73 -6.00 56 -17.84 -6.00 57 -5.95 -6.00 58 5.95 -6.00 59 17.84 -6.00 60 29.73 -6.00 61 41.62 -6.00 62 53.51 -6.00 63 65.41 -6.00 64 77.30 -6.00 65 89.19 -6.00 66 101.08 -6.00 67 112.97 -6.00 68 124.86 -6.00 69 136.76 -6.00 70 148.65 -6.00 71 160.54 -6.00 72 172.43 -6.00 73 184.32 -6.00 74 196.22 -6.00 75 208.11 0 76 220.00 -6.00 160 main longitudinal steel is assumed to be I 8 born Title 1095 POINSETTIA LN 11:36:95 10/31/00 Page 4 Initial Reference Dote T tal Area of the Section 50 49.33 f!--2 Nominal Axial toed Strength P0 23061.34 kipe Tote Reinforcement Area AlT 60.04 in. 2 Percent Steel 0.85 Cr000 Moment of Inertia about Y-emie lYE = 5628.11 ft"4 Croon Moment of Inertia about X- xi IXC 7.31 ft "4 Steel Moment of Inertia about Y-euie II'S 49.2383 ft 4 Steel Moment of Inertia about 1-axis lOS 0.1042 tt"4 Title 1095 POINSETTIA LII 11:36:05 10/31/00 Page 5 Column Load Dote (k-fl) Load Nmoo: LOADS DONOR 2 I I rxi L - I, 1 I 1 I I 1 I 1 C - .3 g 00 000000000000000 " moo oi l .10 (3 C, (3 0 - lo : - no 0 0 C(C( ) I 8 o g 0 0" 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 ............ 0 0 o o (30 (30C( 0 o (3 t1 C.--( g o (30 ((3(3(3(3 00(3(3 o '0 - - - - - - - - - - - - - - - - - - PIEK 5. The columns are numbered from left to right and the overturning force acts to the right. Longitudinal Diroction Loodn resulting from Plastic Hinging of Column No. I Top of Column Aoiol Force P 480. hips Plastic Moment UP 0. h-ft Bottom of Column Axial Force P 700. hips Pleatic Moment lOP 3061. k-ft Design Sheer Force; VU 103. hips Title 1095 POINSETTIA Lii 113605 10/31/00 Page 13 Run Tine 0000: 0.00 End of Run. 4 .16) 041 106 09 OIIU 1.0901 19 *0 61 16 do 041 lou 09 04J, 691919 1669000 00 09 91.10•0 )od) do.j 50 60045 6U')1 1u0301d09a (UI) 3606030)dolQ 1601608 (Ut/pol) 01fl103103 .6O0(IN doll UIOII$ 6090603. tOOlS 006 oOp•1A' - TaIdMN Ii CL ioofl 64 lOS 6102)5 UOIBUOJ. OO15 o(q0110r)vXOH 6u920p90u03 060 110.1 lnd)nO (OUO9IIPPV 111.1.100 = 1061$ 6000603. 8000000 10 10 6096602.1003 0011100 3603 60 0016003 SUTOJIS 0001009 O(01 PT-TA 106P1 / 11)1 160P1 0O931I13nO 0Jfl10flTI3 199 = pjO9A lOOP! /)tfl100P1 001191300 000.001d090 £1.00 1669000 016810 6116 09001)1)1 pOoljoopj £01.0 (0(0000 9861 pjol6) POOTTOOPI 1919 1669000 6116 0100131)1 0090 6911000 19(9 166100)6 1091 8110000 ((.01 P1096 )413( )U6/p) (p03)109 (60) 9601606 OOiflloAifl3 08699 .1 1300 0003 03.1(1039 .40 090804)10 )93J) l003S0Tp 0.lfllofljfl3_3U00160 30 0d010 1001101 60 p0004 .03. 30 0flj06) p0p603Od 8991 (.13) 600199 6101 9.13) 000390 1919 (13-0) 39100160 6801 (13.94) 238 60119103103 OTIJOUX 30 )UOWW 039130333 001 .000)1 .10 p0u69000 .119191300 )60006ojdoTa 040110119 09 00110 100)1 Aq p0689009 610610 6090603. 10016 0jq°11V 008) Q0Q(. (694) P001 1090w 6099103 01610 (p0613603) 610130 01609319 00100 (p069 3U036fl) 690110 0100911)1 8019 (904) (3603 I 41860.1)0031000160003 0005 (904) (360360) 4366063003900036003 0300 030flUO3 0089 900) 000116 P1090 0009 (69) 56130d0/4319d .0o S I 09 000 0300 j001$ 3U000U93UO3 91601 690310 03009319 80(00 690630 66900p.609 9(000 690.060 P1016 00060 (904) Ofljfl0H 0,86000 (.9.0 01 (104) 000330 09601110 0069 (104) 000136 P1090 91. 0609 30 1090993) 8 8 6096900 0300 10030 6393.003u909 0000 (69) 30406 (06010j 03 30303 0*11 6 (69) 99660106610 399001.1 30110(93603 ((( (13) 148100 6699103 086 3 (69) 4,doo 600(03 8119 (69) ')1P996100103 030)] 6009103 89'9i11100.b3311 0909 400(4 '0 309.1 11014 '00p96 .06 093100610.1 31.1.1.1. 60C 86910069663 004400 0043 8100 Aq ,0d100 p040.6.105 509 6090306 BUT a006 9603 U04900 '600609 06)00 Aq 0)6000360463 43109 909 609060/) SNY(43.193 '609 1300 01061069 1993060 'p0.100 4.000 AS 0601d35 '909 .00/) '06)0)103 0)60190 pU0 991J106V3,339 '091(13813 30 AJ.IIIJ,3fl0 (90103) .1.3)10103 0000-10-1.0 0I'111301d06 :0606 019.1 ,ndoi I) 0410 (40930.1(6) 60 .0.1.1(1030 .10 694)O6flS, 94040 000 0011106) 608.10 6.000 poA 60 Aa i..-..Tdl,p po6 d uo0000 69,001.1 .603 )j 33013N .0)1.101)0 10901J.361610 30.0 .00 0)63 ;d 04 049 Ol o41 L1 (0.1994) .1 0.0 30 6004S 6116 (69) 0003ojdooa dO 043 306 01 094.1. 691919 )33..9() 960008 1669000 )u1/po.6) 0611103603 0000000 000630 60600 10035 0009 604011N do,g 91199 691199°0P 1.0006jdo9p 008 on Aq IlS .119191000 3u00000(dOl)1 0040110119 008 BU O 0603 O11J. 560.1 Ind360 93O151ppy - - - - - - M. - -. - - - _: - - - - - - NWI-rnR2S.0UT Input Pile Name: nwp10r20.IN 07-25-2000 COLIXJCT )COLXR DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.54, SEP-17-92 By Bert Seyed, Special Analysis Section, CALTRANS Vereion 6.04 Botch Nuhoocemonto by Dove Hanson, DoREen Engineering Vereion 6.05 Improved Output by Gong Chat, DoREec Engineering .109 TITLE: Poinsettia Br. Widen, New Pier 2, Strong Axis ..Column Data Column Width (in.) 451.8 Column Depth (in.) • is. Column Height (ft.) • 33.1 Cantilever Pleetic Hinge length (in.) • 40.0 Cover to lateral rebar (in.) • 3.000 Reinforcing Stool Data Main bar 0 0 8 Number of bore • 76 Yield otreoo (koi( • 68.00 Ultimate stress :k 1; • 100.47 young In Modulus (koi) • 29000 Yield strain • .00234 Hardening otcain • .00328 Ultimate etrain • .10956 Confinement Stool Data Ties Bar • I 5 Bar pitoh/opacing (in.) • 6.110 Yield otrasa )kei) • 68.00 Concrete Data Coepronoive etreogth (u000flf.) (to)) • 5.000 Coepreonivo otrength ) conE.) )kei) • 7.704 Ultimate strain (unconfined) • .00500 Ultimate strain (confined) • .01600 Column exial load )kip) • 700.0 Max. Allowable Steel T000000 Strom Assigned by Uoor: 0.0900 Max. Aliowabe Dioplacomeot Ductility Aaeigced by Uoer: 1.00 Effective Moment of Inertia calculation Nor )k-ft( • 27337 "Plastic k-Ok) • 111264 Igro )0t4) =6671.21 Agr000 oe )ft2( • 56 .48 Recommended value of '00' booed on initial slope of moment-curvature diagram (ft-4) .1082.29 SUMMARY OF RESULTS Cane Defl. P. Hinge Curvaturea Moment (in.) Rot)rmd) (red/ in) (ft-k) Yield 0.39 0.000007 55660 Nominal 1.98 0.000111 101921 Ultimate 4.21 0.000242 111264 Idaalioed Yield 0.70 0.000013 100408 Idea lioed Ultimate 4.21 0.00932 0.100242 100408 Displacement Ductilities: Ideal. 1St. / Ideal. Yield • 6.01 Curvature Ductilitieo Ideal. Ult. / Ideal. Yield • 18.16 Maximum Strains Cooq,ceeoion Cono. • 0.011842 Compreeoion Stool • 0.010667 Tension Steel • 0.112286 Additional Output Part One Considering Mao .Allowable Steel Tension Strain Set by leer Max. Steel Tension Strain 0.0900 Stop Number 35.16 Cervoture )rmd/in) 0.100219 Moment )k-ft) 109881.68 This is not the Kp Displacement (in) 3.64 Dioplecomont Ductility 5.19 Shear at Top (kips) %-15201942.79E-07 This is not the Vp) Additional Output Pert Two C000idering Max. Allowable Displacement Ductility Set by leer Max. displacement ductility 1.0000 Step Number 0.00 Steel 'r ens ion Strain 0000000 Cervatuce (rod/in) 0..000000 Moment )k-ft) 0.00 This is not the Mp Di BPI acement (in) 0.70 Shear at Top (kips) 0.00 This is not the 051) END OF THE ADDITIONAL OUTW NOTICEItI): for plastic moment By, yield dioplacomeot Dy and yield curvature PHOy values, see above 'SUBeARY OF RESULTS' and 2 2 2 E2E 2222 o o — 5 o o o — — L ., 0 - 222 2 — :° .0 80 00... 0 o 28 . 2 o 00 00000000 0 ;; 6 ;;: 29 1 2 m — 0 a Z. : I I0WX00000X J000X000X ('or — t.',0 'n So -: - 0 ('%000 0-•• 0 0.) 0 0 0• -. ': I I I EM 1 2 g • 22 U 2222 : H o : C, 0011 .. F 0 o Ao 8 8 8CC 0 o c. pi - o 8 00 0008. 8 8 0 0 poxoppE 8: h iI H] : E o 000-g I 88 0 0 0 0 I I I I I I I I 1 I I I I I I I I 1 I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Pier Wall kip := 1000. Ibf check(x) if (x < 1 ,"OK", "NG") Parameters VOS:= 165.1kip Overstrength shear (see Footing calculations) Vdowel := 20.81ip Dowel shear capacity "dowel := 18 One # 8 dowel per slab, 9 new slabs at each bent "piles 22 A5 := 2•36•.79in2 As = 0.395 ft2 Ag := 35.7ft•1.5ft Ag = 53.55 ft2 kip 2 in Pd 0.81 See Seismac calculations Pc := lookip See YIELD calculations r:= 3250 lbf A:= .31in236 5v 6in twall := 1.5ft K := 0.7 Buckling factor for wall pinned at top, fixed at bottom Lwan := 33ft Length of pier wall 'gross := 49.24ft4 Concrete gross moment of inertia (from YIELD) 'steel-gross 7.31ft Steel gross moment of inertia (from YIELD) E := 29000 kip in 2 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Shear Demands Viong := VOS Viong = 165.1 kip Vfoundjon := 40k1Pnpiles Vfoundation = 880 kip Vpin := Vdowel dowe1 Vpj = 374.4 kip Vtran Vpin Y 130% Vfoundation Vtran = 1144 kip 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd I I I I I 1 I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Shear Capacities Longitudinal Direction (per SDC 3.6.2) As Ps Ps=07376% Ag Ps J'y F1:= lbf Pd F1=5.8105 150— .2 in F1 := mi{1F1JJ F1 = 3 Fi:=ma{(')J F=3 0.3 PC F2:=1+ 2000 lbf F2=1.0454 .2 g in ((F2 \ F2:= mii I II F2 = 1.0454 1.5)) Fi.F2.jrc. vc = 178.7889 Ibf ITf in 2 in 2 vc [4. Ibf j:. in ]] v = 178.7889 Ibf Vc_long := 'VcAg Vc_long = 137 8.6773 kip 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 d:=1j-4m d=1.1667ft Vs_long := Vs_long = 1562.4 kip sv Vn_long := Vs_long + Vc_long Vn_long = 2941.0773 kip shear_long Viong shearjong = 0.066 CheCk(fshear_long) = "OK" 0.85Vn_long Transverse Direction Vn_long 1] mi{[ Ffc. bf O.8Ag8 n Vri—tran = 28 13.4786 kip Vtran shear_tran shear_tran = 0.4784 CheCk(fsheartran) = "OK" 0.85.V 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd I I I I I I 1 I I I I I I I I I I I 1 K Lwall Psiender := NO" Psiender = 51.3333 check! Pslender r L Psiender_max) = " Check slenderness Design moment is not factored (moment at top is zero) Ec := 57000• E=3249.5 d= 0 F.4 in in Q:= 2.014— 11.42p Q= 1.9298 El Ecigross + Es s:eeLgross .Q El = 1.0337 x 108 kip•ft2 1 it2 Pait •EI (K .L,)2 PC buckle Pait := I I I I 1 I I I 1 I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Check Slenderness Effiects (BDS 8.16.5) P slender_max := 34 r:= 0.3.1.5ft r=0.45ft Pj= 1.912x 106kip buckle = 0.0004 check(f,ckJe) = "OK" 1095 Poinsettia Pier Wall Date: 10/18/00 By: MS pier.mcd I I I I I I I I I I I I I I I I I I 1 I JOB - I -'0,rJrfl( Lv I \/4I IN ( 5 . DOKKEN E N C I NEE RING - P b r4 - i L. (- 40 -- '5% ooc ('-i '- r'-j F'-_€ SUBJECT i?2- Jii------ CL-1) 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 F1L)INt tCQC) olq-Cj(( • t-AA I001J) 0 14-bU DATE 5._26,0" JOB NO. /of( BY SHEET CHECK of R A~ DOKKEN ENGINEER INC 3914 MURPHY CANYON ROAR A-153. SAN DIEGO, CA 92123-4491 rrju1 iqott - GO flIL,7 -z--mp zp N ir j-, Mov ->1gvr /' 24 C7.0013 ,c, Q o - 'PIW -L_•. A ?L3 ?: 34 -i. 3EI L73 E7 00 \iTc... 7.i (-cro-.. L:7-8 ?= (3)(3&KoX7.3l) 1.CD( tc o4t I JOB I tAJ57-7-?m- L,', I, /i IIrJ SUBJECT DATE JOB NO. I e1_ I CHECK f - - - I I I I I I 1 I I I I I I I I I I 1 I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Reinforced Bearing Pads Parameters tpad := 1.5in Thickness of pad W := lOin Width of bearing pad (transverse direction) Lj lOin Length of bearing pad (longitudinal direction) := 150 Lbf Unit weight of concrete 3 ft pad := 9 Number of pads skew := 7.5deg Maximum skew "DL := 225kip Dead load from superstructure HS20 := 57.3kip HS20 load per lane 1Ianes := 3 Number of substructure live load lanes permit := 72kip Permit load from superstructure G := 169.!. Shear modulus of pad in 1095 Poinsettia Bearing Pads By: MS ate: 10/26/00 I bearing pads.mcd I I I I I I I I I U I I I I 1 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Total Loads Factorskew(x) 1.0 + X 0.2 Factorskew(skew) = 1.15 Exterior girder skew factor per lOdeg BDA Section 5 DL DL_tot := pads 1anes HS20_tot PHS20 "pads 1.15Ppermit + HS20 permit-tot := "pads ((PHs2o tot LL_tot := maxi I permit-tot DL_tot = 25 kip HS20_tot = 19.1 kip 1permit_tot = 15.566667 kip LL_tot = 19.1 kip. I U I I I 1095 Poinsettia Bearing Pads By: MS Date: 10/26/00 I bearing pads.mcd I I I I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Reinforced Elastomeric Bearing Pads (per MTD 7-1 and BDS Section 14) Apad WpngjLpad Apad = 100 in Area of pad Gpn jApad lu Kshear Kshear = 11.266667— Shear stiffness of pad 'pad in SF Apad SF=5 SF SF - check(fSF) = "OK" 5.0 Thermal Movement Lengthl,.j:=71ft := 35deg aT := 0.0000060.1200 in in aT = 0.41253 - 100ftdeg lOOft shortening := 0.12 -in - lOOft MF := rarl.S + shortening MF = 0.498—in - 100ft joint := Length,.jz,MF Ajoint = 0.35358 in Minimum Pad Thickness 1095 Poinsettia Bearing Pads By: MSI Date: 10/26/00 bearing pads.mcd tmifl := tmm min_thick := - I- tjfljfl = 0.70716 in min_thick = 0.47144 check(fflthjk) = "OK" I I I U I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Maximum Pressure := 800psi (PDL tot + PLLtot)FactoTskew(skew) cytot.= ('tot = 507.15 lbf in ('tot max—pressure max...pressure = 0.633937 check(fm,resse) = "OK" crmax Maximum Pad Thickness L tm := - tinax = 3.333333 in 1 pad t'max_thick - max_thick = 0.45 tmax Compressive Stress Cmin 200 lbf in DL_tot lbf ('DL=250 in .2 min min—stress min—stress = 0.8 ('DL Initial Vertical Deflection SF=5 att=50715 - =46% muuu = 0.657143 check(fs j) = OK emax check(fthjcI) = "OK" check(fminsti.ess) = "OK" Per Figure 4A, MTD 7-1 I 1095 Poinsettia Bearing Pads By: MS Date: 10/26/00 bearing pads.mcd I I I I I I I I I I I I 'I I I I 1 I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Shear Force Fs max . DL_tot Fs_max = Skip F := F = 3.983668 kip F 1'shear shear = 0.796734 FS.Max check(fshe ) = I 1095 Poinsettia - Bearing Pads By: MS Date: 10/26/00 I -: bearing pads.mcd I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 ABUD Input kip := 10001bf kN := 1000newton kPa := 1000Pa check(x) := if (x < 1,0K' ,"NO) Parameters BOF1 := 64.5ft TOD4 := 76.9 ft Dsuper := ift + 9in 'pad := un d1001 := 2.5ft DL := 225kip HS20 := 57.3kip permit := 72kip 1anes := 3 Vd := 4.Okip 'pad := 9 BOF4 := 64.Oft Bottom of footing elevations TOD1 := 77.5ft Depth of superstructure Thickness of abutment bearing pads Depth of footing Superstructure dead load HS20 load per lane Permit load per lane Maximum number of lane loads Maximum shear per bearing pad Number of bearing pads I I I I 1 I I 1 I 1 I I I I 1 I 1 1095 Poinsettia By: MS I ABUD Input Date: 10/29/00 I abud_input.mcd I A- I Vpad tot := I I I I I I 'I I I I I I 1 I I I I, I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Soil Data Dfihl heel := TOD1 - BOF1 - d1001 - ift Dfihlheell = 9.5 ft Dflhlhee14 := TOD4 - BOF4 - d100t - ift Dfih1heel4 = 9.4 ft Load Data HS20_tot ?llanesl'HS20 HS20-tot = 171.9 kip PermiLtot := PHS20 + 11511perm1t Permit-tot = 140.1 kip Vd tot = 36 kip 1095 Poinsettia ABU By: MS.ID Input Date: 10/29/00 I abud_input.mcd I - - - - - - - - - - - - - - - - - - - POINSE - ..OUT VERTICAL PILE CAPACITY - SERVICE • 7000 TONS LATERAL PILE CAPACITY - SERVICE 2. . 50 K LATERAL PILE CAPACITY - ULTIMATE • 10.00 K BATTER FACTOR 1:3.00 PILE LAYOUT DATA: ----------------- ROW DISTANCE NO. OF PILES NO. OF PILES NO. TO TOE IN ROW BATTERED I FT) 1 1.67 10 10 2 5.00 9 0 TOTAL NUMBER OF PILES • 19 DISTANCE FROM TOE TO CO. OF PILES CCI 3.25 FT MOMENT OF INERTIA OF PILE GROUP III) 52.53 PILE-FT-2 REBAR AND LOAD DATA RERAN LOCATION BAR SIZE NO. OF BARS COVERIINI BACEWALL 4 26 2.00 SF04 B 26 2.00 FOOTING TOP 5 27 4.00 FOOTING BOTTOM (HEEL) 5 27 6.00 FOOTING BOIlER) (TOE I 5 27 6.00 SERVICE LOAD DATA (KIPS): ------------------------- TOTAL : - LIVE LOAD -: TOTAL LATERAL OTHER OTHER DEAD TOTAL 1 .15 P.6 REARING EARTH LATERAL VERTICAL LOAD H-LOAD P-LOAD PAD SHEAR PRESSURE LOAD LOAD LOADS 225. 122. 140. 36. 0. 0. FACTORS 1.30 171.90 1.30 1.00 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD I • 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD PT) 1.33 CONSIDER OTHER LOADS IN LOAD GROUPS (S/N) 12345 12345 YYYTR YYYYN 1095 Poinsettia Lena Widening 12: 3:58 10/29/ 0 PAGE 4 MOMENTS ABOUT TOE OF FOOTING IKFT) (SERVICE) LATERAL EARTH LOADS BACKFILL TO TOP OF BACEWALLI FORCE ARM MOMENT IKIPSI IFT) IKIP-FTI EARTH PRESSURE lEA .0.300) 79.6 4.00 310. EARTH PRESSURE lEA .5.2251 59.7 4.00 239. SURCHARGE PRESSURE IRA .0.3001 26.5 6.00 159. SURCHARGE PRESSURE IRA .0.2 251 19.9 6.00 119. EARTHQUAKE 0.0 0.00 0. SUPERSTRUCTURE LOADS ; DES LOAD 225.0 3.35 -754. B-LIVE LOAD 121.H 3.35 -408. P-LIVE LOAD 140.1 3.35 -469. BEARING PAD SHEAR 30.0 10.92 393. OTHER LOADS -------------------------------------------- OTHER LATERAL LOAD 0.0 10.92 0. OTHER VERTICAL LOAD 0.0 5.34 0. ABUTMENT DEAD LOADS -------------------------------------------- BACEWALL 3.6 5.10 -18. SEAT 140.2 3.85 -540. FOOTING 80.3 3.34 -268. FOOTING KEY 0.0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 14.3 17.48 -249. WINGWALL HOT TRIANGULAR SECTION 9.2 13.52 -124. BARRIER 230 16.98 -391. SIDE KEYS 0. . 0 3.35 0. ;0;5 . ;. in-ttia Lane Widening 12: 3:58 10/29/ 0 PAGE SM-SOLiD ABUEnent Design prograM 55) SHORT SEAT BC) HIGH CANTILEVER By: Inbeen and Aseocietea. Inc. VERSION 3.2.0 23-FEB-9B GENERAL DATA TYPE ABUTMENT SHORT SEAT) SS TYPE SUPERSTRUCTURE COP/PS?) NO TYPE FOOTING • PILE TYPE ANALYSIS a CHECK TYPE DESIGN ISERVICE LOAD DESIGN) n OLD MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS )FC) 3.25 1( 51 YIELD STRESS FOR STEEL REBARS )FY) 60.0 1(01 ALLOWABLE CONCRETE STRESS it PC) 40.0 I KSI ALLOWABLE STEEL STRESS II FYI 40.0 24.0 (SI Y MODULUS FOR CONCRETE (EC) 3249. ESI YOUNGS MODULUS FOR STEEL REBARS ES) 29000. (SI MODULAR RATIO )ES/EC) IN 8.92 BACKFILL SOIL DATA: ------------------- DEPTH OF FILL ON WE 2.00 Fl DEPTH OF FILL ON HEEL • 9.50 FT DEPTH OF SURCHARGE ON HEEL • 2.00 FT ENVIRONMENTAL FACTOR )Z) 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE IRA) 0.30 1095 Poinsettia Lane Widening 12: 3:58 10/29/ 0 PAGE 2 STRUCTURAL DATA ABUTMENT DATA: -------------- LENGTH 31.71 FT HEIGHT FROM TOP OF FOOTING 9.17 FT BACKWALL THICKNESS 1.00 Fl SEAT WIDTH 2.50 FT DISTANCE FROM FOOTING WE TO SEAT FACE 2. IS FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING 1.25 FT BACKWALL HEIGHT ABOVE SEAT LEVEL 0.75 Fl WEIGHT OF EXTERIOR SHEAR KEYS 0.00 K UNIFORM WEIGHT OF BARRIER 0.93 K/PT WING HALL DATA: --------------- IOOIBER I WALLS LENGTH 26.00 FT THICKNESS 1.00 FT END WALL DIMENSION • 4.00 FT FOOTING DATA: LENGTH - 32.10 PT WIDTH 6.67 FT DEPTH • 2.50 FT 1095 Pninnottin Lane Widening 12: 3:58 10/29/ 0 PAGE 3 .............................................................. VJ - - - - - - - - - - - mm - - - - - POINSE .OUT SOIL DEAD LOADS SOIL. ON HEEL (BACKFILL TO TOP OF BACKWALL( 37.5 6.14 -230. SOIL ON FOE 16.2 1.05 -17. SURCHARGE ON HEEL. 7.9 6.14 -48. 1095 PoinnelEje LAne Widening 12: 3:56 10/29/ 0 PAGE 5 SERVICE PILE LOADS (SERI FOR AB1.LI3LENT DESIGN 1K. FTL - - VERTICAL - - - - LATERAL - ------- HEEL ---- - ----- -FOE ------ ORP CA TOTAL ECCDO TOTAL CAP MAIL CAP MAIL CAP (HIP) rI') (KIP) (RIP) (KIP( ( KIP ) (KIP) (KIPI - IN 2 679. -0.54 106. 130. 48. 140. 25. 133. OE IN 2 679. -0.71 80. 118. 52. 140. 21. 133. OR 19 3 671. -0.75 80. 115. 52. 140. 20. 133. OR IN 4 671. -0.07 60. L07. 55. 140. 18. 133. OR IT 1 557. _0. 63 106. 110. 41. 140. 19. 133. OR IT 2 557. -0.85 80. 98. 45. 140. 15. 133. OR III 1 309. -0.04 106. 12,. 17. 210. 16. 199. OR LII 2 309. -0.43 80. 112. 21. 210. 12. 199. OR IV 1 679. 0.04 142. 181. 35. 175. 37. 166. OK IV 2 679. -0.13 116. 169. 39. 175. 33. 166. OR IV 3 549. -0.17 116. 146. 32. 175. 28. 166. OK IV 4 549. -0.32 96. 138. 35. 175. 24. 166. OR V I 496. -1.48 0. 85. 51. 210. 0. 199. OR SUMMARY OF CONTROLLING LOAD CASES (RATIO CAP / LOAD) GOP CA DESCRIPTION LOAD CAP RATIO (KIPS) )KIPSI II 1 TOTAL LATERAL LOAD 106. 110. 1.04 OR 10 4 MAO HEEL LOAD 55. 140. 2.56 OR IV I MAX FOE LOAD 37. 166. 4.4 OR 1095 Poinsettia Le Widening 12: 3:58 10/29/ 0 PAGE 6 STEEL REQUIRED - SERVICE L.OAD DESION (OLD) KEY TO REHAR LOCATIONS (BAR-LOCI -------------------------------- 1 BA ALL 2 STEW 3 FOOTING TOP 4 FOO'FING BOTI) (HEEL) 5 POO'FING BOF1'I (FOE) BAR LOADS APPLIED : - STRESS-: RIFF STEEL BAR BAR BARS ERROR BARS LOT ORP CA MOMENT PC PS DEPTH AREA SIZE SPC REQ CODE INPUT (K-PT( (ESI) LESS) IN) (SI) (IN ) 2. 0.03 ----- 9.5 9.7 0.2 4 15.0 1 - 26 OR 2 561. 0.28 27.8 39.4 6.3 8 15.0 8 26 OR 3 18 L -31. 0.89 23.8 25.7 0.6 5 14.6 2 27 DX 4 BIN 0. 0.00 0.0 23.7 7.1 5 14.6 23 27 00 5 IV I 114. 0.21 27.2 23.7 2.2 5 14.6 7 27 OR ERROR CODES: BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21( 2 • BAR SPACING LESS THAN PREFERRED CALTRANS MINIMLDI. (BR. DES. DEF. 3 • BAR SPACING MORE THAN THE AASHTO MAXIMUM (RH'). CODE 8.20) 2 - - - - - - - - - - ,- - - - - - - - - MD0 I 9665 Chesapeake Drive, Suite 435 PHONE (858) 514-8377, FAX (858) 514-8608 CNSINIEIN U JOINT MOVEMENT CALCULATIONS(Caltrans) EA DISTRICT COUNTY ROUTE IPM BRIDGE NAME AND NUMBER Poinsettia TYPE STRUCTURE PC/PS Concrete Slob TYPE ABUTMENT Seat TYPE EXPANSION(2" elasto pads etc.) elastomeric bearing (1) TEMPERATURE EXTREMES (2) THERMAL MOVEMENT ANTICIPATED SHORTENING (3) MOVEMENT FACTOR TYPE Of STRUCTURE (inches/i CX) feet) (inches! 100 feet) (inches/i CX) feet) MAXIMUM 105 F Steel Range(0 F) (.0000065 x 1200)= + 0.00 - MINIMUM 35 F Concrete (Conventional) Range(0 F) (.0000060 x 1200)= + 0.06 X Concrete (PretensIoned)"Range( 70 F) (0000060x 1200)= 0504 + 012 = 062 = RANGE 70 F Concrete (Post tensioned Range( 0 F) (.0000060 x 1200)= + 0.63 = ITEM (1) DESIGNER Matt Salveson DATE 10/23/00 ITEM (2) CHECKED BY DATE LOCATION Skew (degrees) Do not use In calc. . (4) Contilb- tilIng Length (feet) Calculated Move- ment 3x4/100 M.R. (Inches) (Round up to 1/2") M.R. (mm) (Round up to 10mm) Seal Type A. B. (Others) or Open Joint . Seal Width Limits Groove(saw cut) Width or Installation Width Catalog Number Wi (Inches) Maximum (5) W2 (Inches) Min. @ Max. Temp. Structure Temp- eruture (F)" (6) Adjustfrom Max. Temp. (Inches) k/ix 2 x 4/100 Width at Temp. Listed (Inches) w=5 +6 Abutment 1 7.50 71.10 0.44 0.50 20 A Abutment 4 7.50 71.10 0.44 0.50 20 A k = (maximum temperature extreme) minus (superstructure temperature) -: 10/23/00 * Measure superstructure temp. by placing bulb of concrete thermometer 6 Inches Into expansion joint MR-CT xis * When MR > 4", Increase anticipated shortening by 25%. I I 1 I I I I I I I. 1 I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Abutment Seat Width Per MTD 5-1 Parameters '1seismic := 1.323ft Maximum longitudinal seismic displacement Lbrigige 142ft + 2.5in Bridge length from abutment to hinge Heig1U 0j 46ft Average column height Skew := 7.5-deg Abutment skew Calculate Seat Width N:= 12 Ifl + 003 Lbri4ge + 0 12 He:htcoz)[1 + 8000 degl) N=l.8157ft N N:=maxl'I N1.8157ft ii seismic)) N := cei1(.}in Minimum seat width in N= 1.8333 ft 1095-Poinsettia Abutment Seat Width Date:10/23100 By: MS abutment seat.MCD ,44 I IT I 1 1 I I I I I 1 I I I I I 1 I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 I 1095 Poinsettia Wingwall By: MS Date: 10/29/00 I wingwall.mcd WingwaU Parameters Lww := 23.25ft Hma,:= 1O.5ft Hmjn := 4ft twall := ift + 21n Pa := 35pcf := 3250ps1 Pp := 350Cf Active & passive soil pressures per geotech report : Length of WW from abutment to end of wall I IT I I I I I I I I 1 I 1 I I I I I [Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Soil Loading x := Oft, ift.. Lww (Hmin H,p hi(x) := H,,,,,- + xj ax hj(x) 2 Lww Wsojl(X) := 2 Pa Soil Load T 0 10 20 ft Wall Forces Ii(x) : !hwall(x)1wa113 12 Moment of Inertia (Weak Direction) 1.5 .• 10 20 x ft 1095 Poinsettia Wingwall By: MS Date: 10/29/00 wingwall.mcd I I I I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 E := 57000• E = 3249.499962 ksi -4 in One degree of indertminacy, solve for transverse force at pile 1L R':= f soil(x)W dx R' = 22.8 18906 kip 0 rx V'(x) := -J (Osojl(Z) dz + R' M' (Osoji(X)xdx fo L M'= 190.970596 kipft rx M'(x) := -J V'(z) dz + M' 0 Released Wingwall Moment 200i M'(x) kip- ft 100 0 10 20 x ft m(x) := ikip.(L - x) 4 M(x)m(x) dx kiP 2 - Ii(x) -... = 0.232267 in. I 1095 Poinsettia Wingwall By: MS Date: 10/29/00 I wingwall.mcd I I I I I I I I I I 1 I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 1vw i J m(x)'m\,(x) in f:= 2 dx f =0046856 2• kip EcIw3ji(X) kip 0 Rpile := - Rpile = 4,95704 kip f Rabut := (Osojl(X) dx - Rpile Rabut = 17.861866 kip fo f x Vwaji(x) := Rabut - Oisojl(Z) dz o Wall Shear (Service) 20 Vi(x) 10 kip 0 -10 0 10 20 x ft Mabut := M'- RpiieLww Mabut = 75 .71942 kip-ft r -. ,.- - ..4. •z_ '• I 1095 Poinsettia .Wingwall . By: MS Date: 10/29/00 I wingwall.rncd I I-. I I I I I I I I I 1 I 1 I I I 1 I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Ix Mj(x) - J Vwajl(z) dz 0 Wall Moment (Service) l0o - kip. ft Mwail(x) 50 0 to 20 ft Lww I' Given Vwaii(xmax) =0 Xm := Find(xm ) xmax = 13.570828 ft Mmax ..pos := Mwaji(Qft) Mmx pos = 75 .7 1942 kip ft Mmax_neg := Mwaii(xmax) Mmax_neg = -27.948142 kip-ft Mfác(x):=1.3•Mwa11(x) 1095 Poinsettia Wingwall By: MS Date: 10/29/00 wingwalLmcd I I : I I I 1 I I I I I 1 I 1 I I I 1 I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment Capacity f, := 60ksi As := 0.60in2 $ := 6in #7 @ 6" inside face A'5 := 0.441n2 s':= 9m #6 @ 9" outside face As A'5 A(x) := - A's(x) - hwaji(X) S S' d := twall - 3m - .625 in - 0.5-.875 in d = 9.9375 in d':= 4all - 3m - .625in - 0.5•351n d'= lOin M(x) := 0.9 (As(X)fy d -.59. As(x).fy fchwa11(O ( 4M'(x) := 0.9.A's(X).fy.I d' - .59 f'c• h,a1(x) Moment Demand & Capacity (Factored) 400 - - M(x) kip, ft 200 - ................- -Mx) 0 kip ft 4M'(x) . ;-: ... - - 0 10 20 x ft 1095 Poinsettia Wingwall By: MS Date: 10/29/00 wingwalimcd I I I I I I I I I I I I I 1 I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Vertical Reinforcement Temperature Steel .2 .2 1 in 0.125 in — Per BDS5.5 Atempj Atemp Try #5 @ 18" A,:= 0.31in2 s := 18in Av in 2 Av := - = 0.206667 s, ft vert : A temp vert = 0.604839 check(fve ) = "OK" A -. . ' 1095 Poinsettia Wingwall By: MS 10/29/00 I wingwall.mcd I I I I I I I I I I I 1 I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Seismic Displacements kip := 1000. lbf check(x) := if (x < 1, "OK" ,'NO") Parameters From SEISAB Iong : 1.323ft Atran := 0.187ft 'yieId_exist 17.62in '-1yield_flew := 19.861n From COLX Local Displacements sexist Along Itexist = 0.901 'yiel&exis exist := te(jst fexist = 0.1802 check(f xist) = "OK" new Along new = 0.7994 yie1djzew Jnew new new = 0.1599 Check(fnew) = "OK" 1095 Poinsettia Seismic Dispalcements Date: 10/18/00 By: MS displacements.mcd I I I I I I I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Deck Dowels Parameters Vlong_eq := 307.3kip Maximum longitudinal EQ force at bent Vtran_eq := 8.8k1p Maximum transverse EQ force at bent f, 60ksi "slabs_exist := 9 Number of existing slabs "slabs-new := 9 Number of new slabs "dowels-exist := 1 Number of dowels per existing slab Adowelemt 0.79in2 No. 8 dowel Dowel Capacities Vdowelet := 20.8kip No. 8 grouted dowel (Per BDA Chapter 5) Try 148 dowel per new slab A dowel_new := 0.79in2 dowels-new 1 Vdowel new := 20.8kip Vdowe1stot.:(nssexjst "dowels_exisr Vdowel_eyt + flsabs_newfldowels_newVdowel_new)2 = 748.8 Icip vciemant := 4VI6ng-sq 2 + Vgran_eq2 Vdemand = 307.426 kip dowel Vcd 1dowel = 0.4106 CheCk(fdowel) = "OK" V weIs tot 1095 Poinsettia Deck Dowels Date: 10/23/00 - By: MS dowels.mcd .5-2 I I I I I I I I I I 'I OATS I JOB NO. -WF CHECK 4of- DOKKEN ENGINEERING I ....... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 '5JS4i3 /,1,/7t,7 — SPAN N(rTttS "I 4, ,g.z' '1 - - hf 4 C,Qcif4 Vp,,r717 cIr p. i PJ L PA-,i i-ii4 -: I 471 1.0 1 o c:-•fS M—tj;Jfr 1.0' 4 ç ~o.iD s -c -o,v 2 CAPT a,1c1 A'T ,4 4,o' K f.7S 1 )( 16ee - /22ST C/OSart ee 7YP(C4L. 5C770,V 23 pc 9 Z..00$F - I jog I SUBJECT o ily DOKKN. I- ENGINEER! NO .I ....... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 /SA 13 /NPV-r Mome,-rjs Of eFEiv ;) ) i;1 ac)Q,1S AL'v-Is. 6- -'3) (7Z')(1751 )/. 3.14t 4 -lit 3Z.2i'4 6) 75ipi'ci / L/ 4Loy 44j k.\ç\ A \lolb.S I. t'irr - o O't i 10" (rr(;r Q• -: (o, 0)(1)(2)+ . an ('i) + so 1 (n) 'Ivoio 2,12 i a.i CI . JOB SUBJECT DATE OB NO. P0;15-/-/- Za1 0/4 1,6,/oo 1OqS- BY "IT CHECK Of I I ' I I I I I I i: I I I I I 1 I I- DAtE JOB NO. ¼oo /09'S SHEET of CHECK cs-io 1-t Ft I I I 11 I I. I DOKKN. S NC INS S RING II ......I.... -SEP-S A13 /NPV1 MocJ,jJv f : ooO (p ) PS I' : 0O4S000 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 REF6RE/V4 6' 5cc (iJ) Pi31 AS- t?/43 5A e,4- II I I i I, I S8O,39 $PA,y wir ') Type ZS KAJJ !I k W+I6r± 0_-E CF )Cl ro'J5 JOB NO. /O95 SHEET ol I I. I I I I I ii.. I I I I I I I, I t DOKKEN. I- B N GIN B ER! N G ......... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I43 /N.PT co,tr- de EFEEtv - (0,4,4- W4 21,.rA0ve.1I*yr Al1eY Ej.S1D + 2-2'i6 + O.I/OZ AL ('c-• t.j4- fD Varyjt C,r4.i' C'VoI( £,oct 2. / . 8•IS g J_IS- 9,fm 81-456 9-7710 .rY6 ;.nj c 1,474 -37 k/ft- JOB 7OJ15CT7 Zone ON jIc' SUBJECT CHECK REFEE/w - I I I I I 1 I I I 1 I I I I I I 1 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491- 131 13 1>ck &LQ co C"4, of WJIovi : 7.2S' L4 F F ELx +cn.. 00' . 00' Ro4-;nj Dry Z- vp.r5VcKQ PkWII L711 9"4 57 3O.7h1 P; INt - 33-0' .,- (,s&'73'-z'0')_ - -1O-3 ' JOB SUBJECT 0 TE JOB NO. Po;,s-/-/-fr aiT 014 <j kiE'?1 BY SHEET _i CHECK of DOKKN. I— ENGINEERING .I ....... .•-5054B ',vp(rr p/ER iVML. L-&'-) &T+ N DOKKEN. E N CI NE E RING ........... /SAJ3 /NPc1 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Pt E2 WALL, AQ.t7 REFeRFIV6 9- 1I 70'31' ( s'o') /O5. 17 F1 (70 ., ')(z..00') 140-,62 -QFr SPT P Wk.L M mew T3OF (o.i') )- -(t 9 43,44 5mQ 2. > ioJ) CP j.00 S - (o.)(aoo')'// 00-31) JOB SUBJECT DATE JOB NO. Pois-fi 1a i€ 0/-c (JkJev1i I I I .. I I I I I I i:. I I I I I I I. I I- '. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858 514-8377 • FAX (858 514-RAOR 03,4I3 /A1c'T Piz '\1A MII&IiJV o-F /t4lI °" MocLt' 4S 5ec) 4fCcp 7 Pi R W p L 0 6V S r / o P cF Pt ;' Mo o VVs OF wc 5 -000 0 )< )&1%//i000 I JOB SUBJECT DATE JOB NO. zaile 0/4 t(J)erl BY SHEET CHECK ot DOKKEN I- ENGINEERING ............- R DOKKEN. a N C N8 agiNG I ....... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860E sE1sAB INPUT Al3crT/t1E,'11 -0&7-A BWC- I 77V17O,V/A)(- .e . AW1MtWT /771.31 • ç t10 F ( gi try a&n VA 7706/ 4L)Ar6.4 7- 7 .2 5tAS r)074 ' S o.e . 1oe JOB NO. 1a1e 0/4 JsQ61/ -CHECK ot 5/S43 /6JRyi PICIZ Ok1c - c&N-o1ç ELEY,flN 7DP P;r 2- VDc, A s-fr.. 4-h 0 _74-5-7 F&6/v - PIec3 a DOKKEN ENGINEERING ......... :. 3914 MURPHY CANYON ROAD, A-153 .SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 6oTThr'l oç;- -iyL IF1lct\J fr. Pier3 0• 13c+o.f F 1fh 0) P/2- LJ (13.'::W + ,-oI I JOB SUBJECT a.'1E 0/1 J,cJev1i' OA1 JOB NO. V/2-?/c /09S BY SHEET - "F CHECK of I I; I I I I I I I I 1 I 1 I I I I I I. 9 DOKKEN. ENGINEERING 5'S,43 iNPCIT 5;p/Ai. 3wç Cep Ace 4 (ftz) Ay 3 I2'S z I2S 6-b1 I f' a -0 0--750 3 1.000 o.3-vc I.oO - l2SE io' Ay rp AA t ((%?L 0101 R - .0.,2 ); i2S_ L : g.'zM2 4fVA Z, V .Ol)(I.c /s cr63 A .L (i.000')(i,ie2Lo,s')% g. o5 ro*Ad = 2-7I f1 !6 f" - - JOB SUBJECT DATE JOB NO. ie 0/-i JicJe ' (17 r/,/y BY SHEET .5- I2 ____ CHECK of 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 F5P7yc W/&tfT A L: 70.11 F7 V 430.eS4? \4: 1?a.5 ci; IV sc- 1.40 1.20 C 0 0.80 0 0.60 [sXD 0.20 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 Period (sec) -•- Seriesl L-.- Series2 - - - - - - - - - - - - - - - - - - - Project t. 1095 Series 1: SDC ARS rve (Unmodified) Series 2: Soc ARS curve (Modfied) Soil Profile Type C I Magnitude 7.25 I I I I I I I I I I I I U 1 I I 1 I Project No. 1095 SEISAB INPUT Poinsettia Lane OH Widening SDC ARS CURVE (1) (2) SDC SDC Magnified Period Spectral Acceleration Spectral Acceleration (sec) (g) (g) 0.00 0.59 0.59 0.05 0.59 0.59 0.10 0.90 0.90 0.15 1.15 1.15 0.20 1.26 1.26 0.25 1.27 1.27 0.30 1.25 1.25 0.35 1.21 1.21 0.40 1.17 1.17 0.45 1.13 1.13 0.50 1.07 1.07 0.55 1.02 1.04 0.60 0.97 1.01 0.70 0.88 0.95 0.80 0.80 0.90 0.90 0.74 0.86 1.00 0.67 0.80 1.10 0.60 0.72 1.20 0.54 0.65 1.30 0.49 0.59 1.40 0.46 0.55 1.50 0.41 0.49 1.60 0.38 0.46 1.70 0.35 0.42 1.80 0.32 0.38 1.90 0.29 0.35 2.00 0.27 0.32 2.25 0.23 0.28 2.50 0.19 - 0.23 2.75 0.17 0.20 3.00 0.14 0.17 3.25 0.12 0.14 350 0.11 0.13 3.75 0.10 0.12 4.00 0.10 0.12 See Agra letter dated April 28, 2000 Magnified per SDC (July 1999) criteria, Section 6.1.2.1. 5/3/00 7:55 AM arsC70 Magnified Soil Profile Cl Magnitude 7.25 'a5 11101 7' /;,ie - ii4rfl010rl*n (4:(D,I1 frti77ie Ly 2D I I I I I I I I I I I I I 1 Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Seisab Parameters Parameters Wabw := 75ft Abutment Width Habut := 1.75ft Height of abutment backwall D1001 := 3ft Depth of Footing W100 := 6ft + 8in Width of footing Abutment Spring Properties (Per BDA 14) KsOU := 20O--• I"abut . MR := 0.51n := 7.7.- in-ft 4 8ft ft2 Await := Ww.(H,d) Awall = 131.25 ft2 Fm := Fm = 1010.625 kip Xm Fmax := MR + Xm = 0.644054 in K 0a W ja F 0 ,(X) if[X < MR, 0, if IX < xmax,KsoilWabug(x - MR)Fmax]] z :=Oin,.Iin..2.xmax I I I 1 I 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parametersi .mcd I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Longitudinal Soil Spring Force 1500 - F 01i(z) 1000 kip - 500 7: 0 0.5 1 1.5 z in Ko1i(x) := x kip Kpile_1 := 2.5 0.25 in kip Kpile_t := 1.4 0.25 in flpjfr := 24 Iong := 1.034ft Kiong := 0.5Ksoji(liiong) Kiong = 488.696809 kip ft Longitudinal Pile stiffness at abutment per geotech report Longitudinal Pile stiffness at abutment per geotech report Number of piles From Seisab (iterative) I 1 I I I 1 I 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parameters 1 .mcd I I I I I I I I I I I I I 1 I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Deck Properties Polar Moment of Inertia Assume that interier "web" members do not contribute ttop := 4.5jfl t := 4ifl Lside := 21in Lt0 := 94ft Lt := + = 63 ft2 Lb—O' b Lsjde L 0 dS:=—+---ot +2— dS=202.5 tp tl.,ot tsjde := 2 = 156.8ft4 dS 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parameters 1 .mcd 511 q I I I I I I. I I U I I I I 1 I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Strong Axis Bending 27t 2 Avoid 12 := (12in) Avoid 12 = 0.785398 ft 4 - Avoid-9 := (9in) 2 7t Avoid 9 = 0.441786 ft2 4 4 'void-12 := (12in) . 1t - 1void_12 = 0.049087 ft4 64 'void-9 4 . . 1t - 'void 9 = 0.015532 ft4 64 - Aslab 1.75ft4ft - 2Avoid 12 - Avoid _9 Aslab = 4.987417 ft2 'slab j1.75ft.(4ft) - 21void_12 - 'void-9 - (14in)2Avojd_l2 'slab = 7.081599 'deck 9'slab + Aslab21(4ft) + (8ft)2 + (12ft)2 + (16ft)2] 'deck = 4851.654906 ft4 Adeck 9-Aslab Aslab = 4.987417 ft2 9.4ft Xb := - + 2ft xbar = 20 ft 122 'deck2 + XbarAdeck2 122 = 45612.713698 ft4 Weak Axis Bending 'slab := 4ft(1.75ft)3 - (2IVoid 12 + Ivoid9) 12 'slab = 1.672752 ft4 133:= 18'slab 133 = 30.109536 ft4 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parametersi .mcd I I I I I I I I I I I I I 1 I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Added Dead Load (Orajl: 0.932 ft 0median := .63 kip ft WAC := .725(!L'p).2 0curtain := 0.55 kip .2 ft ft tot := Wrail + Wmedian + 0AC + Wcurtain Wt0t = 5.04 kip ft Column Properties Apier := 56.48ft2 + 4944ft2 Apier = 105.92 ft2 From COLX Weak Axis Bending 122 := 1.45 in4 + 2.0in4 122 = 3.45 in From COLX Strong Axis Bending 133 := 1-.1.5ft.(451.8in + 395.5in)3 133 = 44002.554964ft4 Gross properties 12 Torsional a := 0.5•(451.8in + 395.5in) a = 35.304167 ft b := 0.51.5ft b = 0.75 ft 111= a.b3.[ 16. _3.36..[1]] III =78.37125ft4 12. a 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parameters 1 .mcd 5-2-I I I I I I I I I I I I I I 1 I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123-1367 Abutment Elevations Top of Deck Elevations TOD1 := 77.50ft TOD4 := 76.89ft Centroid Elevations E1 := TOD1 - 1.75ft E1 = 76.625 ft 2 E4 := TOD4 - 1.75ft 2 E4 = 76.015 ft Bent Elevations Top of Deck Elevations TOD2 := 77.8ft TOD3 := 77.6ft Centroid Elevations := TOD2 - 1.75ft E2 = 76.925 ft := TOD3 - 1.75ft E3 = 76.725 ft Bottom of Footing Elevations BOF2 := 44ft BOF3 := 43ft := BOF2 + 2ft + 6in E2t = 46.5 ft E3t := BOF3 + 2ft + 61n E3t = 45.5 ft 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parameters 1 .mcd I Dokken Engineering 9665 Chesapeake Drive, Suite 435 I San Diego, CA 92123-1367 Bent Cap Weight W:= 150pcf Acap 1.25ft2.5ft + 1.5ft2ft Acap = 6.125 ft Weighkap A•w•(4518in + 395.5in) Weighp = 64.871406 kip Muodulus of Elasticity := 5000ps1 := 570004f'c psi EC = 580393.245998 ksf I I I I I I Ii I I I I I I I I I I 1095 Poinsettia Siesab Parameters By: MS Date: 10/31/00 seisab parametersi .mcd - - - - - - - - - - - - - - - - - - - (0 hull Iflhluhhhull huuhuuhuhull ii,... huhhuhhhla hlhhhuheu hUluhhhhhl uhUhlUhlhhhl uuhuhuuhluuu hUhlhhUUhl •SUBIUIIIIII UUIUIUIBhII .u,.,usu.uuu uuuuuuus,uuu hihuuuuhhuhu uu,.,u.uuuuu uuuuuusu.huu uuuulu.euuu. BIll liii •ili luau •ill lieu liii hUh uuua aspi huh lull liii hUll hill Sill lIeU liii 10jul11 hllluhil Bull 1111111 lllhllhlhlhl UIISSUSIIII lllhlhl 11111111 Bill .. 1111511 IluhIllIlIhI IhhlIhIuiul liii. hIll 1111 11111 1111 1111 lhll lUSh huh Ill, hlhi liii 1115 hIll lihl Sell 1111 1111 sulllllulhBi uliepllllall lahlisillsle llhsllUUelll lUll llhl IhIlIhIllIhI uhullullel lIhIllUllIll llhlhllllslh SIhIlIlIlU lUll lUll IhIlhIhIull lulls. hlhllillhlll IllillIlIlhi hullS IllS 1111 hhllliill UI,,,, 111111 IhihillI hphuhuluhl lllseuilll IBl, sIll BIll thU Iluu till 1111111 haUlS liii lllllih 111111 1111 liii ill Illu 1110 1101111515 0lUIlUl0S 15111111 ullhlhll hlhlil 111111 SEISAB PC Version 1.42 (05/05194) (C) 1990-94 Dokken Engineering All rights reserved. Date; 10/31/00 Ti—: 10:56:42 Fib: coepl.in User; Unknown 8111111 811111101 IlillIlti 1110105 IIIihlh h$5llilU ulliltlll 811111111 ,,ulllull lulilollh 111111111 upullhlll 0I II IS ii, 01 CI *1 Ii II II Ill II III Ill Ii IS ii Ill 111111 11111 III 801110 IuIIIIII8 11111111 111111 •ehau Ill 111118 101111111 llllillh Ill Ii Ill ll II II UI Ill II 01 II III II II II II II II lalllulil 111111111 hllhlllil 1111111.1 II hI IhIlleUhI 1101111 IllIllIll 111111111 1110111 II II 11*11111 PC yore; 1.42 Date; 05/05/94 Written By; Roy Imbeen .Ion 1.00 Vic Kolbakin Ken PeCAns Jeonee CARes Susan Parana Craig Harrington Ti— 10:56:42 Data: 10/31/00 SEISAB 'Poinsettia' C RES ARE ANA C SUPERSTRUCTURE JOINTS 4 COLONS JOINTS 3 OUTPUT LEVEL 0 C C --------- EN DATA------------ ALIGNMENT C ALIGNMENT OFFSET L 1.0 STATION 1049 • 70.37 C006D N 0.0 5 0.0 BEARING N 76 54 40 E C C ---------SPAN DATA ------------------ C SPANS LENGTHS /1.0.45.4.1.0/ - /1.0.45.4.1.0/ - /1.0.45.4,1.0/ AREAS /120.20.92.00,128.20/ - /126.20.92.00. 128.20/ - /126.20.92.00. 126.20/ C Ill /156.0.116.8.156.8/ - /156.8. 156.6.556.8/ - /156.8,156.8.156.8/ C 022 /345613/ - /345613/ - /345613/ 033 /32.2.30.1.32.2/ - 132.2 : 30.1:12 .2/ - /32.2 30.1 32.2/ C B 580393 C DENSITY 0.150 C WEIGHT 5.04 C C ---------DESCRIBE DATA ------------- C DESCRIBE COLUMN 'P0002' AREA 106 011 78 022 3.05 033 44003 DENSITY 0.150 6 580393 COLUMN 'P0003' AREA 106 Ill 78 022 3.45 133 44003 DENSITY 0.150 0 580393 C SPECIAL CAP 'Type 1''Model Top 06 Pier as Bent Cop' 033 3.87 0 485592 C C ------------ ABUTMENT DATA ---------- ABUTMENTSTATION 174977.37 BEARING N 20 30 05 W. N 20 30 05 W ELEVATION 76.22 05.74 CONNECTION FIX FIX C CONNECTION FREE FREE - - - - - - - - - - - - - - - - - - - COM oc C - BENT DATA ---------------- C PIER BEARING N 20 30 05 H, N 20 30 05 W ELEVATION TOP 76.58,76.38 ELEVATION GOT 46.5045.50 WEIGHT 64.9,60.9 C SPECIAL CAP 'Typo I' AT 2,3 COLUMN 'PIER2' AT 2 COLUMN 'PIER3' AT 3 COLUMN Top PIN LONG AT 2,3 COLUMN TOP END JOINT SIZE 0.88 AT 2,3 C CONNECTION JOINT FIX PIN AT 2 C CONNECTION JOINT PIN FIX AT 3 C C ----------FOUNDATION DATA ----------- C FOUNDATION AT ABUTMENT 1.4 SPRING CONSTANTS EPIFS 474 KF3F3 0 C C ----------LOAD DATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 0.35 - 0.40 0.45 0.50 0.55 0.60 0.70 0.80 - 0.90 1.00 1.10 1.20 1.30 1.40 1.50 - 1.60 1.70 1.60 1.90 2.00 2.25 2.50 - 2.75 3.00 3.25 3.50 3.75 4.00 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 - 1.17 1.13 1.07 1.04 1.01 0.95 0.90 - 0.86 0.80 0.72 0.65 0.59 0.55 0.49 - 0.06 0.42 0.38 0.35 0.32 0.28 0.23 - 0.20 0.17 0.14 0.13 0.12 0.12 FINISH P090 - - - - S E I S A B - - - - (PC Vera 1.421 10/31/00 POInOGELiS SEISAB DATA INPUT ---------------------------------------------------------------- RESPONSE SPECTRUM THE BRIDGE MODEL OFZ4EIEA'I'ED IS BASED ON 4 INTERMEDIATE JOINT(S) ON EACH SPAR 3 INTERMEDIATE JOINT(S) ON EACH COLUMN OUTPUT LEVEL 0 IS IN EFFECT PoSe 2 - - - - S E I S A B - - - - (PC 00TH 1.421 10/31/00 ALIGNMENT DATA INPUT ---------------------------------------------------------------- INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LIVE STATION OFFSET AZIMUTH 17 0.000 76.911 STATION COORDINATE N 0.000 E 0.110 P090 3 - - - - S 0 I S A B - - - - (PC Vero 1.42) 10/31/00 Poinsettia SPAN DATA INPUT SEDHENT LTH AREA Ill 022 033 SPAN 1 07.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.20 SPAN 2 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.90 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.20 SPAN 3 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 0540 92.00 156.80 45613.00 30.10 3 1..00 128.20 156.80 45613.00 32.20 ELASTIC SEDMENT NT/L02TH DENSITY MODULUS SPAN 1 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 1.150 580393. SPAR 2 1 5.040 0.150 560393. 2 5.040 0.150 580393. 3 5.040 0.150 580393. SPAN 3 1 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.080 0.151 580393. 2 Pogo 4 - - - - - - - - - - COM5 .joc - - - - S C I S A B - - - - (PC Vain 1.42) 10/31/00 Paifleattie DESCRIBE DATA INPUT --------------------------------------------------------------- COLUMN INFORMATION NO. I TITLE: PIEOI2 INFORMATION SECMF14I' : LI2KlTH AREA III 122 133 1 0.00 106.00 78.00 3.45 44003.00 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 580393. NO. 2 TITLE: PIER3 INFORMATION: SEGMENT LENGTH AREA Iii 022 133 1 0.00 106.00 78.00 3.45 44003.00 ELASTIC SDUM(2jr DENSITY IIOD'JLUS 1 0.150 580393. Page 5 - - - - S E I S A B - - - - (PC VaiN 1.42) 10/31/00 Paineottia DESCRIBE DATA INPUT (CONTINUED( ---------------------------------------------------------------- 8621? CAP AND/OR SPECIAL 8621? CAP INFORMATION NO. 1 TITLE: Type 1 INFORMATION: Model Tap Of Pier as Bent Cap DENSITY: ELASTIC MODULUS: 485592. AREA Ill 122 133 SPECIAL CAP NUMBER 3.87 Page 6 - - - - S E I S A B - - - - (PC Yore 1.421 10/31/00 Poinsettia ABUTMENT DATA INPUT ABUTMENT TO BRIDGE 'J\ ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.22 339.499 FIXES L., 4 75.74 339.499 FIXED ABUTMENT FOUNDATION SPRING CONSTANTS ABUT KFIFI (P162 ((P1F3 ((FbI 0F102 OFlH3 474. 0P2F2 KF2F3 ((6201 0F2N2 06253 DOF FIXD 0F3F3 KF3M1 0P3N2 0F353 0. ((MiMi EMIN2 KMIN3 DOT FIXD EM2M2 0192R3 DOF P110 KM 3M 3 DOF FIXD Page 7 - - - - S E I S A B - - - - (PC Vera 1.42) 10/31/00 Poinsettia ABUTMENT DATA INPUT (CONTINUED) ---------------------------------------------------------------- ABUTMFRT FOUNDATION SPRING CONSTANTS (CONTINUED( ABUT KF1F1 ((P112 KF1F3 ((P101 ((P1H2 ((P103 4 474. B. KF2F2 0F2F3 KF2H1 ((P2H2 ((F2143 DOT P110 EP3F3 ((P301 KF2H2 KF3H3 0. ((MiMi ((01102 ((0103 DOF P010 ((0252 ((N203 DOF FIXD K143 DOF PlOD Page B - - - - S 0 1 B A B - - - - (PC Vera 1.421 10/31/00 Poineettia 8(211 DATA INPUT 1 - - - - - - - - - - - - - - - - - - - COMr Am --------------------------------------------------------- MOOT GEOMETRY HOOD WEIGHT INFORMATION MOOT TOP RENT HOT MOOT MOOT AZIMUTH ELEVATION ELEVATION WEIGHT 2 - 339.499 76.58 86.50 64.9; 3 339.499 76.38 45.50 64.90 RENT CAP AND/OR SPECIAL BENT CAP PROPERTIES 8081' TITLE AREA Iii 122 133 2 SINGLE COLUMN 8038? - NO CAP PROPERTIES REQUIRED 3 SIMOLE COLUMN 80381' - NO CAP PROPERTIES REQUIRED ELASTIC MOOT DENSITY MODULUS 2 SIOEILE COLUMN BENT - NO CAP PROPERTIES REQUIRED 3 SINOLE COLUMN BENT - NO CAP PROPERTIES RJIRED P. 9 - - - - S E I S A B - - - - (PC yore 1.421 10/31/00 Poinsettia MOOT DATA INPUT (CONTINUED) ------------------------------------------------------------- BENT COLUMN GROUPINGS 80311' SPACING COL. TITLE ECCOOTO. GROUP OFFSET 2 1 PIER2 8.00 0.00 3 1 PIER3 0.00 0.00 80311' CONNECTIVITY INFORMATION SUPERSTR BENT 10 SUPERSTR MRDGE WDTH MONT CONTINUITY CONNECTION TYPE HSRMNT TYP MI)DOE MOTH 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED - RENT COLUMN END INFORMATION .............OP ........... .......... BOTTOM .......... BaIT COL CONN TYP .JNT SIZE BOO RIOT COON TYP .INT SIZE MRO ELIIT 2 1 PIN LONO 0.88 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.00 Page (0 - - - - S C I S A 0 - - - - (PC Vera (.42) 10/31/00 Poinsettia BENT DATA INPUT CONTINUED) --------------------------------------------------- MEN? COLUMN PROPERTY INFORMATION MONT 2 LENGTH/ ARCA/ SOOONT DENSITY ELAS MOOLS Ill 122 133 COLLORO 1 29.20) 106.00 78.00 3.45 44003.00 0.150 580393. BENT 3 L03OTH/ AREA/ SEGMENT DENSITY ELAS MODLS Ill 022 033 COL(804 I- 1 ( 30.00) 106.00 78.00 3.45 44003.00 0.150 580393. PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. Page 11 - - - - S E I S A H - - - - (PC Vera 1.42) 10/31/00 POInSOEIIM LOADINGS DATA INPUT ------------------------------------------------------------ THE NUMBER OF MODE SHAPES FOUND WILL ME 3-NUMBER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT MY THE USER DAIIPEMO COEFFICIENT 0.05 ACCELERATION DUE 10 GRAVITY = 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 1 0.050 0.5000 2 0.100 0.9000 4 Page 15 - - - - S E I S A B - - - - (Version 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS ---------------------------------------------------------------- VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE . PERIOD FREQUENCY CS I V 1 1.635 0.611 0.45 ----- -9.531 0.000 3.564 2 0.203 4.926 1.26 -0.036 0.019 0.012 3 0.181 5.524 1.22 -1.535 -0.004 0.575 4 0.171 5.841 1.20 2.011 -0.001 -0.754 5 0.540 7.156 1.10 0.069 -0.006 -0.023 6 0.116 8.616 0.96 0.002 7.691 0.003 7 0.016 17.275 0.64 0.480 6.001 -0.145 8 0.057 17.521 0.63 0.622 -0.004 -0.319 9 . 0.054 18.462 0.62 1.023 0.001 -0.384 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. - - - - - - - - - - - - - - - - - - - COME ..oc 0.150 5.1500 0.200 1.2600 0.250 1.2700 0.200 1.2500 0.350 1.2100 0.400 (.1700 0.450 1.1300 0.500 1.0700 0.550 1.0400 0.600 1.0500 0.700 0.9500 0.800 0.9000 0.900 0.8600 1.000 0.8000 1.100 0.7200 1.200 0.6500 1.300 0.5900 1.400 0.5500 1.500 0.49 4600 1.600 0.00 1.700 0.4200 1.600 0.3600 1.900 0.3500 Page 12 - - - - S E I S A B - - - - (PC V.r. 1.42) 10/31/00 Poinsettia LOADI*2S DATA INPUT(CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2800 26 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 32 3.500 0.1300 33 3.750 0.1200 34 4.000 0.1200 Peg. 13 - - - - S E I $ A B - - - - (PC VHFO 1.421 10/31/00 Poinsettia LOADING DATA INPUT (CONTINUED) ---------------------------------------------------------------- PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9- 1.8- 1.7, 1.6. A C 1.5- C E 1.4. T XXX I 1.1. iSE 10 II 12 13 16 15 16 17 18 19 20 21 22 23 24 25 5 O XX N 1.0. S I I 0.8. 5 5 0.7, 5 O I 0.6,X S 0.5. I I 0.4. IX 0.3. XI 0.2. 5 XXX 0.1. 5 0 1 2 3 4 5 PERIOD (SECONDS) Page 14 - - - - S I I S A B - - - - (PC Vera 1.42) 10/31/00 Poinsettia LOADINGS DATA INPUT (CONTINUED) ---------------------------------------------------------------- LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FA RS CASE/CONS S V Z DESCRIPTION 1 0.974 0.000 -0.226 LONcJI1,JDINAL 2 0.226 0.000 0.974 1'R.ANSVERSE 3 1.0 L000 • 0.3-TRANS 4 0.3L0N0 • 1.0TRANX - - - - - - - - - - - - - - - - - - - COMz Am Page 16 - - - - S £ I S A B - - - - (Version 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ------------------------------------- CCC DISPLACEMENTS LEFT FACE .... .... RGHT FACE .... ... 0P1743/CLS90... ITEM LC LPOIVDNIL, TI(I4SVRSE L90TtJOK1. TRNSVRSE UWOKI. TRNSVRSE ABU 1 1 0.990 0.129 0.995 0.129 0.000 0.000 2 0.129 0.017 0.129 0.017 0.000 0.000 3 1.034 0.134 . 1034 0.134 0.000 •0.000 4 0.428 0.056 0. . 428 0.056 0.000 0.000 ANT 2 1 0.995 0.129 0.995 0.129 6.000 0.000 2 0.129 0.017 0.129 0.017 0.000 0.000 3 1.034 0.135 1.034 0.135 0.000 0.000 4 0.428 0.056 0.428 0.056 0.000 0.000 ANT 3 1 0.995 0.129 0.995 0.129 0.000 0.000 2 0.129 0.017 0.129 0.017 0.000 0.000 3 1.034 0.135 1.034 0.135 0.000 0.000 4 0.428 0.056 0.428 0.056 0.000 0.000 ABU 4 1 0.995 0.129 0.995 0.129 0.000 0.000 2 0.129 0.017 0.129 0.01? 0.000 0.000 3 1.034 0.134 1.034 0.134 0.000 0.000 4 0.428 0.056 0.428 0.056 0.000 0.000 LOAD CASE/COKE DESCRIPTION 1 1.OM3ITUDINAI. 2 TRANSVERSE 3 1.OLOORI • 1-3:1 4 0.3 LONG • 1.0 TRANS 2 30.3 0. 0.3 3. 0.9 0.0 3 242.0 0. 2.7 25. 6.9 0.0 4 100.2 0. 1.1 10. 2.9 0.0 ANT 3 I SOT 1 269.8 7025. 2.7 2 37.7 914. 0.3 10. 1.1 0.0 3 301.1 7299. 2.8 83. 8.2 0.9 4 124.7 3022. 1.1 34. 3.5 0.0 I TOP 1 2)4.) 0. 2.7 25. 7.9 0.0 2 27.9 0. 0.3 3. 1.1 0.0 3 222.4 0. 2.8 26. 8.2 0.0 4 92.1 0. 1.1 11. 3.5 0.0 LOAD CASE/COMB DESCRIPTION 1 LO90I7UDINAL 2 TRANSVERSE 3 1.0. LONG 0.3TRANS 0 0.3L00E1 • I.ITRANS PagE 18 - - - - S E I S A B - - - - (Version 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ---------------------------------------------------------------- CCC ABUTRF24T, 01900 AND JOINT FORCES W/R TO BRIDGE C.L. 9/0 TO ITEM C.L. ITEM 1.0 VEST SHEAR LO90I7UDNL TRNV SHEAR LOM3ITUDNL TRNV SHEAR ARU I I 7.3 471.6 61.3 0.0 475.5 2 1.0 61.3 6.0 0.0 61.9 3 7.6 490.0 63.7 0.0 494.1 4 3.2 202.8 26.4 0.0 204.5 ABU 4 1 6.2 471.6 61.3 0.0 475.5 2 0.8 61.4 8.0 0.0 61.9 3 6.4 490.0 63.7 0.0 494.0 4 2.7 202.8 26.4 0.0 204.5 Page 17 - - - - S E I S A B - - - (Version 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ------------------------------------- CCC COLUMN FORCES LNGITUDNL .... .... TRANSVRSE.... CL LEC 1.0 SHEAR KOKEI4T SHEAR HONEST AXIAL TORSION ANT 2 I SOT 1 307.0 7379. 2.6 69. 6.7 0.0 2 40.0 960. 0.3 I. 0.9 0.0 3 319.0 7667. 2.7 72. 6.9 0.0 4 132.0 3174. 1.1 30. 2.9 0.0 1 TOP 1 232.9 0. 2.6 24. 6.6 0.0 LOAD CASE/COMB DESCRIPTION 1 1.OIH3IIJDINAL 2 TRANSVERSE 3 1.0L090 • 0.3TRANS - mm mm mm - mm - - - mm - - - - FRE1_ .jc Swoon Parana Craig Harrington 111111 IIUIIlllllll sulllu**I*Il hull uliltlulul IlliUlulI uluneoul. 111115111111 .Iuiue5I I..u.uflusui u.11.u,uuu .uleu,uueu,. Iuu..euueul lu.uu.ulu... .lul su,usuulu,ul ulusuluillll hlilllllhlll Ilulluulhull OhS lull II.. lull ulul lieu lUll HIll HIll lull lull. •Il• lull 11111 tIll lull 1115 eu.s 1111111 11111111 lUll uu.u.u. IllIluluslIl 11151111111 liulull ..lu.lul Ill. luulllu tuuuuulu.uul .hull.luluu suit. i.e. IllI 11111 suu, 1111 lull 1111 1111 till 1111 lull IllS JIll lull lull lilt tue. llllululullu lulullullull uis.u..suuuu uu.l.uuluuuu lull PIll uuullsuuilli u.11sull.l lul.uuuulull u.uuuuluuull suuilulluu tIll lee. ullluluuluu susu.. .ul..ul.sull ulueullu.ull lull., lull lull 111*11111 111111 511111 15111111 llululul u.usus.usi uu5Hillluu use. iou lUll 1151 elI. lIeu 1111111 uu.uul 1111 u...uuu susie. uses Illu uuu uses tue u.u.unu.0 susususus. ..u.u,uu .u.luuul ulu.ul ,u,uuu SEISAH PC Version 1.42 105/05/941 (c) 1990-94 Dokken Engineering All rigktoreoerced. Data: 10/31/00 Ti—: 11:05:16 File: I'REE.IN User: Unknown u.u..u. IlIlIlISI llSflUll lull,., ulsulul 11111111 .ull.11ll 111111111 ...n.u.s 511111111 .us,us,u 111111111 iu II II Ill us IS II .0 uu uu Ill II ill Ill Ii lu ii set lelulu Still set 511115 .uspu,u.e ulus.l.0 units 11111 eus 151155 .u,eluu.l 11111115 ..0 I, eus set su he l Ill I, .0 5s lus II II IS lu l uu ..ulse.ul 11151111* 11111*551 11111111* su IS ul.nu.uu 1111111 111111111 111111111 essletu .0 su ul.l,e,I * PC Vero: 0.42 Date: 05/05/94 Written By ROY lokoen Jon Leo Vic Eel iokin Ken Parana James Gates Time: 11:05:16 Data: 10/31/00 SEISAB'Poinsettia' C RES SPE ANA - C SUPERSTRUCTURE JOINTS 0 COLUMN JOINTS 3 OUTPUT LEVEL 0 C C ---------ALIGNMENT DATA------------ ALIGNMENT C ALIGNMENT OFFSET L 1.0 STATION 1749 • 77.37 COORD N 0.0 E 0.0 BEARINGN 76 54 40 E C C ---------SPAN DATA ------------------ C SPANS LASTRS /1.0.45.4.1.0/ - /1.0,45.4,1.0/ - /1.0,45.411.0/ C AREAS /I28.20,92.R0,128.20/ - /128.20,92.50, 128.20/ - /128.20,92.00. 128.20/ C Ill /156.8,156.8,I56.8/ - /156.8. 15656.8/ - /156.8. 156.8,156.8/ C 022 /345613/ - /3'45613/ - /345613/ C 033 /32.2,30.1,32.2/ - /32.2,30.1,32.2/ - /32. 2, 30. 1., 2 . .32. 2/ C E 580393 C DENSITY 0.150 WEIGHT 5.04 C C ---------DESCRIBE DATA ------------- C DESCRIBE COLUMN 'PSER2' AREA 106 Ill 78 022 3.45 533 44003 DENSITY 0.150 K 580393 COLUMN 'P1003' AREA 106 Ill 78 022 3.45 133 44003 DENSITY 0.150 £ 580393 C SPECIAL COP 'Type 1' 'Model Top of Pier as Rent Cop 033 3.87 O 485592 C C ------------ARU'ThHENT DATA---------- ABtHENT STATION 174977.37 BEARING N 20 30 05 W. 9 20 30 55 W ELEVATION 76.22 75.74 C CONNECTION FIX FIX CONNECTION FREE FREE C - - - - - - - - - - - - - - - - - - - FREL C C - BENT DATA C PIER BEARING N 20 35 05 W. 8 20 30 05 W ELEVATION TOP 76.58 ,76.38 ELEVATION ROT 46.50.45.50 WEIGHT 64.9.64.9 C SPECIAL CAP 'Type I' AT 2.3 COLUMN 'PIER2 AT 2 COLUMN 'PI ER3 AT 3 COLUMN TOP PIN LONG AT 2.3 COLUMN TOP 8240 JOINT SIZE 0.88 AT 2.3 C CONNECTION JOINT FIX PIN AT 2 C CONNECTION JOINT PIN FIX AT 3 C C ----------FOUNDATION DATA ----------- C C FOUNDATION C AT ABUTMENT 1.4 C SPRING CONSTANTS C EFOF1 474 C EF3F3 0 C C ---------- LOADDATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 030 0.35 - 0.40 0.45 0.50 0.55 0.60 0..70 0.80 - 0.90 1.00 1.10 1.20 1.30 1.40 1.50 - 1.60 1.70 1.80 1.90 2.00 2.25 2.50 - 275 3.00 3.25 350 3.75 4.00 VALUE 0. .59 0.90 1.15 1..26 1.27 1.25 1.21 - 1.17 1.13 1.07 1.04 1.01 0.95 0.90 - 0.86 0.80 0.72 0.65 0.59 0.55 0.49 - 0.46 0.42 0.38 0.35 0.32 0.28 0.23 - 1.20 0.17 0.14 0.13 0.12 0.12 FINISH PASO - - - - S E 1 S A B - - - - (PC VerH 1.421 10/31/00 Poinsettia SEISAB DATA INPUT ------------------------------------------------------ RESPONSE SPECTRUM OUTPUT LEVEL 0 IS IN EFFECT PASO 2 - - - - S E I S A B - - - - (PC VOrN 1.42) 10/31/00 Poinsettia ALIGNMENT DATA INPUT ------------------------------------------------------------ INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.050 76.911 STATION COORDINATE H 0.010 E 0.001 page 3 - - - - S E I S A B - - - - (PC V000 1.42) 10/31/00 Poinsettia SPAN DATA INPUT SEDMENT LENGTH ---------------------------------------------------------------- AREA Ill 122 133 SPAN I 47.40 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.01 156.00 45613.00 30.10 3 0.00 128.20 I56.HO 45613.00 32.20 SPAN 2 07.40 1 1.00 028.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.10 3 1.00 128.20 156.80 45613.00 32.20 SPAN 3 47.00 1 1.00 128.20 156.80 45613.00 32.20 2 45.40 92.00 156.80 45613.00 30.11 3 1.00 128.20 156.60 45613.00 32.20 THE BRIDGE MODEL GENERATED IS BASED ON 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN ELASTIC SEGMENT WT/LENGTH DENSITY MODULUS SPAN I 1 5.040 0.150 580383. 2 5.000 0.150 580393. 3 5.040 0.150 580393. SPAN 2 1 5.040 0.150 580393. 2 5.040 0.150 580383. 3 5.040 0.150 580393. SPAN 3 5.040 0.150 580393. 2 5.040 0.150 580393. 3 5.040 0.150 580393. Page 4 '2 - - - - - - - - - - - - - - - - - - - FREL C - - - - S 1 1 5 A B - - - - (PC Yore 1.42) 10/31/00 Poinsettia DESCRIBE DATA INPUT ---------------------------------------------------------------- COLUMN INFORMATION NO. I TITLE: PIER2 INFORMATION SEGMENT LENGTH AREA III . 122 133 1 0.00 106.00 78.00 3.85 04003.00 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 580393. page 7 - - - - S E I S A B - - - - (PC Yore 1.421 10/31/00 Poinsettia BENT DATA INPUT -------------------------------------------------- BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT BOT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339.899 76.58 46.50 64.90 3 339.499 76.38 45.50 64.90 NO. 2 TITLE: PIER3 INFORMATION SEGMENT LENGTH AREA III 022 033 1 0.00 106.00 78.00 :3.45 44003.00 ELASTIC SEGMENT DENSITY MODULUS 1 0.150 500393. POOR S - - - - S I I S A B - - - - (PC yore 1.42) 10/31/00 Poinsettia DESCRIBE DATA INPUT (CONTINUED) ---------------------------------------------------------------- BENT CAP AND/OR SPECIAL BENT CAP INFORMATION NO. 1 TITLE: Type I INFORMATION: Model Top of Pier as Bent Cop DENSITY ELASTIC MODULUS: 485592. AREA Ill 122 033 SPECIAL CAP NUMBER 3.87 PoSe 6 - - - - S I I S A B - - - - PC yore 1.821 10/31/00 Poinsettia ABUTMENT DATA INPUT ABUTMENT TO BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.22 339.499 FREE 4 75.74 339.499 FREE BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA 001 122 133 2 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED ELASTIC BENT DENSITY MODULUS 2 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED P0gM 8 - - - S I I S A B - - - - (PC Vero 1.42) 10/31/00 Poinsettia BERT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS BENT SPACING COL TITLE ECCENTR. GROUP OFFSET 2 1 PIER2 0.00 0.00 3 1 PIER3 0.00 0.00 BENT CONNECTIVITY INFORMATION SUPERSTR BERT TO SUPERS TR BADGE140TH BENT CONTINUITY CONNECTION TYPE MSRMNT TYP BRIXIE MOTH 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED 3 - - - - - - - - - - - - - - - - - - - FREL C BENT COLUMN END INFORMATION lOP . BOI1OM . ART COL. CONN TSP JIlT SIZE ERG ELMT COHN TSP JUT SIZE ERG ELMT - - - 2 1 PIN LONG 0.88 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.00 PNRR 9 - - - - S E I S A B - - - - (PC Vero 1.42) 10/31/00 Poinsettia EDIT DATA INPUT (CONTINUED) ---------------------------------------------------------------- BENT COLUMN PROPERTY INFORMATION EDIT 2 LENGTH/ AREA/ SCONDIF DENSITY ELAS MOOLS Ill 122 033 COLUMN 1 29.20) 106.00 78.00 3.85 48003.00 0.150 580393. THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEFFICIENT = 0.05 ACCELERATION DUE TO GRAVITY 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE 0.050 0.5900 2 0.100 0.9000 3 0.150 1.1500 4 0.200 1.2600 5 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 0.400 1.1700 H 0.450 1.1300 10 0.500 1.0700 11 0.550 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.800 0.9000 15 0.900 0.8600 16 1.000 0.8101 17 1.100 0.7200 18 1.200 0.6500 19 1.300 0.5900 20 (.400 0.5500 21 1.500 0.4900 22 1.600 0.4600 23 1.700 0.4200 28 1.800 0.3800 25 1.900 0.3500 BENT 3 LDKITH/ AREA/ SEGMENT DENSITY ELAS NODLS Ill 022 033 COLUMN 1 1 ) 30.001 106.00 78.00 3.45 48003.00 0.150 580393. PaRR 11 - - - - S E I S A B - - - - (PC Var. 1.42) 10/31/00 Poinsettia LOADINGS DATA INPUT (CONTINUED) ------------------------------------------------------- DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2800 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 32 3.500 0.1300 33 3.750 0.1200 34 4 .00 0 0.0200 PARENTHESES INDICATE 804 ADJUSTED SEGMENT LENGTH. - Page 10 - - - - S E I S A B - - - - (PC Vera 1.42) 10/31/00 Poinsettia LOADINGS DATA INPUT THE NUMBER OF NODE SHAPES FOUND WILL BE 3NUNBER OF SPARS (20 MAXIMUM) Page 12 - - - - 1 1 I S A B - - - - (PC Vera 1.421 10/31/00 Poinsettia LOADING DATA INPUT (CONTINUED) ----------------------------------------------------------- PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0. 1.9, - mm - - mm mm - mm - - - mm - - FREL. JC 5 1.8. 1 .6. C E 1.4, E 1.3. R 2 XX A 1.2. T XXX O 1.1+ O XX N 1.0. X 0 0.9. I 0 I 1 O.S. O 0.7. X O 0 0.6.1 S X O.S. 0 0.4. XX I 0.3. XX 0.2. 0 000 0.1. X X 0.0. 0 1 2 3 4 PERIOD (SECONDS) Page 13 - - - - S C I S A B - - - - PC Vera 1.421 10/31/00 Poinsettia LOADINGS DATA INPUT (CONTINUED) ---------------------------------------------------------------- LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FA HE CASE/COMB I V Z DESCRIPTION 1 0.974 0.000 -0.226 LONOITUDINAL 2 0.226 0.000 0.974 TRANSVERSE 3 1.0 LONO • 0.3TRANS 4 0.3LONO • 1.0TRANS Page 14 - - - - S E I S A B - - - - (Version 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS ---------------------------------------------------------------- VIBRATION CHARACTERISTICS PARTICIPATION FACTURS NODE PERIOD FREQUENCY CS S V Vv 1 2.853 0.351 0.19 -9.528 0.007 3.563 2 0.258 3.875 1.27 -0.013 .2.642 0.002 3 0.203 4.920 1.26 0.119 0.001 -0.053 4 0.181 5.522 1.22 -1.530 0.041 0.571 5 0.171 5.840 1.20 -2.035 -0.113 0.759 6 0.140 7.119 1.10 0.02 7.216 0.002 7 0.066 15.239 0.69 -0.1008 0.001 -0.021 8 0.058 07.211 0.64 0.151 -1.384 -0.059 9 0.057 17.496 0.63 0.937 0.282 -0.353 THE 9 LOWEST FREQUENCIES WERE EXTRACTED Page 15 - - - - S E I S A B - - - - )Ver,ion 1.421 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) ---------------------------------------------------------------- CQC DISPLACEMENTS LEFT FACE .... .... ROHT FACE .... ... OPNIA3/CLSMI... ITEM LC LNGTUDNI. TRNSVRSE •LNGlUXNL TRNSVRSE LNOTUDNL TRNSVRSE ABU 1 1 0.000 0.010 1.274 0.166 1.274 0.166 2 0.000 0.000 0.166 0.022 0.166 0.022 3 0.000 0.000 1.324 0.172 1.324 0.172 4 0.000 0.000 0.548 0.071 0.548 0.071 BNT 2 I 1.274 0.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.324 0.172 1.324 0.172 0.000 0.000 4 0.508 0.071 0.548 0.071 0.000 0.000 RN'F 3 1 1.274 0.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.324 0.172 1.324 0.172 0.000 0.000 4 0.548 0.071 0.548 0.071 0.000 0.000 ABU 4 I 1.274 0.166 0.000 0.000 1.274 0.166 2 0.166 0.022 0.000 0.000 0.166 0.022 3 1.324 0.172 0.000 0.000 1.324 0.172 4 0.548 0.071 0.000 0.000 0.548 0.071 LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0'LONO • 0.3TRAIOS 4 0.3LONG • I.OTRANS Page 16 - - - - S E I S A B - - - - (VersiOn 1.42) 10/31/00 Poinsettia RESPONSE SPECTRUM RESULTS (CONTINUED) - - - - - - - - - - - - - - - - - - - FREL JC ----------------- CXC COLUMN FORCES .LNCITUDNL . TRANSVRSE. CL LOC LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BlOT 2 1 801 1 352.7 9211. 7.4 212. 22.4 0.0 2 45.8 1198. 1.0 28. 3.4 0.0 3 366.4 9571. 7.7 220. 23.4 0.0 4 151.6 3962. 3.2 92. 10.1 0.0 I TOP 1 311.8 0. 7.4 50. 22.4 0.0 2 40.6 0. 1.0 0.0 3 324.0 0. 7.7 52. 23.4 0.0 4 134.1 0. 3.2 22. 10.1 0.0 BNI' 3 I ROT 1 330.4 8744. 7.5 . 240. 23.8 0.0 2 43.0 1138. 1.0 32. 3.5 0.0 3 343.3 9086. 7.8 ,. 249. 24.8 0.0 4 142.1 3761. 3.2 104. 10.6 0.0 1 TOP I 288.0 0. 7.4 46. 23.8 0.0 2 37.5 0. 1.0 0.0 3 299.2 0. 7.7 47. 24.8 0.0 4 123.9 0. 3.2 20. 10.6 0.0 DESCRIPTION LONGITUDINAL TRANSVERSE 1.0. LONG 0.3TRANS 0.3 LONG • 1.OTRANS LOAD CASE/COMB Ron Ti-: 00:00: 0.44 End Of Ron. LOAD CASE/COMB DESCRIPTION I LONGIItIDINAL 2 TRANSVERSE 3 1.0L07E1 • 0.3TRANS 4 0.3L0NG • 1.OTRANS Pngo 17 - - - - S E I S A B - - - - VerSion 1.421 10/31/00 Poifloottia RESPONSE SPECTRUM RESULTS (CONTINUED) CXC ABUTRENT, HINGE AND JOINT FORCES W/R TO BRIDGE C.L. 8/6 TO ITEM C.L. ITEM LC VERT SHEAR LOIIDITIJDNL TRND SHEAR L010317V11NL PROOF SHEAR ABU 1 1 7.7 0.0 0.0 0.0 0.0 2 1.5 0.0 0.0 0.0 0.0 3 8.2 0.0 0.0 0.0 0.0 4 3.8 0.0 0.0 0.0 0.0 ABU 4 1 8.0 0.0 0.0 0.0 0.0 2 1.5 0.0 0.0 0.0 0.0 3 8.5 00 0.0 0.0 0.0 4 3.9 0. . 0 0.0 0.0 0.0 I I I I I I U U U I I I I I I U I I I DOKKEN Engineering 3914 Murphy Canyon Road, Ste A-153 San Diego, CA 92123 Overstrength Loading kip := 1000lbf check(x) := if (x < 1 ,'OK' , "NG") Parameters M := 4141kipft Plastic moment (from CoIX) height 0 := 30.1ft heightf00 := 2ft + 6in Overstrength Moment & Shear per SCD 4.3 MOS := M.1.2 M05 = 4969.2kip.ft MOS V05 := V05 = 165.0897kip heightcol Mpiie := MOS + Vos.(heightfoor - 6in) Mpile = 5299.37941cip'ft 1095 Poinsettia Overstrength Loading overstrength.mcd Date: 7/25/00 By: MS - mm - - -. - - MM MM No - - - - - !itR.doc ilili*li4Iii *lItilli*i i*li*lltii il*4lllllI4I I4i*lIaI*Ile laiisllli*14 aisililliaii iil*lliiIiti 4*,,ai*iiI*l •*iaii*,l*l* i,i.liltalll *illllii*iii liii 1*1* liii Sail lilt lilt liii liii fill 141$ lilt till 1111111* SIll *111 lIlt 114* *141 14*11111 1111 *lli 111* 11*1 *141 iliailai *1*1 •a.e III. 14*1 liii liii liii 111$ 1411 liii liii alit IllIllai101i lil*t*ii*IIi liii lie, •l•.iialllll llala*ii*iil it,, lie, IlIllillit •ii•illtil lila 111111 1*11*1 1*1111*1 *111111* a*IlliiiaI lilailtlll 11*1 liii 1111 *1*1 *111 11*1 1011*11 *11*11 lilt •lii*II 111111 114* liii *11 liii CIII lllilllill llllilli*0 11111*1* iiiill** 1*11*4 11114$ Pile and Spread Footing Design Program Version 2.23 07/17/92 COlu00 Dote Column Width S-dir (Tro.no) • 35.73 It Coluum Depth S -di r (Long) 1.50 ft Column Area • 53.46 ft"2 Eguivelent Width X-dir (Trans • 35.68 ft Equivalent Depth S-dir (1-0091 1.50 ft Live Load Percent Impect = 15.00 percent End Condition about X-exie FIX End Condition about V-axis FIX Number of Columns in Boot 1 columns Footing Dote Type of Footing Analysis CHECK Footing Length X-dir (Pros) = 37.73 ft Footing Width S-dir (Long) 10.00 It Win Footng Depth Considered 2.50 It Max Footng Depth Considered i 10.00 ft Type of Footing PILE Footing Materiel Pcoportieo Ultimate Concrete Coopresnive Str000 (FC( 3250.0 psi Yield Stress of Steel Reinforcement (FY( 60000.0 psi Unit Weight of Concrete = 150.0 pcf Modeler Untie (ES/EC) (N) 8.9 Title 1095 POINSETTIA 1-N 18:57:56 07/30/00 Page 2 Top Flexure Reinforcement Dote Number of Bore X-dir (Troll) • 10 Number of Bore S-dir (Troll) • 76 Bar Sine in X-dir (Troll) = H Bar Size in V-dir (Long) Top BAr Cleere000 4.00 inches Direction of Top Bore I direction o Bottom Flexure Reinforcement Dote Number of Bore K-dir )Treo) 10 Number of Bore V-dir (Toes) 76 Bar Sloe in K-dir (Pros) H Bar Sine is V-dir (Long) 7 Bottom Bar Cleerance • 6.00 inches Direction of Bottom Bore = V direction Sheer Reinforcement Dote Stirrup Bar Size 5 Stirrup Spacing I-dir (Troll) 12.00 inchee Stirrup Spec ing V-dir (Long) 17.00 inches Soil Dote Depth of Earth Cover 2.00 ft Unit Weight of Cover 120.00 pcf Eovirocmestei Factor )1( = 170.00 h/in Pile Footing Coot Dote Contract Item Price Unit FOOT PC Version 2.23 (07/17/92) Copyright (c) 1984 Stole of California, Department of Transportation (C) 1990-92 0061,00 Engineering All rights reserved. Dote: 07/30/00 Time: 18:57:56 File: p:\1095_P_l\501\561_ST-i\560-10\foOl\Pior.in User: Unknown Input Data 1 2 3 4 5 6 7 8 1234567890123456789012345678901234567890123456789012345678 9012345678901234567890 1095 POINSETTIA 124 VERSION 2.25 04/05/93 35.73 1.50 53.46 15.00 FIX FIX CHECK 37.73 10.0 2.5 PILE 10.00 3250. 60000. 150.0 10 76 8 6 4.00 K 10 76 8 7 6.00 Y 5 12.00 17.00 2.00 120.00 170.00 25.00 28.00 247.00 .41 9.39 688.00 14 2 12.0 70.0 YES 40 7 3.5 5.45 7 -3.5 5.45 LOADS BOTfOM 0 0 0 0 0 0 I 0 I 0 0 0 0 0 0 651 74 86 0 59 426 I I 0 114 0 I I 0 0 O 0 0 0 0 0 0 I 0 0 406 0 I 0 0 0 0 I .0 0 0 0 0 0 0 0 0 0 0 I 0. 0 0. 0. 0. 0. 0. I. 0.. 0. 0. 0. 0. 5299. 0. ••••0 0. 0. 0. Title 1095 POINSETI'IA 129 18:57:56 07/30/00 Pegs - - - - - - - - - - - - - - - - - - PicR.doc Structure rxcavation (Bridge) 25.00 S/ny Structure Backfill (Bridge) = 28.00 $/cy Structural Concrete Bridge Footing 247.00 5/cy Bar Reinforcement (Bridge) = 0.41 S/lb Furnish Piling 9.39 S/ft Drive Puce 688.00 S en Title 1095 POINSETTIA 124 18:57:56 07/30/00 Page 3 Pile Dote Total Number of Piles 14 Total Number of Rows 2 Diernoter of Pile 12.0 inchee Capacity of Pile (Service) 70.0 tone Consider Tension in Piles? YES (yen or no) Length of one Pile = 40.0 feet Pile out Data Row 11cm Y-Coord S-Spacing N- Piles (ft( (It) 1 7 3.50 5.45 2 7 -3.50 5.45 Moment of Inertia of Pile Group XXX 171.50 pulo-ft"2 I?? 1663.34 pile-ft"2 Title 1095 PO FIT LN 18:57:56 07/30/00 Page 4 Pile Coordinatee (feet) Pile X-000cd Y-coord 1 -16.35 3.50 2 -10.90 3.50 3 -5.45 3.50 4 0.00 3.50 5 5.45 3.50 6 10.90 3.50 7 16.35 3.50 8 -16.35 -3.50 9 -10.90 -3.50 10 -5.45 -3.50 11 0.00 -3.50 12 5.45 -3.50 13 10.90 -3.50 14 16.35 -3.50 Title 1095 POINSETTIA 124 18:57:56 07/30/00 Page 5 Footing Load Data )k-ft) LOADS BOTTOM ttulnpact Case 1 Came 2 Case 3 Dead Pro Trans Long Axial Load Streon MY-Max MY-Max N-Hex Wind Nt 12 CF-MY Temp MY 0 0 0 0 0 0 0 0 0 0 MX 0 0 0 0 0 651 74 86 0 59 P 426 0 0 0 114 0 0 0 0 0 PHY 0 0 0 0 P801 0 0 0 0 2 P 0 0 446 0 )ARS) Unreduced Seismic Arbitrary toads Arbitrary Leads Case 1 Case 2 Service Service Factored Factored Hex Tram Max Long ALl AL2 ALl AL2 MY Tram 0. 0. 0. 0. 0. 0. 801 Long 0. 0. 0. 0. 0. 0. P Axial 0. 0. 0. 0. 0. 0. Probable Plastic )PB( Loads (1.3 5 Nominal Moment) (b-It) P81 P02 PB] PO4 PBS P06 P07 Max Tram 75-degree 60-degree 45-degree 30-degree 15-degree Max Long MY 0. 0. 0. 0. 0. 0. I. 801 0. 0. 0. 0. 0. 0. 5295. P 0. 0. 0. 0. 0. 0. 0. Title 1095 POINSErrra 724 18:57:56 07/30/00 Page 6 Service Loads (SER) for Footing Design )k-ft( NOTE: Ratio Capacity (Coop or Uplift) / (Hex or Him) Pile, toad Cap Cep Uplift Coop -56. 140. Applied Loads --------------. Kin Hex Loading Tram Long Comb Axial Pile Pile Grp Ca H? MY K P Load Ratio toad Ratio 38 1 0. 0. 0. 645. 46. 46. 3.04 OK 78 2 0. 0. 0. 645. 46. 46. 3.04 DR OH 3 0. 0. 0. 744. 53. 53. 2.63 DR II 0. 521. 521. 560. 29. 51. 2.77 OK III 1 0. 284. 284. 560. 34. 46. 3.06 OK III 2 0. 284. 284. 560. 34. 46. 3.06 OK III 3 0. 284. 284. 639. 40. 51. 2.72 OK IV 1 0. 47. 47. 560. 39. 41. 3.42 OK IV 2 0. 47. 47. 560. 39. 41. 3.42 OK IV 3 0. 47. 47. 639. 45. 47. 3.00 OK V 0. 007. 507. 523. 27. 48. 2.03 DR VI 1 0. 296. 296. 523. 31. 43. 3.22 OK VI 2 0. 296. 296. 523. 31. 43. 3.22 OK VI 3 0. 296. 296. 594. 36. 48. 2.89 OK The following are included in the Applied toads above: Weight of Cover 78. kip Weight of Footing = 141. kpe Total • 219. kipe For Group OH Cane 3 the Pile toads at each corner are: 53. 53. S3. 53. Title 1095 POINSETTIA IN 18:57:56 07/30/00 Page 7 * Factored Loads )PFC) for Footing Deeign )k-ft( NOTE: Ratio = Capacity )Comp or Uplift) / (Max or Kin) Pile. Load PHI = .75 Cap Cap Uplift Coop -84. 210. Applied Loads -------------: Kin Max Loading Tram tong Comb Axial Pile Pile Crp Ca MY 801 H P toad Ratio toed Ratio - - - .- - - - - MM - - - - - - I= - - i-iER.doc IN 1 0. 0. 0. 839. 60. 60. 3.51 OK 00 2 0. 0. 0. 839. 60. 60. 3.51 OK 06 3 0. 0. 0. 1054. 75. 75. 2.79 OK OP 1 0. 0. 0. 639. 60. 60. 3.51 OK OP 2 0. 0. 0. 839. 60. 60. 3.51 OK OP 3 0. 0. 0. 1343. 96. 96. 2.19 OK II 0. 846. 846. 839. 43. 77. 2.72 OK III 1 0. 462. 462. 839. Si. 69. 3.03 OK III 2 0. 462. 462. 839. 51. 69. 3.03 00 III 3 0. 462. 462. 968. 60. 79. 2.67 OK IV 1 0. 77. 77. 839. 58. 61. 3.42 OR IV 2 0. 77. 77. 839. 58. 61. 3.42 06 IV 3 0. 77. 77. 968. 68. 71. 2.97 OR V 0. 808. 888. 817. 40. 76. 2.75 OK VI 1 0. 518. 518. 817. 48. 69. 3.05 OK VI 2 0. 518. 518. 817. 48. 69. 3.05 OK VI 3 0. 518. 518. 941. 57. 78. 2.70 OR The following are included in the Applied Loads above: weight of Cover 101. RIpe Weight of Footing 184. kipe Total 285. hips For Group OP Caee 3 the Pile Loads at each corner are 96. 96. 96. 96. Title 1095 POINSETTIA U) 18:57:56 07/30/00 Page 8 Earthquake Loads )EQ) for Footing Design (k-fE) NOTE: Ratio n Capacity (Coop or Uplift) / (Max or Mm) Pile toad. AIlS Ucreduoed Selemic (VII) & Probable Plastic (PB) PHI • 1.00 Cap Cap Uplift Coop -140. 280. - ------------- Applied Loads -------------: Mm Max Loading Tram Long Comb Axial Pile Pile Grp Ca MY em M P Load Ratio Load Ratio PB7 1 0. 5209. 5299. 219. -92. 1.51 124. 2.26 OK The following are Included in the Applied Loads above: Weight of Cover • 76. kips Weight of Footing • 141. kipe Total • 219. kipe Per Group PB7 Case 1 the Pile Loads at each corner are: 124. 124. -92. -92. Title 1095 POINSETTIA U) 18:57:56 07/30/00 Page 9 Design of Bottom Flmxurai Reinforcement NOTE: Area of excel in the short direction for Factored and Earthquake Loads has been increased by 1.58 (Art 4.4.6.3.2). Key to Types of Loads: SER • Service Loads. FAC • Factored Loads. PHI • 0.90 EQ = Earthquake Loade. PHI $1741 S Minicson Reinforcement (Art 8.17.1.1) boned an 1.2 I the Cracking Moment. 81742 S Waiver of Minimum Reinfcrcemon1 (Art 8.17.1.2) boned on steel area one third greater than required by analysis. MAX = Maxi0000 Reinforcement (Art 8.16.3.1) has ad on .75 a balanced steel ratio. Footing Depth 2.50 It Bar Bar Load Control Depth Applied Required 74040 Sine Dir Typo Grp Ca Effective Mement Steel Area Bars (inches) (k-ft( (eq in) 8 I SER 22.44 0. 0.00 0 7 5 SER 19 3 23.59 814. 16.30 31 6 0 FAC 22.44 0. 0.00 0 7 5 FAC IF 3 23.50 1575. 23.91 40 8 X EQ 22.44 0. 0.00 0 7 5 EQ P57 1 23.50 2174. 29.83 50 8 I MINI 22.44 770. 7.87 10 7 5 80041 23.50 2904. 28.28 48 8 I 81742 22.44 0. 0.00 0 7 5 KIN2 23.50 2699. 25.16 42 8 I MAX 22.44 3031. 46.77 60 7 5 MAX 23.50 15858. 184.83 309 Centro................................................ 8 X 141741 22.44 770 7.87 10 7 5 EQ P87 1 23.50 2174 29.63 50 Title 1095 POINSETTIA U) 18:57:56 07/30/05 Page 10 Doeign of Top Flexural Reinforcement NOTE: Area of etool in the short direction for Factored and Earthquake Loads hoe been increased by 1.58 (Art 4.4.6.3.2). Key to Types of Loads: 5KB • Service Loads. FAC . Factored Loads. PHI • 0.90 EQ • Earthquake Loads. PHI • 1.00 MINI • Minimum Reinforcement (Art 0.17.1.1) based on 1.2 1 the Cracking Moment. 140142 • Waiver of Minimum Reinforcement (Art 8.17.1.2) based on steel area one third greater than required by analysis. MAX e Mexieo.uo Reinforcement (Art 6.16.3.1) baeed on .75 x balanced steel ratio. MUO3 • Mini0000n Reinforcement (Temperature) (Art 8.20) baeed en 10 maximum bar spacing. Footing Depth • 2.50 ft Bar Bar Load Control Depth Applied Required 74000 Sine Di Type Orp Ca Effective Moment Steel Area Bare (inches) (k-ft) (eq in) 8 X 5KB 24.56 0. 0.00 0 6 5 SOB 25.56 0. 0.00 0 8 1 FAC 24.56 0. 0.00 0 6 5 FAC 25.56 0. 0.00 0 8 X EQ PB7 1 24.66 3. 0.03 1 6 5 EQ PB7 1 25.56 1991. 25.00 57 8 X 80141 24.56 770. 7.15 10 6 5 141011 25.56 2904. 25.87 59 H K M1142 24.56 4. 0.03 1 6 5 MIN2 25.56 2654. 21.08 48 8 X MAX 24.56 4589. 51.19 65 6 5 MAX 25.56 18761. 201.03 457 8 I 80743 24.56 682. 6.32 8 6 0 HIN3 25.66 1302. 11.44 26 Centre................................................. 8 I 141143 24.56 602. 6.32 8 6 5 EQ P147 1 25.56 1991. 25.00 57 Title 1095 IN POSETTIA U)18;57:56 07/30/00 Page 11 Final Resulte for Footing Check 3 - - - - - - mm - - - - - - - - - - - Footing Length = 37.73 It Footing Width = 10.00 it Input Depth 2.50 It Pile Load Reoolte Load Control Min Pile Capacity Control Max Pile Capacity Type Grp Ca Load Uplift Grp Ca Load Coo,p 1k) (6) (k) (k) SER V 21. -56. OR OH 3 53. 140. OX FAC V 40. -84. OR OP 3 96. 210. OX EQ P07 1 -92. -140. OK P07 1 124. 280. OX Shear Resulte Depth = 2.50 It Perimeter(SO) 0.00 It Ratio • Capacity / Applied Load Control Depth Shear Shear Type Orp Ca Effective Applied Capacity Ratio (mckee) (lips) ((lips) FAC ElY 23.50 VY 602. VU? 1710. 2.85 OK EQ BY 23.50 VY 813. VU? 1718. 2.11 OK NOTE: The shear plans at dietance 'DX; is outside the footing dimension. therefore, no (OX) or (UP) shea calculations are made. Top end Bottoe Flexure Reoulte Footing Depth 2.50 It Bar Bar Load Control Eff Applied Bar Area Rare Rare Error Sine Dir Type Grp Ca Depth Moment Space Req Req Input Cede in) )k-ft) (in) ni) TOP 8 0 MINI 24.56 682. 12.32 6.32 B 10 OK 4 6 Y EQ P57 1 25.56 1991. 5.92 25.00 57 76 OR Rotten 8 K 5001 22.44 775. 12.32 7.87 10 10 OR 4 7 Y EQ P57 1 23.50 2174. 5.92 29.83 50 76 OX Title 1095 POINSETTIA IN 18:57:56 07/38/00 Page 12 Minimum. Preferred Bar Spacing I Development Length * )Unite Inches) The clear distance between parallel bare shall not be lees then 1.5 bar diameters (nominal), 1.5 times the maximum eioe course aggregate. nor 1.5 inches (Code 8.21.1). Preferred center to center spacing based on Bridge Design Details P 13-20. Bar mar Nominal Min Clear Deformed Minimum Preferred Development Sine Area Diameter Distance Diameter C-to-C C-to-C Length Spacing Spacing SPCv6 SPCn=6 4 .20 .500 2.250 .563 2.813 3.250 12 12 5 .31 .625 2.250 .688 , 2.938 3.500 15 12 6 .44 .750 2.250 .875 3.125 3.750 19 15 7 .60 .875 2.250 1.000 3.250 4.000 26 20 B .79 1.000 2.250 1.125 3.375 4.250 34 27 9 1.00 1.128 2.250 1.250 3.500 4 .50 0 42 34 10 1.27 1.270 2.250 1.438 3.688 4.750 54 43 11 1.56 1.410 2.250 1.625 3.875 5.000 66 53 14 2.25 1.692 2.539 1.875 4.414 5.500 90 72 18 4.00 2.257 3.386 2.500 5.886 6.000 116 93 Error Codes; = Bar Spacing lose then the AASHTO ninimux Code 6.31.1). 2 Bar Spacing ieee than the preferred CALTRANS minimum (Br. Dee. Dot.). .ç = Bar Spacing mere than the AASSTD naxiouuc (18')(Code 8.20). 4 = Inadequate development length (Code 0.25). Title 1095 POINSETTIA IN 10:57:56 07/30/00 Page 13 Bar Reinforcing Steel Bar Type Bar Hum Length Weight Weight Sloe Bar (ft) (lb/it) )lbo( Top S-Bar 8 10 37.1 2.670 990. v-Bar 6 76 9.3 2.670 1065. Bottom .-Bar 8 10 37.1 2.670 990 S-Bar 7 76 9.3 2.044 1450. . Stirrup S 238 3.0 1.043 745. NOTE: Stirrups are required in a band extending 6 inches naxioum from the column reinforcement to 22 inches from the (ens of the column in the 1 direction and 23 inches from the, face of the ooluxn in the 5 direction. * Quantities 5nd Eutimated Coot - Pile Footing Contract Item Unit Quantity Price A000ent Structure Excavation IBm) cy' 79. 25.00 1986. Structure Backfill (BR) 05, 41. 28.00 1136. Structure Concrete, BR £10 ny 35. 247.00 8629. Bar Reinforcement (BR) lb 5239. 0.41 2148. Furnish Piling lf 560. 9.39 5258. Drive Pilon ma 14 600.00 9632. Total Coot 28790. Title 1095 POINSETTIA tN 18:57:56 07/30/00 Page 14 Run Tine: 00:00: 0.16 End of Run. 4 I I I I I I I I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Precast Slab kip := 1000Ibf kPa := 1000-Pa MPa := 106Pa kN := 1000-newton check(x) := if (x < 1,0K" ,'NO) Parameters wc: l50-lbf - Weight of concrete ft 3 Wslab := 48in Width of slab unit 'slab 48in•(1.75•ft) - 2.7E - (12) - Moment of inertia of slab unit 12 64 64 'slab = 1.6728 ft4 A5la,, := 21in.(48in) - (l2in)2 •it2 - (9in)2 it 4 4 A slab = 4.9874 ft2 Area of slab unit depth5 := nslab:=9 Ldbj := 1.5ft Length of first debonded zone at each end Ldb2 := 4.5ft Length of second debonded zone at each end 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd 61-1 I I I I I 1 I 1 I I I I I I 1 I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Ljt := 47ft + Sin Total length of slab unit support := 1.25ft•0.5 Length of support Spanslab := Ljt - support-2 Spanslab = 46.1667 ft tac := 2in depth5b - 4in Distance from top of girder to centroid of ps steel jack 520k1Pflslab Total prestress force (before losses) jack = 4680 kip r := 270 ..kip Yield strength of P/S steel in Ldbleff := Ldbj - support Ldbleff = 0.875 ft Effective debonded length Ldb2eff := Ldb2 - support Ldb2eff = 3.875 ft Effective debonded length 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Section Properties y := 0.5-depth Live Load & Dead Load I I I I I 1 I I I I I I I I I I I I I Widthdeck := flslabWslab Widthdeck = 36ft Widthdeck lanes 12ft planes = 3 Slab Load Fractions (per BDS 3.23.4) N1 := planes N1 = 3 Ng:=nslab Ng =9 W:= W=36ft L := Spanslab L = 46.1667 ft K:=0.8 C:= K— C=0.6238 L 12N1 + 9 S:= S=5 Ng N1 ( 2N1'\ c'\2 D1:= 5 + - +13-- I•I( 1--- 10 N1 D2:=5+— D2=5.3 10 Dl = 6.6443 D:= if (C < 3, DI, D2) D=6.6443 LF := - LF = 0.7525 D lanes := round(ni es) planes = 3 1095 Poinsettia Precast Slabs Date: 10/29/00 slab.mcd By: MS 3 I I I I I' 1 1 I I I I I 1 I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 HS20 Loading 0LL 640 lbf ''HS20_mom l8kip "HS20jhear 26kip ft Distributed Load MlHS20I e := [[WLL.SPansIab2"l ) Spansiab I + "HS2Omom 8 2] MlHS20Ie = 586.0089 kip-ft Truck Load 32kip• 14ft + 32kip•28ft Xbar 72kip Spanslab XeI1 := 2 - Xbar XeI2 := XeII + 14ft XeI3 XeI2 + 14ft XeI3 = 32.4167 ft axeI_3 := 8k1P PeIixeIi + Pe12Xe12 + PeI3XeI3 Rnght := Rright = 21.444 kip Spanslab Rieft axeL_1 + axeI_2 + "axel_3 - Rnght Rieft = 50.556 kip (Spanslab M2HS201e := RIeftXe1 + 2 - Xaxet 1)(Rleft - Pell) M2HS20 lane = 569.6667 kip-ft MlHS2O Jane MHS20_lane := (M2 JJ 586.0089 kip-ft MHS20 MH52OIanefllanes MHS20 = 1758.0267 kip-ft Xbar = 18.6667 ft Centroid of truck XeI1 = 4.4167 ft 1axe1_1 32kip XeI2 = 18.4167 ft axet_2 321'-'P 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd Rieft := axeI_1 + axel_2 + axeI_3 - Rright Rieft = 57.444 kip V2HS20I e := Rieft V2HS20Ie = 57.444 kip V1HS20J e i\ VHS20I e := m [2 JJ VHS20I e = 57.444 kip VHS20 := VHS2OIefllanes VHS20 = 172.3321 kip 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd I I I I 1 I 1 I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Distributed Load Spanslab VlUS2OI e HS2O_shear + OiLL 2 Truck Load Xe11 := Oft Xe12 14ft Xej3 28ft Pelixeli + PeI2xeI2 + Pe13xe13 Rnght := panslab Rnght = 14.556 kip VlHs2o1 e = 40.7733 kip I I- 1 I I I 1 I I I I I 1 I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Permit Loading := 0.5.48kip•3 Vperrnit = 72 kip a := 0.5.(Spanslab - 18ft) b Spanslab - a MI-48kip[ ab Spanslab) — := M1 + M1• (b a) b Dead Load WDL WcAs1abfls1aI, WDL = 6733.0132 Ibf - ft raiI := 0.93 kip Wmedian := .63 kip ft ft -curtain := .55 kip WAC 0.7251~2. ft ft WDL := WDL + (wraj, + WAC + Wmedwn + WDL tot = 9.568k ft wDLtot-Spanslab MDLm := MDL—ma,= 2549.1114 kip-ft 8 VDL m := t0 DL tot Spanslab 2 VDL—Max = 220 8616 kip MDL(X) := 0DL_tot't (Spanslab - x) 2 VDL(X) (Spanslab-0.5 - := 2 MLL(X) [WLL.x. (Spanslab - x) ~ HS2&mom x-((Spanslab - x))] Spanslab a = 14.0833 ft b = 32.0833 ft M1 = 469.7834 kip-ft M.mjt = 733.3502 kip-ft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd I I I I I 1 I I I I I I I I 1 I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Mser,(x) := MDL(X) + MLL(X) Impact := 50ft Spanslab + 125ft Impact := mi Impact ni(( 30% )) Impact = 29.2113% Impact = 29.2113% Vmax fac = 473.2103 kip Mmu-sery = 4307.1381 kip-ft Moment and Shear Demand ( MLL_fac := M 4 MHS201e + pet 1.15 )). 1.67-1.3.(l + Impact)LF0.5 MLL_fac = 1855.5573 kip-ft VLL_fac := VHS2O u167.133.(1 + Impact)•LF0.5 S20_lane + v.t.i.is)) VLL_fac = 186.0902 kip Mma,(fac := 1.3MDL ma,( + MLL_fac Mmfac = 5169.4021 kip-ft Vm fac := 1.3VDL max + VLLfac Mmax sei.v MDL max + MHS20 Vmaxsei., := VDL max + VHS20 = 393.1938 kip 1095 Poinsettia Precast Slabs Date: 10/29/00 slab.mcd By: MS 5-7 I I I I I I I I I I I 1 I I U I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment Capacity clear := 2.5in f:= 60! LIP in jrc := 4 kip in Ft := 6jf'c Ybot Thar Concrete clear cover Yield strength of mild steel Concrete compressive strength F = I.6 Allowable compression in Ft 0.3795 .!!P Allowable tension (0 for DL only) .2 in Distance from centroid to extreme tensile fiber of girder Ytop := depthslab - Ybar Ytop = 0.875 ft Distance from centroid to extreme compression fiber of girder floss := 35 1 LIP Assumed prestress losses (per BDS 9.16.2.2) .2 in jack neff_max "jack - floss - neff_max = 4073.3333 kip Jy Fstrand := 20.4kip (Peffm i '\ eff_slab := rOUndi - .-kip "eff_slab = 453 kip nslab kip) (Peffslab) 'strands := round Fstrand I 'strands = 22 PI := effmax 2 := ;Peff_max P3 := neff_max x1 := Ldbleff X2 Ldb2_eff X3 := Spanslab Ldb2_eff x4:= Spanslab - Ldbl eff Peff(x):= if(x<xl,Pl,if(x<x2,P2,if(x<x3,P3,if(x<M,P2,Pl)))) x := Oft, .lft.. Spanslab 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Check Stresses From Service Moments eps := (d) - (depthskb - Yba .) eps = 0.5417 ft MpS(x) := eps Peff(x) _Ybot(Mserv(X) - MpS(x)) Peff(X) abot(x) := + 'slab '¼1ab Aslabflslab (Mserv(x) - Mps(x))yt0 Peff(X) top(X) := + 'slab'¼1ab Asbflsb (MDL(x) - Mps(x)).ytop Peff(x) atop—DL(X) 'slab"slab cYbotDL(x) —y.(MDL(x) - Mp(x)) Peff(x) : + 'slab slab Aslaj,•nslab I I I I I I I I I 1 I I I I 1 I I I I 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd 5-1 0.5 0 20 40 x 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd I I I I I I I I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Check stresses Fc = 1.61 LIP Ft = 0.3795 i LIP . . n 2 Xm .- 0.5-Spanslab XflJfl . Xm,. 2 I in Given xm :5 Spanslab Xm ~! 0 xm := Maximize(abot, xm ) xmax = 3.8757 ft abotmax abot(xmax) aboLmax = 1.1866 kip in a_bot_max : a_boLmax = 0.7416 check(fabotmax) = "OK" Fc Given xmin :5 Spanslab Xndn ~! Minimize(abot,xn,jfl) Xmin = 42.2965 ft abotmin := abot(xmin) abotmin = 0.0465 kip in a := abot(Ldb1efr099) a = 0.2995 {[at fl JJ abotmin = 0.0465 kip in CY in abot mm a_bot_min t,_bot_min = —0.1224 check(fabotmjfl) = "OK" Total Stress in Bottom Fiber 2 kip 1.5 in F kip in 0.5 F1 kip in- 0 I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Given Xmax ~5 Spanslab Xmax ~! 0 Xmax := Maximize(atop, xmax) xmax = 3.8747 ft atop-max atopmax) atop_max _top_max ia_top_max = 0.1681 PC Given atop-max = 0.269 .2 In check(fa_top_max) = "OK Xmjn <Spanslab Xn ~! 0 xniin := Minimize(a top, x n) Xmin = Oft atop_mm := atop(x n) atop-min = -0.0651 kip in 2 a := atop(Oft) a = -0.0651 i LIP atop-mm nr([t01_min ]J atop-mm = -0.0651 i LIP a_top_min := top-mm a_top_min = 0.1715 CheCk(fa_top_mjn) = "OK" Total Stress in Top Fiber 2 I I I I I I 1 I I I I I I I top( x) kip 1.5 in F kip in 0.5 F kip in 0 -0.5 0 20 40 x ft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd 4/! I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Given Xinax 5 Spanslab Xma)( ~! 0 Xmax := Maximize(abot DL, xm ) Xmax = 3.8757 ft abotmax abot_DL(Xmax) aboLmax = 1.2042 i LIP .2 In abotmax fa_bot_DL_max Fc a_boLDL.max = 0.7526 CheCk(fabotDLmax) = "OK" Given Xmin :5 Spanslab xMi, ~! 0 Xrnin Minimize(abot DL, xmjn) Xinin = 3.8746 ft abotmin := abotDL(xmin) abotmin = 0.0638 kip .2 in a abOtDL(Ldbleff.0.999) 0 = 0.3037 kip 0botn := miJ(ot_n .t Ii 0botmin = 0.0638 2 Cr0 kip in - .2 In _bot_DL_min bot_min + 1 a_bot DL mm = 0.9362 CheCk(fa bot DL n.un) = "OK" kip in DL Stress in Bottom Fiber 2r I I -1 abOtDL(x) 1.5 - kip 2 FC kip 0 20 40 in ft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Given Xmax ~ Spanslab Xmax ~: 0 Xmax := Maximize(cYtop DL' xmax) xmax = 3.8748 ft atop-max atop_DL(xmax) atop-max = 0.2513 2 in a top-max a_top_DL_max a_top_DL_max = 0.157 1 CheCk(fcy_top_DL_max) = "OK" F Given xg.jti ~5 Spanslab xmin ~: 0 xmin := Minimize(atopDL,xmjn) Xmin = Oft atop-mm := atop_DL(xmmn) atop-mm = -0.0651 kip In 2 CF ip ' aEO _DL(Oft) a k = -0.0651 - atop_mm := mi atop_mmn nI a = -0.0651 in .2 in --u top-min a_top_DL_rnmn := + 1 fa_top_rL_min = 1.0651 kip in- DL Stress in lop Fiber 2 1 I -1 I I 1 I I I I. I 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd I I I I I I I I I I I 1' end diaphragm will be used I I I I 1 I I I I I I I 'I 1 I 1 I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Positive Bending Capacity of Prestress Steel jack 2 A' := A's = 23.1111 in f'.0.75 Wslab WsLabnsb Wslab=36ft Pps := Pps = 0.3147% Reinforcement ratio for prestress Wslab dp "I fsu-ps :=fy - 0.5.Pps f'y J = 241.3235 .E Stress in prestress steel fc in 2 f 11 = 3.7972 in Height of whitney stress block for aps O.8SJ'cWsIab ap bending associated with prestress steel, assumes rectangular section Ms A's.fssds[1 - 0.6. rcj Mps = 7001.0598 kipft := Mps Mm := Mm fac Mmax = 5169.4021 kipft Mmax Mp1 1.0 0.7384 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd = 7001.0598 kip-ft check(fps) = "OK" [I 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd I I I I I I I I I I I 1 I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Deflection lip E := 57000 E = 3604.9965 2 J in in I Span, Spanslab ( Spanslab m(x) if x < ,x, x 2 2 2 Spanslab Msey(x)m(x) dx A mid = 0.9175 in EcIthnsb Oft Spanslab Aajlow Aailow = 2.3083 in 240 Amid f := fA = 0.3975 check(fA) = "OK A allow I I I I I I I I I I I I I I I I I I I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Camber xqu&t := 0.25Spanslab "quart = 11.5417 ft Spanslab Xhalf Xhalf = 23.0833 ft 2 "3quart Spanslab - X.quart X3quart 34.625 ft .I l -___ m(x,a) := if[x < a, (Spanslab - a).(x) (Spanslab - a).a (x - a) I!] Spanslab ' Spanslab Spanslab - a Aquart_DL := S 1 J pans dx MDL(x).m(x,U ) Aqua —DL = 0.3096 in Ec•Jb•nsb Oft ha1LDL:= Span, 1 j. MDL(x).m(x, Xha!f) dx 'half—DL 0.4345 in j EcIbnskb Oft 3quart_DL := ' Spanslab 1 . MDL(x).m(x, X3qu) dx 3quart—DL = 0.3096 in Oft quart—PS := S 1 ' pan, Mps(x)m(x,u) dx quart—PS = 0.329 in EclsIg,J,nsb Oft 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd haIf_PS := Spanslab dx I MpS(x).m(x,xhf) ha1f_PS = 0.4419 in Oft A3quartPS := Spans , dx 1 Mps(x)•m(x,x3qu) 3quart_PS =O.329in 0 I DOKKEN Engineering 9665 Chesapeake Drive, Suite 435 I San Diego, CA 92123 I camber_quart quart—DL - Aquart_PS camber_quart = 0.0016 ft I camber—half half—DL - Ahalf_PS camber_ha1f = —0.0006 ft I camber_3quart 3quart_DL - 3quart_PS camber3quart = 0.0016 ft I I 1 I I I 1 1 I I I I i I - 1095 Poinsettia Precast Slabs Date: 10/29/00 By: MS slab.mcd - - - - - - - - - - - - - - - - - - - VisualAnalysis (version 3.50.c) - Poinsettia, Sun Or 6:11:05 2000 Ookken Engineer! At Salveson Condition 1 - Case Feet, Kips, Degrees Bending Moment Z All Members: Max = 9.951 K-ft (M2) Mm = -20.34 K-ft (M3) cJ c'J ci 8 8 0 VisualAnalysis 3.50.c Report 10/29/00 16:11:18 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, 2Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Ms ft K K K-ft Ml Condition 1 - Case 1 0.0000 -1.7225 -8.7250 8.4853 1.0833 -1.7225 -6.7861 0.1202 2.1667 -1.7225 -4.8472 -6.1655 3.2500 -1.7225 -2.9083 -10.37 4.3333 -1.7225 -0.9694 -12.50 5.4167 -1.7225 0.9694 -12.50 6.5000 -1.7225 2.9083 -10.37 7.5833 -1.7225 4.8472 -6.1655 8.6667 -1.7225 6.7861 0.1202 9.7500 -1.7225 8.7250 8.4853 I I 1 U 1 I I 1 I I I I 1 I 1 I I I I I I I I I I I 1 1 I I I 1 I I I I VisualAnalysis 3.50.c Report 10/29/00 16:12:04 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ..oxnpany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, 2Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 Condition 1 - Case 1 0.0000 -7.5207 -1.4146 9.9506 0.9167 -7.6547 -1.2616 8.7228 1.8333 -7.7888 -1.0601 7.6563 2.7500 -7.9229 -0.8099 6.7948 3.6667 -8.0569 -0.5111 6.1822 4.5833 -8.1910 -0.1625 5.8698 5.5000 -8.3251 0.2358 5.9042 " 6.4167 -8.4591 0.6827 6.3224 7.3333 -8.5932 1.1783 7.1682 8.2500 -8.7273 1.7225 8.4853 LI -1- I VisualAnalysis 3.50.c Report ' 10/29/00 16:12:11 Project: Poinsettia ile: P:\1095-Poinsettia\500\560-struc-calcs\560-10\vault\vault.vap ..ompany: Dokken Engineering I Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, 2Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft ' M3 Condition 1 - Case 1 0.0000 -1.4146 -7.5207 9.9506 1.0833 -1.4146 -6.9397 2.1218 $ 2.1667 -1.4146 -6.3588 -5.0839 3.2500 -1.4146 -5.7779 -11.66 1 ,, 4.3333 -1.4146 -5.1969 -17.60 5.4167 -1.4146 5.1969 -17.60 6.5000 -1.4146 5.7779 -11.66 7.5833 -1.4146 6.3588 -5.0839 8.6667 -1.4146 6.9397 2.1218 9.7500 -1.4146 7.5207 9.9506 1 I I I I I I I I I I I -1- - - - - - - - - - - - - - - - - - - - VisualAnalysis (version 3.50.c) - Poinsettia. Sun 0c 16:10:05 2000 Dokken Engineeri itt Saeson Condition I - case - Feet. Kips. Degree; Bending Moment Z All Members: Max = 11.89 K-ft (M2) Mm = -18.39 K-ft (M3) VisualAnalysis 3.50.c Report 10/29/00 16:10:26 Project: Poinsettia .1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial vy Mz ft K K K-ft Ml Condition 1 - case 2 0.0000 -5.6483 -8.7250 10.6494 1.0833 -5.6483 -6.7861 2.2843 2.1667 -5.6483 -4.8472 -4.0014 3.2500 -5.6483 -2.9083 -8.2076 4.3333 -5.6483 -0.9694 -10.33 5.4167 -5.6483 0.9694 -10.33 6.5000 -5.6483 2.9083 -8.2076 7.5833 -5.6483 4.8472 -4.0014 8.6667 -5.6483 6.7861 2.2843 9.7500 -5.6483 8.7250 10.6494 I I I I I I 1 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 VisualAnalysis 3.50.c Report 10/29/00 16:12:37 Project: Poinsettia de: P:\1095-Poinsettia\500\560-struc-calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 Condition 1 - case 2 0.0000 -4.0042 -7.5184 11.8897 1.0833 -4.0042 -6.9375 4.0633 2.1667 -4.0042 -6.3565 -3.1400 3.2500 -4.0042 -5.7756 -9.7096 4.3333 -4.0042 -5.1947 -15.65 5.4167 -4.0042 5.1947 -15.65 6.5000 -4.0042 5.7756 -9.7096 7.5833 -4.0042 6.3565 -3.1400 8.6667 -4.0042 6.9375 4.0633 9.7500 -4.0042 7.5184 11.8897 -1- I I I I I I I VisualAnalysis 3.50.c Report 10/29/00 16:12:30 Project: Poinsettia ile: P:\1095_Poinsettia\500\560_strucca1cs\560-10\vau1t\vau1t.vap ..ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, gFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 Condition 1 - case 2 0.0000 -7.5184 -4.0042 11.8897 0.9167 -7.6525 -3.5054 8.4449 1.8333 -7.7865 -2.8640 5.5189 2.7500 -7.9206 -2.0800 3.2399 3.6667 -8.0547 -1.1533 1.7363 4.5833 -8.1887 -0.0808 1.1599 5.5000 -8.3228 1.1375 1.6472 6.4167 -8.4569 2.4985 3.3056 7.3333 -8.5909 4.0021 6.2636 8.2500 -8.7250 5.6483 10.6494 I I I I I I I I I I I I -1- - - - - - - - - - - - - - - - - - - - VisualAnalysis (version 3.50.c) - Poinsettia. Thu 0'- 14:52:11 2000 Dokken Engineei aft Satveson Condition 2 -case Feet, Kips, Degrees Bending Moment Z All Members: Max = 12.55 K-ft (M4) Mm = -15.30 K-ft (Ml) I I I I I I ii I I I I p I I I I I I I VisualAnalysis 3.50.c Report 10/26/00 14:54:11 Project: Poinsettia 'i1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, *Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 Condition 2 - case 1 0.0000 -10.22 -2.9686 10.9110 0.9167 -10.35 -2.3867 8.4621 1.8333 -10.49 -1.7561 6.5639 2.7500 -10.62 -1.0769 5.2600 3.6667 -10.76 -0.3491 4.5943 4.5833 -10.89 0.4284 4.6270 5.5000 -11.02 1.2557 5.4046 6.4167 -11.16 2.1317 6.9554 7.3333 -11.29 3.0562 9.3230 8.2500 -11.43 4.0294 12.5513 -1- I VisualAnalysis 3.50.c Report 10/26/00 14:54:16 I Project: Poinsettia i1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering I Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Member Internal Forces Ms Member Load Case Offset Axial Vy ft K K K-ft M3 Condition 2 - case 1 0.0000 2.9686 -10.22 10.9110 l 1.0833 -2.9686 -7.9483 1.1134 2.1667 -2.9686 -5.6773 -6.2487 3.2500 -2.9686 -3.4064 -11.18 4.3333 -2.9686 -1.1355 -13.67 5.4167 -2.9686 1.1355 -13.67 6.5000 -2.9686 3.4064 -11.18 7.5833 -2.9686 5.6773 -6.2487 8.6667 9.7500 -2.9686 -2.9686 7.9483 10.2192 1.1134 109110 I I I 1 I I I I I I I ii - I I I 1 I I, 1 I I I 1 1 I I I I I I I I VisualAnalysis 3.50.c Report 10/26/00 14:54:27 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560struc_calcs\560-10\vau1t\vau1t.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml Condition 2 - case 1 0.0000 -4.0294 -11.43 12.5513 1.0833 -4.0294 -8.8867 1.5968 2.1667 -4.0294 -6.3477 -6.6345 3.2500 -4.0294 -3.8086 -12.14 4.3333 -4.0294 -1.2695 -14.93 5.4167 -4.0294 1.2695 -14.93 6.5000 -4.0294 3.8086 -12.14 7.5833 -4.0294 6.3477 -6.6345 8.6667 -4.0294 8.8867 1.5968 9.7500 -4.0294 11.4258 12.5513 -1- - - - -' - - - - - - - - - - - - - - - VisualAnalysis (version 3.50.c) - Poinsettia. Thu Or 14:52:20 2000 Dokken Engineer all Salveson condition 2 - case Feet, Kips, Degrees Bending Moment Z All Members: Max = 17.83 K-ft (Ml) Mm = -10.02 K-ft (Ml) RAI 0 0 I 1 1 I I I I I I 1 I I I 1 I I I I I VisualAnalysis 3.50.c Report 10/26/00 14:54:44 Project: Poinsettia 'i].e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vau1t.vap ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M4 condition 2 - case 2 0.0000 -10.22 -10.33 15.9228 0.9167 -10.35 -8.3867 7.3650 1.8333 -10.49 -6.2854 0.6420 2.7500 -10.62 -4.0218 -4.1000 3.6667 -10.76 -1.5959 -6.7151 4.5833 -10.89 0.9960 -7.0022 5.5000 -11.02 3.7539 -4.8061 6.4167 -11.16 6.6740 -0.0328 7.3333 -11.29 9.7564 7.4640 82500 -11.43 13.0011 17.8301 -1- I I 1 I I I I I I I 1 I I I I 1 I 1 I VisualAnalysis 3.50.c Report 10/26/00 14:54:50 Project: Poinsettia 'ile: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap .ompany: Dokken Engineering Engineer: Matt Salveson Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft M3 condition 2 - case 2 0.0000 -10.33 -10.22 15.9228 1.0833 -10.33 -7.9483 6.1251 2.1667 -10.33 -5.6773 -1.2369 3.2500 -10.33 -3.4064 -6.1635 4.3333 -10.33 -1.1355 -8.6544 5.4167 -10.33 1.1355 -8.6544 6.5000 -10.33 3.4064 -6.1635 7.5833 -10.33 5.6773 -1.2369 8.6667 -10.33 7.9483 6.1251 9.7500 -10.33 10.2192 15.9228 I VisualAnalysis 3.50.c Report 10/26/00 14:55:01 I Project: Poinsettia 'i1e: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vault.vap ompany: Dokken Engineering Engineer: Matt Salveson I Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Member Internal Forces Mz Member Load Case Offset Axial Vy ft K K K-ft Ml condition 2 - case 2 0.0000 -13.00 -11.43 17.8301 I 1.0833 -13.00 -8.8867 6.8756 2.1667 -13.00 -6.3477 -1.3557 3.2500 -13.00 -3.8086 -6.8639 4.3333 -13.00 -1.2695 -9.6489 1 5.4167 -13.00 1.2695 -9.6489 6.5000 -13.00 3.8086 -6.8639 7.5833 -13.00 6.3477 -1.3557 8.6667 9.7500 -13.00 -13.00 8.8867 11.4258 6.8756 178301 I I I . I I I I I 1 I 1 I I I I I 1 I 1 I 1 I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Utility Vault Parameters Maximum loads are from Visual Analysis VwaI1m := 13 Mwall := 17.8 ft - ft Vroof.rrn. := 10.2 Mroof..pn := 15.9 kip-ft ft ft Vfloor ,pp := 11.4'Lp Mfloormax : 17.8 ft ft Mwailmin .= -7 kipft ft Mroof min := ft ft Mfloormin .= -14.9 kip-ft ---- f, := 60ksi := 3250psi := By: MS I 1095 Poinsettia Utility Vault Date: 10/29/00 I vault.mcd I I I I I I I 1 I I I I 1 I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Moment & Shear Capacities Roof d:=9in-21n- .75in----- d=6.6251n 2 060in2 2 A:= A=0.8- 9in ft ( Açfy kip-ft 4)Mn 0.9fAs (d - .59 J 4M = 21.235846 Mroof max froof_pos roof_pos = 0.748734 check(frnof_s) = "OK" Wn d':= 9in - 2in - .875 in d'= 6.5625 in 2 A'5 f'\ d 59 I 4M'n =2l.OlO846 := 0.9.f.A'sf '_. f ) ft Mroof min froof_neg roof_neg = 0.837663 check(froof_neg) = "OK" Wn := 0.853.0FIbf dshear 4)vc = 15.700216 ft n Vroof,pn shear-roof — fshear-roof = 0.649673 check(fshe roof) = "OK" 4,vc I 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd A'S .- 0.60in2 .2 A'5 = 0.8w- ft V,( d = 6.625 in I I I I 1 I I I I 1 I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Floor d := 9in - 2in - 2 A := 0.60in2 91n 0.9.f.A.[d - .59.-_kip* ft J = 21.235846 ft ffl Mfloorm oor..pos f1oor_pos = 0.838205 check(f r_s) = "OK" OMn d':= 9in - 2in - .875in d'= 6.5625 in 2 O.60in 9 in .2 = 0.8 in - ft OM'n:=0.9JY A'sfd'-.59- ~fyr J ft M'n = 21.010846kipft Mroof min fnoor_neg Wn ffloor-n,g = 0.837663 check(fn rneg) = "OK" lbf kip 4V := 0.853.0 Fin dshear 4Vc 15.7oo216 2 ft Vfloor-max 'shear_floor shear_floor = 0.726 105 check(fshe floor) = "OK" 'tvc I 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd d =6.625in I I I I 1 I I I I 1 I I I I I I I 1 I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Wall d := 9in - 2in - .75in - 2 0.60in2 91n ( Asfy fc "\ kip-ft O.9fyAsjd - .S9_J 4Mn = 2 1.235846 ft Mwaii max = 0.838205 check(fwaji s) = "OK" OMn d':= 9in - 2in - .875in d'= 6.5625 in 2 0.31in A's = 0.413333 in 2 91n ft ( '\ *M'n: 0.9.fA'.d'- r A'fy J M'= 11.5O8416 kip-ft _i Mwaii mm waii_neg := = 0.608251 check(fwaii_neg) = "OK" 4V := o.853.ojf'ci?Ldshear Ovc = 15.700216 in V4l01 mar shear-wall - shear-wall = 0.828014 check(fshe wall) = "OK" vc By: MS Utility Vault I 1095 Poinsettia Date: 10/29/00 I vau It. mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Distribution Reinforcement (BIDS 3.24. 10) I I I I I 'I I I I I I I S := lOft 100% pd:= ft F. ((50% Pd mink Pd 0.44 in 2 As djst : Pd Pd = 31.622777% Pd = 31.622777% .2 Asdist = 0.18552 in ft check(fthst) = "OK" Try #4 © 18" 0.20in 2 .2 I2in ft dIst Asst dit = 0.927601 Ad I I I I I I I 1095 Poinsettia By: MS I Utility-Vault Date: 10/29/00 vault.mcd I I I I I I I 1 I 1 I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Pipe Support Lpipe := 5ft Kpipe : 1.0 E:= 29000kSi 3" schedule 80 pipe A := 3.02in2 I := 3.89in4 r := 1.13in Fy := 36ksi lbf DL := 13.6 18.5ft PDL = 0.2516 kip ft lbf PLL:= 22--18.5ft PLL=0.407kip ft factor 12DL + 16LL Pfato, = 0.95312 kip Capacity per AISC LRFD Chapter E Kpipe Lpipe F •I — X=0.595491 r.ic E A < 1.5 Fcr := 0.658AFy Fcr = 31.034423 ksi 1factor fa := fa =315.6O2649psi A fa faxial := 'cr0.85 = 0.011964 check(fjaj) = "OK" 1095 Poinsettia Utility Vault By: MS Date: 10/29/00 vault.mcd 7/2- I I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 Pipe Hangers Parameters TS 2x2x1/4 At := 1.59in2 I := .766in4 S1 := .766in3 TS 2.5x2.5x.25 A2:= 2.09in2 12:= 1.69in4 S2:= 1.351n3 F y := 46ksi ASTM A-500 Grade B Wpipe Ibf lbf := 42— + 36..!— ft ft pipe := 2 I I I I 1095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 I hanger.mcd Dokken Engineering 9665 Chesapeake Drive, Suite 435J San Diego, CA 92123 Type A Pipe Hanger spacingma,:= 18ft Lhanger := 3ft + 2in Ptot := spacingm .copipe Ptot = 1.405 8 kip Lt := 3ft + 2in a := (3ft + 2in - 14in) a = 2 f b := 3ft + 2in - a b = 1.166667 ft I I I I p I I I I 1 I I I I I I I I I Mts := Ptot a Mts = 1.4058 kip. ft 2 = 30.36 ksi := - = 22.022977 ksi Si fb bending bending = 0.725394 check(fbending) = "OK" Fb Check Welds Fillet Lweld := 2/2.(2in)2 Lweld = 5.656854 in Assume 60 ksi electrodes R:= 3.I8- kip in tot kip f=0.248513— Lweld in "tot Mweld := • (a 2 b + a•b ) Mweld = 1.035853 kip-ft Lhanger 2 Mweld2 ki fh:= fh=2.197375E Lwetd2ifl in I 1095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 I hanger.mcd I I I I I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 ftot := fh + fv ftot = 2.445888— kip In ftot weld - weld = 0.769 147 check(fweld) = "OK" Fillet weld can hold all loads Type B Pipe Hanger Mm :r Pt0t•2ft Mmax S2 bend - Fb Anchor Bolts 'bolts 3 bolt bolt = 0.9372 kip bolts Per BOA Chapter 5, Table B.1 max := 7.8kip bolt := - bolt bolt = 0.120154 check(fiit) = "OK" max I 1095 Poinsettia Pipe Hangers By: MS Date: 10/29/00 I hanger.mcd Mmax = 2.8116 kip-ft fb = 24.992 ksi bend = 0.823 188 check(find) = "OK" I I I I I I I I I I I I I I I I I I I Dokken Engineering 9665 Chesapeake Drive, Suite 435 San Diego, CA 92123 VdoweI2 Fdowel := Sdowel 0tot dowel := dowel I 1095 Poinsettia Pipe Hangers By: MS . Date: 10/29/00 I hanger.mcd Fdowel = 8-2 kip ft dowel = 0.122462 check(fdowel) = "OK" (4-'i Check Concrete Median Amedi := 81n0.5•(4ft + 3.33ft) + (3.33ft)6in := l5Opcf Wmedjan := (0cAmedian (0median = 0.61625 kip ft Wtot := (wmedian + LIP Wtot = 1.004185— ft #5 D&B Dowel Sdowel := 24in Vdowel := 8.2kip Per BDA Chapter 5 M DOKKEN C N 0 I N C £ P I N 0 MARGINAL ESTIMATE DE Forms (Rev 10/97) CHARGE JEXPENDMME AUTHORIZATION PROJECT NUMBER DESIGN SECTION LOCATION Poinsettia Lane Overhead Widening DIsr1uCT COUNTY IROUTE PM TYPE San Diero CODE CONTRACT ITEM UNIT QTY USE PRICE AMOUNT Bridge Removal (Portion) CY 124 124 $10.00 $1,240.00 Structure Concrete, Bridge CY 251 251 $360.00 $87,850.00 Structure Concrete, Bridge Footing CY 118 118 $240.00 $28,320.00 Bar Reinforcing Steel, Bridge LB 59,625 59,625 $0.57 $33,986.25 Joint Seal (MReI/2) LF 78 78 $20.00 $1,560.00 Drill & Bond Dowel LF 288 288 $9.50 $2,736.00 Furnish Steel Piling (HP10x57) LF 1 2,242 2,242 $11.00 $24,662.00 Drive Steel Piling (HP10x57) EA 68 68 $1,200.00 $81,600.00 Furnish Precast Slabs EA 27 27 $2,000.00 $54,000.00 Erect Precast Slabs EA 27 27 $760.00 $20,250.00 Structure Excavation, Bridge CY 430 430 $30.00 $12,900.00 Structure Backfill, Bridge CY 227 227 $35.00 $7,945.00 Structure Concrete, Approach Slab (Type N) CY 87 87 $575.00 $50,025.00 Concrete Barrier (Type 26) LF 195 195 $65.00 $12,675.00 Chain Link Railing (Type 3L) 12 195 195 $35.00 $6,825.00 Slope Paving CY 6 6 $350.00 $2,100.00 Drill & Bond Dowel (Epoxy Cartridge) EA 164 164 $25.00 $4,100.00 RECEIVED IN ESTIMATE SECTION DATE SUBTOTAL MOBILIZATION ... 5% $22,110.49 QUANTITIES BY GW DATE 10/3112000 SUBTOTAL. CONTRACT ITEMS $442,209.74 CHECKED MB DATE 10/3112000 SUPPLEMENTAL WORK REVISED BY DATE CONTINGENCIES 5% $22,110.49 MARGINAL BY DATE TOTAL $464,320 COST INDEX FOR BUDGET PURPOSES - SAY 9485.000 By: MS consLesLbndge.xls Date: 10/31/2000 I I I I I I I I I I I I I I I I I I I I I R§DOKKEN E N G I N E £ R I N G 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 REOVkL ly I 0 Co c- I I I I I 4 / I a ç a \j (be7Njrr-) - [-~f ~-8, ~?=T3~ \I(ATJT-) = [(1,, 6' K •. 1) ( - .' ) I X Z Alew—, rec) =tta- ~sz- ~— =[L' 3'+'0)J+Cz'x4 (Li ')} '2- i-!1 A-4Jr. Li \/ o / x : a'K q.Fro( = z'xo'7l. JOB I I SUBJECT I DATE s/s/ool I JOB NO. )Gç5 I BY SHEET - I of CHECK- 11 I I El I I I EDOKKEN £ N 6 I N E E R I N 6 3914 MURPHY CANYON ROAD, SUITE A-153- SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 T 4- e wr -- . o '' + Z3Q- FT' - c-ov r(? 2S = Z'G1 < LH z . Z-as -A- 0 (1 a .0 f )] Lk - Z MaVt FT T ----- ) JOB I SUBJECT I DATE / JOB NO. BY 4 SHEET CHECK _.f_ I I I I---- - ' 1.0 A- 4' JOB SUBJECT I DATE I JOB NO. k I 5/o Oc: , BY SHEET I Lf CHECK of I I I I I I I I I I I I I I 9 DOKKEN ENGINEER! NC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 &4..C) - € L1L0 I IS ---rEc 'cE -i Vft&.4( t4 I - I— (tJ-1.4 •€jr: / z6) A=43*3.5) - z1&', 3\.9 5 12- rr L) 2o is 3t. TRd12 -tGir $:'f E-j -= .2.3'5' -=- / / DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Br Z t'T 3 A (z.iW, .) + (i _,-. -,) +- -,5 - Ii I I I I 1 I I I I I 1 1 I I I I I 1 V = JOB SUBJECT -rr --- DATE1 / JOB NO. 5t2Lpo o5 BY AI< SHEET aoFL CHECK of I I I I I 1 I I I I I I I I I I I 1 DO K K E N CI NE ER I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I I I I I I 1 I I I I I I I I 1 I I 9 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860€ 'NA NJ 1- oz J ______ 4 - f 23. ?-o' I'- 4- z.o) 7-0 rAlP-<?A4'lA) I FT Fr3 \/ 34 • .O + - -i— +- LAI cf + 4. 0 c( JOB SUBJECT SUBJECT DATE Z(.../oo ,, JOB NO. __ 5/ '5flZuc_T.)E Wr _ - BY SHEET CHECK of A *- A-OIci -' 9 DOKKEN ENGINEERING u.n. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 U L) ;a /N-(-- c:' :T- Cc'crn I I I I I 1 I I I I I I 1 I I I I A3Lrr. )L 31. V .O . K 3 . V Z.23f.-3 )c tO ' 1&t3.Z6 ii—• = . K FOO61,s = ______ Li oc- A- T' =,---Y JOB I J08 . I SUBJECT I DATE I JOB NO. T11 BY SHEET CHE CK 1L-----1 - - - - - - - - - - - - - - - - - - - Bar Summary BAR REINFORCING SUMMARY STRUCTURE: Poinsettia Lane OH BRIDGE NO: CALC. BY: Geoff Warrick 01ST. 11 CO. SD RTE. P.M. JOB NO. 1095 CHECK BY: BAR SIZE SUPERSTRUCTURE SUBSTRUCTURE RETAINING WALL ESTIMATE CHECK ESTIMATE CHECK ESTIMATE CHECK ESTIMATE CHECK #3 #4 709 1086 #5 621 14638 #6 4146 #7 8679 5253 #8 18286 #9 2612 #10 1212 #11 1212 #14 #18 INT DIAPH RAIL WALL HINGE SIR APPROACH SUBTOTAL 10009 0 48445 ol ol ol 58454 0 2% SPLICES 200 0 969 0 01 01 1169 0 TOTAL= 10209 0 49414 ol ol ol 596231 0 DATE: 9/159/00 Page 1 - - - - - - - - - - - - - - - - - - - At 1 BAR REINFORCING STEEL A6u1tht L STRUCTURE: Ponsettla Lane OH (Widening) BRIDGE No. CALC. 01ST. 11 CO. SD ATE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X S No. of bars Length Total Length - Each Size Item [—No.3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 5 Stem vertical bars #4 @ 18" 4 22 10.88 239.4 8 Stem transverse #4 @ 18" 4 8 30.83 246.6 9 Backwall transverse #4 total 4 4 4 30.83 123.3 10 Backwall hook #4 Co) 12" 4 32 3.13 100.2 1 Footing longitudinal #5 Co) 12" 5 32 6.17 197.4 2 Footing longitudinal #5 @ 12" 5 32 6.17 197.4 6 Stem longitudinal #5 @ 12" 5 32 4.25 136.0 3 Footing transverse #6 total 14 6 14 30.83 431.6 4 Stem vertical #9 @ 12" 9 32 12.00 384.0 7 Stem transverse #11 total 4 11 4 30.83 123.3 O Backwall Verticals #8 @ 12" 8 32 2.5 80.0 Total Length: 0 709 531 432 0 80 384 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 474 554 648 0 214 1306 date:9/15/00 0 4.303 0 123 5.313 655 0 7.650 0 0 13.600 0 Total Steel Weight: 3850 pounds - - - - - - - - - - - - - - - - - - - AL' 4 BAR REINFORCING STEEL Abutment 4 STRUCTURE: Ponsettla Lane OH (Widening) BRIDGE No. CALC. DIST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - F X - Item Size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 5 Stem vertical bars #4 @ 18" 4 22 10.88 239.4 8 Stem transverse #4 @ 18" 4 8 30.83 246.6 9 Backwall transverse #4 total 4 4 4 30.83 123.3 10 Backwall hook #4 @ 12" 4 32 3.13 100.2 1 Footing longitudinal #5 @ 12" 5 32 6.17 197.4 2 Footing longitudinal #5 @ 12" 5 32 6.17 197.4 6 Stem longitudinal #5 @ 12" 5 32 4.25 136.0 3 Footing transverse #6 total 14 6 14 30.83 431.6 4 Stem vertical #9 @ 12" 9 32 12.00 384.0 7 Stem transverse #11 total 4 11 4 30.83 123.3 O Backwall Vertical #8 @ 12" 8 32 2.5 80.0 Total Length: 0 709 531 432 0 80 384 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 474 554 648 0 214 1306 date:9/15100 ITotal 0 4.303 0 123 5.313 655 0 7.650 0 0 13.600 0 Steel Weight: 3850 pounds - - - - - - - - - - - - - - - - - - - Winr II 1 BAR REINFORCING STEEL wing wall 1 STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. DIST. 11 CO. SD ATE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X — Item SIZE No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 8 Footing Brace #4 total 2 4 2 3.58 7.2 9 Shear key longitudinal #4 total 2 4 2 7.691 15.4 3 Bottom longitudinal #5 total 2 5 2 28.84 57.7 4 Wall vertical #5 total 5 5 5 10.51 52.6 5 1 Vertical stirrups #5 @ 18" 5 17 5.50 93.5 7 Footing hook #5 total 2 5 2 1.96 3.9 1 Exterior lace long. #6 @ 9" 6 5 27.25 136.3 2 Exterior face long. #6 © 9" 6 5 18.195 91.0 2 Interior face long. #7 @ 6" 7 6 27.25 163.5 2 Interior face long. #7 © 6" 7 6 18.20 109.2 6 Top longitudinal #7 total 2 11 2 24.63 49.3 Total Length: 0 23 208 227 273 01--_07 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 15 217 341 557 0 0 date:9/15/00 ITotal 0 4.303 0 49 5.313 262 0 7.650 0 0 13.600 0 Steel Weight: 1392 pounds - - - - - - - - - - - - - - - - - - - Winr 'II 4 BAR REINFORCING STEEL Wingwall 4 STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. 01ST. 11 CO. SD ATE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - F X - Item Size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 8 Footing Brace #4 total 2 4 2 3.58 7.2 9 Shear key longitudinal #4 total 2 4 2 7.69 15.4 3 Bottom longitudinal #5 total 2 5 2 28.84 57.7 4 Wall vertical #5 total 5 5 5 10.51 52.6 5 Vertical stirrups #5 @ 18" 5 17 5.501, 93.5 7 Footing hook #5 total 2 5 2 1.96 3.9 1 Exterior face long. #6 @ 9" 6 5 27.25 136.3 2 Exterior face long. #6 @9" 6 5 18.195 91.0 2 Interior face long. #7 Co) 6" 7 6 27.25 163.5 2 Interior face long. #7 @ 6" 7 6 18.20 109.2 6 Top longitudinal #11 total 2 11 2 24.63 49.3 Total Length: 0 23 208 227 273 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 151 2171 341 5571 0 0 date:9/15100 0 4.303 01 49 5.313 262 0 7.650 0 0 13.600 0 Total Steel Weight: 1392 pounds - - - - - - - - - -. - - - - - - - - - Br " BAR REINFORCING STEEL Bent2 STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. 01ST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X - Item Size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 r Slab 10 dowel clips #4 total 216 4 36 2.26 81.4 4 Footing hairpins #5 tot 8 @ 12" 5 304 3.08 936.3 6 Bent horizontal #5 @ 67 12 5 64 35.23 2254.7 7 Horizontal hairpins #5 @ 6"/ 12" 5 1212 2.25 2727.0 8 Bent cap trans. brace #5 @ 12" 5 36 10.00 360.0 1 Footing top transverse #6 @ 6" 6 76 9.50 722.0 2 Footing bottom trans. #7 @ 6" 7 76 9.5 722.0 3 Ftg. Long. Top & bot #8 total 20 8 20 37.23 744.6 5 Bent vertical #8 @ 12" 8 76 32.31 2455.6 11 Slab dowels #8 total 1/unit 8 54 2.67 144.2 9 Bent cap long. #10 total 4 10 4 35.23 140.9 Total Length: 0 81 6278 722 722 3344 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 54 6548 1084 1476 8929 0 date:9115100 141 4.303 606 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight: 18698 pounds - - - - - - - - - - - - - - - - - - - Be•3 BAR REINFORCING STEEL - .T T Eenii STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. DIST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X - Item size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 10 Slab dowel clips #4 total 216 4 36 2.26 81.4 4 Footing hairpins #5 tot 8 @ 12" 5 304 3.08 936.3 6 Bent horizontal #5 Co-) 6"/ 12" 5 64 35.23 2254.7 7 Horizontal hairpins #5 @ 67 12" 5 1212 2.25 2727.0 8 Bent cap trans. brace #5 @ 12" 5 36 10.00 360.0 1 Footing top transverse #6 @ 6" 6 76 9.50 722.0 2 Footing bottom trans. #7 @ 6" 7 76 9.5 722.0 3 Ftg. Long. Top & bot #8 total 20 8 20 37.23 744.6 5 Bent vertical #8 @ 12" 8 76 32.31 2455.6 11 Slab dowels #8 total 1/unit 8 54 2.67 144.2 9 Bent cap long. #10 total 4 10 4 35.23 140.9 - Total Length: 0 81 6278 722 722 3344 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 01 541 65481 1084 1476 8929 0 date:9/15/00 141 4.303 6061 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight: 18698 pounds - - - - - - - - - - - - - - - - - - - Mr i BAR REINFORCING STEEL MedIan STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. --.-- - CALC. 01ST. 11 CO. SD ATE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - F X — Item size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 3 Approach transverse #4 @ 24" 4 60 1.92 115.2 4 Approach transverse #4 @ 24" 4 30 2.00 1 60.0 5 Approach longitudinal #4 total 5 4 10 30.00 300.0 1 Transverse #7 @ 12" 7 202 9.02 1822.0 2 Longitudinal #7 total 12 7 12 202.00 2424.0 - Total Length: 0 475 0 0 4246 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 317 0 0 8679 01 1 0 date:9/15/00 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight: 8996 pounds - - - - - - - - - - - - - - - - - - - Curt Wall BAR REINFORCING STEEL Curtain Wall STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. 01ST. 11 CO. SD RIE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X - Item Size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 Drape bar #4 total 1 4 2 15.00 30.0 3 Wall longitudinal #4 total 2 4 2 139.181 278.4 5 Footing longitudinal #4 total 2 4 4 3.00 12.0 6 Footing transverse #4 total 3 @ 12" 4 12 0.67 8.0 8 Wall vertical #4 @24" 4 24 1.50 36.0 8 Wall vertical #4 @ 24" 4 48 4.63 222.2 2 Drape bar (cont.) #5 total 1 5 1 150.00 150.0 4 Wall hooks #5 @36 5 94 1.80 169.2 7 Wall vertical #5 total 2 5 4 33.04 132.2 Total Length: 0 587 451 01 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 01 392 471 01 0 0 01 date:9/15/00 ITotal 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 Steel Weight: 863 pounds - - mm - - - - - MI" - - MIMI - w - - - Drill I nd BAR REINFORCING STEEL Drill Alf' Bond Dowel STRUCTURE: Ponsettia Lane OH (Widening) BRIDGE No. CALC. 01ST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK - X - Item Size No. of bars Length Total Length - Each Size No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 6 Median dowels #5 Co) 24" 5 72 2.00 144.0 1 Abut. dowels #7 @ 18" 7 42 3.42 143.6 2 Bent dowels #7 @ 18" 7 72 3.42 246.2 3 Bent ftg. Dowels #7 @ 12" 7 40 3.42 136.8 4 Bent ftg. dowels #7 @ 12" 7 4 2.25 9.0 5 Bent cap dowels #7 @ 12" 7 20 2.25 45.0 0 144 0 581 0 0 Total Length: 10.668 Wt. Per Foot: 0 1.043 1.502 2.044 2.670 3.400 Wt.PerSize: 01 150 0 1187 0 0 date:9/15/00 ITotal 0 4.303 01 0 5.313 0 0 7.650 01 0 13.600 0 Steel Weight: 1337 pounds DATE JOB NO. g,4/oo to95 BY SHEET CHECK of A-T t4 DOKKEN 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 E N G I N E E N I N G PHONE (619) 514-8377 • FAX (619) 514-8608 3A-2 AJT. tz ) #5 € ta" r x () ccrS € IZ.!' z z BA424. )< (,.I-' fEAt- 30.S2,' So I 5) 2 )( I Z- L4 k~i . s. Lt. Z5 L°' 30. t T 303 ( ffH Q- ie" if To Z. JOB SUBJECT rr' at L} - c',- 13A (vtr't) LA -3- *e. 'S 30 .S3 o. •- L.:t-!'. 'L -€ 3Z. fSk x 3.t21 - 9 DOKKEN ENGINEERING N.-dIkk .... £ .....1.1.,.. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 3) tzkqr. 'c 28 ,e ' *65 Ti 2. 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I \ BY SHEET I CHECK (t4) IcO 01 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 N 6 ?-/ c c-z-rz (rc'ps IV) I 0o0I M ) - C'a> N c-rE U I, I I I .1 I I I I I I I I I I I I I I &6?H A, LT -C M-R .o F1t 10 I( JOI 1 )'. Q9b//3 1 61 Rb. 3 T4 JOB SUBJECT DATE JOB NO. /i/cc4 \O1 I BY I SHEET ' I CHECK of I I- I I I I I I I I I I I I I I I 1 I RMDOKKEN E N 3 I N E E R I N 3 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377. FAX (619)514-8608 i -- L) C; -% ?s-,A-'/Ai (14 - = c.ss' k'I . € /-rr ll = 3')l-a.l'')— , - - . - -C, 3 S Ar- z .oef&zoa') *- (ji.') (ti. oz') /Lt) 9 V 7- JOB SUBJECT DATE JOB NO. I? 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BY I SHEET Y-4 De~N I CHECK I O - - - - I I I I I I I- I I I I I I I I I U 1 I ff -1 L I •' z'-" I'-O SJI-4AII IPcLL A-&uT. A-io-r. L4 \/ 14( F(V) 4— RMDOKKEN £ N G I N £ E R I N G 3914 MURPHY CANYON ROAD, SUITE A-153 - SAN DIEGO, CA 92123 PHONE (619) 514-8377. FAX (619) 514-8608 I I I I 'I I I I I I I I I I I I I I JOB t I SUBJECT I BY DATE I I I e/)QÀ Is I CHECK JOB NO. ) o S SHEET of JOB ?c5Tfl - LA-i4(. 444 II EDOKKEN N G I N E E R I N 6 3914 MURPHY CANYON ROAD, SUITE A-153 - SAN DIEGO, CA 92123 PHONE (619) 514-8377. FAX (619)514-8608 L (.-r i-r- •:- , 9L.I. L4 1 (O B - 4 I O B pr - cr wr •z. A. 1— &.tO'x I c> a..a i.1a-w =-3 13 e - 3 A 3 - (.o' ç t-E:) +- 'I - .4 -..00 r V3 \ 7QC:—k. I3A1Fc = 1.4 s -i-5 4 4-148 - c1.58. '-( 4- SUBJECT DATE JOB NO. /Iv/o1 of BY SKEET c1 ') CHECK of - - - JOB rcA- L4NE- -k SUBJECT NE- i-2 L-IN ArLl4 (.: I JOB NO. OPzIlloo BY SHEET CHECK ot 1 I I I I I I I I I I I I I I I I I I I DOKKEN EN G lEERING I.,.,,. 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 4C-rE- ' , c' a L.EMA-rH = 14--' - 2Y2-11 t VJ LNTH - = Ma.2( - 2(.c7) DOKKEN ENGINEERING 5.00t 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 L-2?'' FA- yi A-&T. I ' R '°' i-i FA-V I N,~ = 3Z,15"I L 30ISFç - V Fl-K 0z -5-3 r3I Vr~:' -,A-L- - 5-, q C-y -SAy L~ JOB NO. SUBJECT DATE CHECK of I I I I I I I I I I I I I I I I I I JOB I I DOKKEN. E.NGI NEERNG POINSETTIA LANE OVERHEAD WIDENING DESIGN CHECK CALCULATIONS City Project No. 3551 Dokken Project No. 1095 7ESSiO\ W Geoffrey C. Warrick H No z' C60928 Exp. 12/31/00 OF C JoAiLocl> DATE 9665 Chesapeake Drive, Ste. 435, San Diego, CA 92123 Phone (858) 514-8377 • Fax (858) 514-8608 INDEX TO STRUCTURAL CHECK CALCULATIONS POINSETTIA LANE OVERHEAD WIDENING CITY PROJECT No. 3551 DOKKEN PROJECT No. 1095. DESCRIPTION PAGE PROJECT DESCRIPTION SUPERSTRUCTURE BDSInput .................................................................................................................. SS001 BDS..........................................................................................................................SS-004 PIERS PierWalls .............................................................. ............................. .......................... 1-'-(JOl COLXInput.................................................................................................................P-006 COLXR........................................................................................................................P-009 YieldInput ...................................................................................................................P014 Yield............................................................................................................................P022 ABUTMENT LayoutCheck .............................................................................................................. A001 AbutmentInput ...........................................................................................................A004 ABUD........................................................................................................................... A-01O J'\ BEARING PADS Calculations..............................................................................................................BP-OOl I FOOTING FootInput.....................................................................................................................F001 FOOT...........................................................................................................................F-005 SEISMIC I .....Seismic Seismic Input ................................................................................................................S001 ............................................................................... Design Criteria (ARS Curves).......................................................................S-008 SEISAB 1 VAULT Utility Expansion Vault ................................................................................................ V001 I UTILITY PIPE & HANGERS Utilities Pipes & Hangers .................................. . ......................................................... U-OOl 1 QUANTITIES I I I 1' . I I I I I 4 I calc_ind.doc i POINSETTIA LANE OVERHEAD WIDENING PROJECT DESCRIPTION /1 THREE SPAN STRUCTURE (WIDENING) 142 FEET IN LENGTH CROSSING NCTD RAILWAYS AT POINSETTIA LANE IN CARLSBAD PRECAST I PRESTRESSED CONCRETE SLAB SEAT TYPE ABUTMENTS PILE FOUNDATION, STEEL H-PILES 31'-4" WIDENING OF EXISTING 44'-8" WIDE STRUCTURE PIER WALL EXTENTIONS MINIMUM VERTICAL CLEARANCE OVER RAILWAY = 23'-0" MATCH EXISTING SKEW AT 7.41 DEGREES TYPE 26 BARRIER W/ CHAIN LINK RAILING 2" AC OVERLAY OF BRIDGE DECK CONCRETE EXPANSION VAULTS AT APPROACHES D 0 K K E N 9665 Chesapeake Drive • Suite 453 • San Diego, CA 92123 E N G I N E E R I N G Phone (619) 514-8377 • Fax (619) 514-8608 www.dokkenengineering.com DOKKEN ENGINEERING www.dflksfl. iI •. rloq.oam 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 7G tNPUT— I, I I I, I 1 *- i- c7F- UNJ V- ' — P-r4 t) 3) p&PrH t.7- Lfr2 6) 22 2 Rj lia u é AL L - a-.)%Nl Cf4 N K — ( LI — ---- z il - JOB SUBJECT DATE / / JOB NO. Flo -T— BY SHEET CHECK of DOKKEN ENGINEERING w.dk . g.00 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 UT-(L- (7-- z g" VA-TR L S (c w/ 24J (Z IT 7) — — - T) '/( )€ Fr)] a ScD - A- Lk 'G , A13 p= '-j 1--- rz - f) ( I JOB SUBJECT DATE I JOB NO. ?c'N6STfli'c L-' IS INPL7T BY I SHEET WIP(i _Ifs-a CHECK 1of 3;_ ,6rPf'L -i-a' SrCr\ LA- 1a A-c-ri C) 4 _ 5L+fL - I I I 1 1' I I I I I I I DOKKEN ENGINEERING 6) 5c-fl a r' S 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 A- LeS 4 if rr -rr . Lk 9 Fr '-1 I5 - 0.0 Fo _+-PL- Nc—'( JOB ib ,- AJ N(N SUBJECT IN FL) Y DATE JOB NO. o//bO )cS BY SHEET (/ -- CHECK of OW -. .- - _, Cup _p . - RARE RARE 080888 RElISH 88*HOSHH#0 OOREH# OHmHHORE 9880851)1) RH*8H8808H85 8888 081)8 *1(85 01(1(8 8808 5*1(l) 1(1(1(8 8888 8808 ((1(85 0588H 58S8R 1)588 ((((0* 050581)5 8*11801(0 8888 ((((HI) 081108H9 1)1)811 8*88 5*88 ((((88 ((8888 ((((((II 01(80 0#46#0 0 4M 1)118* 9898 H 0*88899 8500881)588 HORAHO ((PORE 8IlH0 *8*8501(898 9N0008110 500*111(11 #088(18 1(8811 #05008 #0*0111(50 89800008 1)0801(50808 #8H000#OH ((08* #81111 1(1188 0008 800* 0889 RARE 4 08111)8 8809 #1(80888 #001(88 81108 800* ((0* 11110* 01111* 01(00011(10 8HO0#II8 ((((8(181(0* 888858 8090011 8001)88 HLOAD.doc .1- Code V/D 8 Z Y Area IRe B 0Itor6 Store 1 0.0 26 1.75 0.00 2.00 0.88 4.88 1.67 360500 0 1 45.6 26 1.75 0.00 2.00 0.88 4.98 . 1.67 3605.00 0 SECTION PROPERTIES - OUTPUT HEM NO LOT. DEPTH I-BAR Y-BAR AREA III 11? 0 1 0.0 1.75 2.05 0.88 4.98 1.67 -19.92 3605.00 1 45.6 1.75 2.00 0.88 4.98 1.67 .1992 3605.00 MEMBER 1 PROPERTIES WARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC. IS USED. LENGTH: 46.0 WIN E'I: 0.602E+ 04 STIFF: 4.000 LT 4.000 RT CO.: 0.500 IT 0.500 8? File: DR - BDI - PC v1.3.7 10/27/00 Page 3 POINSETTIA LANE ON (WIDEN) 8020-44 CHECK NO ERRORS POUND FRAME PROPERTIES END SUPPORT CARRY OVER DISTRIBUTION 1004 IT COND . OR FACTORS PACTORS NO LT RT IT RT DIR SPAN MIN E'I HINGE E LT ST IT RT /./ /....../ /.....//./ /...../ /......./ / ------- / /......./ /---------------/ /............./ 1 1 2 R P H 46.0 R.60208-e54 0.0 3605. 0.000 0.000 0.000 0.000 IF ((EMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF )OUIBE IF MEMBER IS VERTICAL SUPPORT 05 HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTION WILL NOT TARE PLACE Pile: SE - BOB - PC vl.3.7 10/27/00 Page 4 POINSETTIA LANE ON (WIDEN) 0120-44 CHECK FIXED END MOMENTS . TRIAL 0 HEM FIXED END MOMENTS HEM FIXED END MOMENTS HEN FIXED END MOMENTS NO LT RT NO LT ST NO I/F RT 1 S. 0. File: lIE - BUS - PC 111.3.7 18/27/00 Page POINSETTIA LANE OR (WIDEN) 8920-44 CHECK SIOESWAT DIAGNOSTICS - ERROR - FRAME ((EMBER ARE ALL HORIZON?. OR ALL VERTICAL. File: DR - BUS - PC v1.3.7 .10/27/00 Page 6 POINSETTIA LANE OH (WIDEN) 8120-44 CHECK SIOESWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL 0 ((EM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PP .6 PT .7 PT .0 F1' .9 PT RIGHT 1 0. 71. 126. 166. 185. 198. 190. 166. 126. 71. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 0. -260. -463. -607. -694. -723. -094. -607. 463. -260. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIRER 1 0. 257. 457. 600. 686. 715. 686. 600. 457. 257. 0. HORIZONTAL MEMBER SHEARS TRIAL 0 17.2) 13.7 10.3 6.9 3.4 0.0 -3.4 -6.9 -10.3 -13.7 -17.2 File: DE . RDS . PC v1.3.7 10/27/00 Page 7 POINSETTIA LANE ON (WIDEN) 052544 CHECK TRIAL 0 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RI'. END SPAN LT. END RI'. END SPAN LT. END RI'. END ((OS PC version 1.3.7 (04/05/93) (C) 1990-93 Dokken Engineering All rights reserved. Date: 10/27/00 Tine: 12:32,33 File: hload.bdN User: Unknown Sorted Input Data 1 2 3 4 5 6 7 * 12345678901234567890123456789012305678901234567890123456789012345678 901234567890 POINSETTIA LANE 09 (WIDEN) 0S20-44 CHECK 000 0 10102RPH 460 3605 150 100 010000 26 175 20 088 498 167 360500 201 010456 26 175 20 088 498 167 360500 201 0101 2070 BARRIER, MEOIAN.UTILSTIOS.2 AC 100 01 376 375 HS2O-44 LIVE LOAD 400 1010105000000 142 142 142 U U 52040 600 File: DE 805 - PC vl.3.7 10/27/00 Face 1 POINSETTIA LANE ON (WIDEN) 11120-44 CHECK FRAME DESCRIPTION END SUPPORT CARRY OVER HEM IT. CONS OR DEAD LOAD K FACTORS RECALL NO LT ST I.? RT DIR SPAN I HINGE E ON SEC LI' RI' (IT RT MEN /.../ /.../ /.../ /.../ /-----/ /....../ /...../ /....../ /......../ /........../ /........../ /..../ 1 1 2 R P H 46.0 0.50 0.5 3605. 0.000 .150 0.50 0.00 5.00 0.00 File: DE - 801 - PC v1.3.7 10/27/00 Page 2 POINSETTIA LANE OH (WIDEN) 5120-44 CHECK Section Properties - Input '.1 Men Re iJ\ NO 100. Call Z Y W D Top But No W I' H Pact T H Fact L En In L Ex In C Store HLOAD.doc COMMENTS: HS20-44 ABIRTO LOADING WITHOUT ALTERNATIVE 1 5.003495 -0.003495 HORIZONTAL ME)ER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER ,l ER 3605. 0.000 0.016 0.030 0.541. .0.048 0.050 0.048 0.041 0.030 0.016 0.000 Pile. DE - BDS - PC v1.3.7 10/27/00 Page 8 POINSETTIA LANE ON (WIDEN) 8020-44 CHECK LOAD DATA TRIAL 1 LOAD FIXED END MOMENTS LINE MEN N OR P CODE A B LEFT RIGHT DEFLT COMMENTS 1 0.207 U 0.0 0.0 0. 0. BARRIER.MEOIM4.STILITIES.2 AC ASSUMED DATA 46.0 FIXED END MOMENTS TRIAL I HEM FIXED END MOMENTS MEN FIXED END MOMENTS MEN FIXED END MOMENTS NO LT ST NO LT RT NO LT RT 1 0. 0. Fi1e DE - BDS - PC v1.3.7 10/27/00 Page 9 POINSETTIA LANE ON (WIDEN) RS20-44 CHECK SIDESWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL 1 HEM NO LEFT .1 P) .2 PT .3 PT .4 FT .5 PT .6 Pr .7 PT .8 PT .9 PT RIGHT 1 5. 20. 35. 46. 53. 55. 53. 40. 35. 20. 5. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 1 0. -72. -128. -168. -192. -200. -192. -168. -128. -72. 5. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIBER 1 5. 71. .127. 166. 190. 198. 190. 166. 127. 71. 0. HORIZONTAL MEMBER SMEARS TRIAL 1 1 0.8 3.8 2.9 1.9 1.0 0.0 -1.0 -1.9 -2.9 -3.8 -4.8 File DE . 055 - PC vS.3.7 10/27/00 Page 15 POINSETTIA LANE ON )WIDEN( 8520-44 CHECK TRIAL 1 TANGENTIAL ROTATIONS . RADIANS - CLOCKWISE POSITIVE SPAN LT. END ST. ENS SPAN LT. END ST. END SPAN LT. END RT. END 1 5.505968 -0.550968 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 ER 3605. 0.000 0.004 0.008 0.011 0.013 0.014 0.013 0.031 0.008 0.004 0.000 FI1e DO - BOB - PC v1.3.7 10/27/00 Page 11 POINSETTIA LAME ON (WIDEN) 0025-44 CHECK LIVE LOAD DIAGNOSTICS - NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOP PLOT INFLU- )4 SUPERSTRUCTURE SUBSTRUCTURE EDIT STEEL H S SCALE ENCE NO. LT.END RT.END LT.END RT.END POSITIVE NEGATIVE ENV. LINES GEN 1 0.375 5.375 1.0 1.0 5. 0. . S 0 NO NO LIVE ........ --- TRUCK .............. --------- LANE --------- - NO. LIVE (\ LOAD P1 Dl P2 D2 P3 UNIFORM MON. SMEAR LL LOAD V NO. RIDER RIDER IMPACT 1215. SIDESWAY 1. 8.0 14.0 32.0 14.0 32.0 0.640 18.0 26.0 YES 0.00 NO - 2 IMPACT FACTORS CALCULATED BY PROGRAM HE)) IMPACT NO 1 . 29. Pile: DE - BDS - PC vi.).? 10/27/00 Page 12 POINSETTIA LANE ON (WIDEN) 8029-44 CHECK LL NO. 1. NEGATIVE LOVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LEFT .1 PT -.2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 5. 0. 0. 5. 5. 0. 5. 5. 0. 5. 5. SHEAR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HORIZONTAL (-(EMBER STRESSES IL MAX MEG BOTTOM FIBER 5 5. 0. 5. •0. 0. 0. S. 0. 0. 0. 5. HORIZONTAL MEMBER STRESSES LL MAX NEC TOP FIBER 1 0. 5. 5. B. 0. 5. 0. 0. 5. 0. H. Pile: DE -BDS - PC v1.3.7 10/27/00 - Page 13 POINSETTIA LANE OR (WIDEN) 8120-44 CHECK IL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 FT .2 PT .3 PT .4 PT .5 PT .6 PP .7 PT .8 PT .9 PT RIGHT NO 1 0. 71. 126. 166. 155. 198. - 190. 166. 120. 71, 5. SORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEC BOTTOM FIBER 1 5. -260. -463. -607. -694. -723. _694. 694 -607. -463. -260. 5. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEC TOP FIBER 1 0. 257, 057. 600. 686. 715. 686. 600. 457. 257. B. File: DE - BOX - PC vl.3.7 10/27/00 Page 14 POINSETTIA LANE ON (WIDEN) 8020-44 CHECK LL NO. 1. POSITIVE LIVE LOAD MOME NT ENVE LO PE AND ASSOCIATE)) SHEARS MEN LEFT .1 PT .2 PT 3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 5. 112. 192. 239. 266. 266. 266. 239. 192. 112. 5. SHEAR 0.0 24.3 20.8 17.3 13.5 10.0 -13.5 -17.3 -20.6 -24.3 0.0 HORIZONTAL MEMBER STRESSES LL MAX PDX BOTTOM FIBER S 5. -409. - -701. -876. -973. -972. -973. -876. -701. -009. 0. HORIZONTAL MEMBERSTRESSES LL MAX POS TOP FIBER 1 5. 405. 693. 866. 962. 961. 962. 866. 693. 405. B. Pile: DR - BDS - PC V1.3.7 10/27/00 Page 15 POINSETTIA LANE ON (WIDEN) W520-44 CHECK LL NO. 1. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE ME)) LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 5. 183. 318. 405. 455. 463. 455. 405. 318. 183. 0. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS BOTTOM FIRER -) - - - - / -- -- - HLOAD.doc 1 0. .670. -1164. .1483. -1667. .1695. -1667. .1483. -1164. -670. 0. HORIZONTAL MEMBER STRESSES FOR DL-FLL MAX POS lop FIBER 1 0. 662. 1151. 1466. 1648. 1676. 1648 1466. 1151. 662. 0. File. SE . 809 . PC v1.3.7 10/27/00 Page 16 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 Pl .2 PT .3 PT 4 PT 5 Pr .6 PT .7 PT .0 PT .9 Pr RIGHT P00. V 27.8 24.3 20.9 17.3 13.9 10.8 7.7 0.7 3.1 1.6 0.0 MOM. 0. 112. 192. 239. 256. 248, 212. 150. 114. 64. 0. MEG. V 0.0 -1.6 -3.1 -47 -7.7 -10.8 -13.9 -17.3 -20.8 -24.3 .27.9 MOM. 0. 64. 114. 150. 212. 248. 256. 239. 192. 112. 0. RANGE 27.8 25.9 23.9 22.0 21.6 21.6 21.6 22.0 23.9 25.9 27.8 rile SE - 855 - PC vl.3.7 - 20/27/00 Page 17 POINSETTIA LANE ON (WIDEN) 6S2044 CHECK IL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PV .8 Pr .9 PT RIGHT POS. V 45.0 381 31.1 24.2 17.3 10.8 43 -22 -7.2 -12.2 -17.2 NEG. V 17.2 122 7.2 2.2 -4.3 -10.8 -17.3 -24.2 -31.1 -38.1 -45.0 File: ........DE - BDS - PC vl.3.7 10/27/00 Page 18 POINSETTIA LAKE ON (WIDEN) 8S20-44 CHECK LL NO. 1. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ......MOMENT AXIAL ......MOMENT...... LOAD TOP BOT. LOAD TOP ROT. SUPPORT JT. 1 POSITIVE 74.2 0. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 SUPPORT JT. 2 POSITIVE 74.2 0. 0. 0.0 0. 5. NEGATIVE 0.0 0. 0. 0.0 0. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 2.667 File: 00 - BDS -'PC vl.3.7 10/27/00 Page 19 POINSETTIA LANE ON (WIDEN) 8S2044 CHECK PRESTRESS COMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN $O DEFAULTS WERE USED. LIVE LOAD NUMBER '1 RESULTS USED FOR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OF MOMENT A SHEAR REQUIREMENTS. D. L. LOAD FACTOR: 1.30 L.L. LOAD FACTOR: 2.17 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR MOMENT: 0.95 çj ULTIMATE MOMENT APPLIED = 1.30 I (DL*ADL( 1- 2.17 I (LL-1) • 1.05 I (P/S SEC. MOMENT) ULTIMATE SHEAR APPLIED - 1.30 X )DLI-ADL( 2.17 5 (LL-Fl) * 1.00 x WE SEC. SHEAR) Pile: DR - 805 - PC v1.3.7 10/27/00 Page 20 - POINSETTIA LANE ON (WIDEN) RS20-44 CHECK INPUT PRESTRESSED DATA TRIAL SO FRAME 1 PATH 01 MEN NO. LLT/X LLP/Y LRT/Z FIT/TYPE YIP/SLOPE ERr U K 1 0.00 0.00 0.05 1.42 1.42 1.42 0.25 0.0002 ELT(FT) - 0.0 XRT(PT( = 0.0 STEEL ITRSSS(KSI( 270. JACKING % 0.75 JACKING ENDS 8 ANCHOR SET)IN(, LEFT 0.050 RIGHT 0.005 CONC. STRENGTH(PSI) - 4000. ALLOW. TENSIOM(PSC) 0. P-JACK(KIPS) - 520. SHORTENING PERCENT- 100 TOTAL LOSHES(KSI) - 20 RELATIVE HUMIDITY % 70. LOW-LAX = YES PLOT PATHS NO PLOT STRESSES NO CABLE PATH OFFSETS MEMBER LEFT .1 PT .2 P) .3 PT .4 PT .5 PT. .6 PT .7 Pr .8 PT .9 PT RIGHT 1 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 CABLE PATH ECCENTRICITIES 1 0.550 9.550 0.550 0.550 0.550 5.550 .0.550 0.550 0.550 0.555 5.550 FORCE COEFFICIENTS - 1 0.901 0.900 0.899 0.890 0:890 0.897 0.890 0.898 0.899 0.900 0.901 THE POINT OF NO MOVEMENT IS IN SPAN 1, 23.00 FEET FROM THE LEFT END OF THE SPAN THE LEPT ANCHOR SET LENGTH 55 0.00 THE RIGHT ANCHOR SET LENGTH IS 5.00 - THE FORCE COEF. AT THE LEFT END IS 0.901 THE FORCE CORE. AT THE RIGHT END IS 0.901 INITIAL FORCE COEFF. AT POINT OF NO MOVEMENT - 0.995 FIle: DE - BDS - PC v1.3.7 10/27/00 Page 21 POINSETTIA LANE ON (WIDEN) 8520-44 CHECK SECONDARY MOMENTS TRIAL 10 FRAME 1 PATH OS PEN S DUE TO SECONDARY EFFECTS BEFORE BALANCING MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END SIGHT END 1 0.000 0.000 DENS DUE TO SECONDARY EFFECTS 1 0.000 0.000 P/S MOMENT CORP. * SIDESWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. ADJUSTED FOR LOSSES & SECONDARY MOMENTS BUT NO SHORTENING MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT .9 PT RIGHT 1 -0.4957 -5.4952 -0.4947 -0.4942 -0.4937 -0.4932 -0.4937 -0.4942 -0.4947 -0.4952 -0.4957 Pile: DE - BDS - PC v1.3.7 10/27/00 Page 22 POINSETTIA LANE ON (WIDEN) 8S20-44 CHECK FENS DELTAS IN COLUMNS DUE TO SHORTENING - PJACARS TRIAL =15 FRAME l PATH .01 HEM PEN PEN DELTA TOP OF CDL. NO IT. END RI. END (POSITIVE 10 RIGHT) POINT OF NO MOV124ENT 0 SIGHT END OF MEMBER - we, T ) - - - -' - . ,_)low, - HLOAD .doc PIS MOMENT COOP. 1 1772. 1510. 1306. 1159. 1071. 1041. 1071. 1159. 1306. 1510. 1772, ADJUSTED FOR LOSSES B SECONDARY MOMENTS SHORTENING HEM PP PT PT .8 PT RIGHT .9 HORIZONTAL MEMBER STRESSES DL + PIS BEFORE ALL LOSSES TOP FIBER (PSI) NO LEFT .1 PT .2 PT .3 Pr .4 PT .5 PT .6 .7 -0.4942 -0.4937 -0.4932 -0.4937 -0.4942 -0.4947 -0.4952 -0.4957 1 -310. -52. 148. 292. 378. 407. 378. 292. 148. -52. -310. 1 -0.4957 -0.4952 -0.4947 23 File: DO BDS - PC v1.3.7 10/27/00 Page 28 File:" DE - BOB - PC 11.3.7 •0/27/00 Page pOINSE-TrIA LANE OR (WIDEN) HS20-44 CHECK - POINSETTIA LANE 09 (WIDEN) 8020-44 CHECK TRIAL 10 FRAME 1 TRIAL 15 FRAME 1 PATH 01 HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOOSES (PSI) HORIZONTAL MEMBER STRESSES DL MOO a PIS AFTER ALL LOSSES BOTTOM FIBER (PSI) MEN PT PT PT PT .9 RIGHT NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 .7 .8 1589. 1590. 1592. 1593. 1595. 1597. 1 1597. 1330. 1131. 980. 896. 860. 896. 980. 1131. 1335. 1597. 1 1597. 1595. 1593. 1592. 1590. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES )PSI( HORIZONTAL MEMBER STRESSES DL F PIS AFTER ALL LOSSES TOP FIBER (PSI) -278. -278. -278. .278. -279. -279. 1 -279. -21. 179. 322. 408. 437. 408. 322. 179. -21. -279. S -279. -279. -278. -278. -278. .. THE ALLOWABLE TENSION HAS BEEN EXCEEDED AT TIME OF INITIAL STRESSING File: DE - RDS - PC e1.3.7 10/27/I0 Page 24 - HORIZONTAL MEMBER STRESSES DL + ADDED DL + PIS AFTER ALL LOSSES BOTTOM FIBER (PSI) POINSETTIA LANE OH (WIDER) 8520-44 CHECK 1 1597. 1263. 1002. 816. 704. 665. 704. 816. 1002. 1263. 5597. TRIAL 50 FRAME 1 PATH Di HORIZONTAL MEMBER STRESSES DL * ADDED DL * PIS AFTER ALL LOSSES TOP FIBER (PSI) HORIZONTAL MEMBER MOMENTS DUE TO PIS 1 -279. 50. 306. 489. 599. 635. 599. 489. 306. 50. -279. MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT . -256. -257. 257. .257. .257. 250. Pile: DO - BOB - PC vl.3.7 10/27/50 Page 29 S -250. -257. -257. -257. -257. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE POINSETTIA LANE OR (WIDEN) 8120-44 CHECK SPAN IT. END RT. END SPAN LT. END RT. END SPAN LT. END RT. END TRIAL 10 FRAME 1 - 1 -0.006821 0.006821 HORIZONTAL MEMBER STRESSES DL + ADDED DL A MAX P01 LL * I A PIS BOSTON FIBER (PSI) HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 FT .7 PT .8 FT .9 FT RIGHT - MEMBER 1 E 3605. 1.000 -0.028 -0.050 -0.066 -0.075 -0.078 1 1597. 853. 301. -60. -269. -307. -269. -60. 301. 853. 1597. -0.075 -0.066 -0.050 -I.52B 0.000 HORIZONTAL MEMBER STRESSES DL + ADDED DL A MAX P01 LL F I * PIS TOP FIBER (PSI) DE - BDS - PC vl.3.7 10/27/SI File: Page 25 1 -279. 455. 999. 1355. 1560. 1596. 1560. 1355 999. 455. -279. POINSETTIA LANE ON (WIDER) 8020-44 CHOCK TRIAL 15 FRAME 1 1 1597. 1203. 1002. HORIZONTAL MEMBER STRESSES DL + ADDED DL A MAX NBC LL + I A PIS BOTTOM FIBER (PSI) 816. 700.' 665. 704. 816. 1002. 1263. 1597. HORIZONTAL MEMBER STRESSES FOR ALL PIS PATHS BEFORE LOSSES BOTTOM FIBER (P11) HORIZONTAL MEMBER STRESSES DL * ADDED DL * MAX NEC LL + I * PIS FOR TOP FIBER (PSI) MEN NO LEFT PT PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .L .2 .9 PT RIGHT 1 -279. 50. 306. 489. 599. 635. 599. 489 306. 50. -279. 1 1772. 1770. 1768. 1767. 1765. 1764. 1765. 1767. 1768. 1770. 1772. HORIZONTAL MEMBER STRESSES FOR ALL PIS PATHS BEFORE LOSSES TOP FIBER (PSI) NiB Piack 520. (lips Cone Strength at 28 Days = 3992. psi at StreHaing 3221. psi 1 -310. -359. -309. -359. -308. -308. -308. -309. -309. -309. -310. THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES. File: SE - BDS - PC vi.3.7 19/27/SO Page 26 POINSETTIA LANE OR (WIDEN) 8120-44 CHECK File: DR - DDS - PC v1.3.7 10/27/I0 Page 30 - POINSETTIA LANE OR (WIDEN) 8020-44 CHECK TRIAL 10 FRAME i HORIZONTAL MEMBER STRESSES FOR ALL PIS PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) TOTAL PE MOMENTS FOR ALL MEMBERS. - MEN FT PT PT .9 RIGHT MEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO LEFT .1 PT .2 PS .3 PT .4 PT .5 FT .6 PT .7 .8 1590. 1592. 1593. 1595. 1597. 1 -258. -257. -257. -257. -257. -256. -257. -257. -257. -257. -258. S 1597. 1595. 1593. 1592. 1590. 1589. HORIZONTAL MEMBER STRESSES FOR ALL PIS PATHS AFTER ALL LOSSES TOP FIBER (PSI) TOTAL PIS DEFLECTION FOR TRIAL -279. -279. -278. -278. -278. -278. -278. -278. -278. -279. -279. TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE 1 SPAN LT. END RT. END SPAN LT. END HT, END SPAN IT. END RT. END File: ''''' DO ............................ BOO - PC v1.3.7 10/27/55 Page 27 1' -0.006821 0.006821 POINSETTIA LANE OR (WIDEN) H52044 CHECK HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 EN 3605. 0.000 -0.028 -0.055 -0.066 -0.575 -0.078 TRIAL IS PRAISE 1 -0.075 -0.066 -0.050 -8.928 0.000 HORIZONTAL MEMBER STRESSES DL + PIS BEFORE ALL LOSSES BOTTOM FIBER (PSI) MEN - NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT File: DO - BDS - PC vl.3.7 10/27/00 Page 51 - on). w1W - : . on 1poi. 'm law HLOAD.doc RUB Time: 00:00: 0.27 End Of ROB. POINSETTIA LANE ON (WIDEN) #920-44 CHECK TOTAL TOP PP FOR TRIAL HEN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 S. H. 0. 0. 0. 0. 0. Q. 0. 0. 0. TOTAL BOTTOM PP FOR TRIAL - 1 469. 468. 468. 467. 467. 466. 467. 467. 468. 468. 469. Pile: 00 SOS - PC v1.3.7 10/27/00 Page 32 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LONG TERM LOSSES TOTAL LOSS (KID)_ SO V ES * CRC * CRS NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 31.0 28.3 26.2 24.7 23.7 23.4 22.7 24.7 26.2 28.3 31.0 SHEAR DESIGN . AASHTO 1981 LEFT .1 FT .2 FT .3 FT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT MEMBER 1 V-CABLE 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. SECONDARY 0. D. 0. 0. 0. 0. 0. 0. 0. 0. 0. VU 89. 76. 62. 49. 36. 23. 36. 49. 62. 76. 89. 'IC 140. 127. 67. 45. 36. 36. 36. 45. 67. 127. 140. REQS WEB 20. • 20. • 20. 20. • 20. • 20. • 20. • 20. • 20. • 20. • 27. AS(IH(/PT 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 * 0.20 • 0.20 • 0.20 NOTE: * AFTER REQO WEB INDICATES ADDITIONAL WEB WIDTH RRQD. • AFTER AS (IN( /FT INDICATES MINIMUM REQD. Pile: SE - RDS - PC vi.).? 10/27/00 Page 33 POINSETTIA LONE ON (WIDEN) HS2I-44 CHECK AASHTO ULTIMATE MOMENT SECOND ULT MOM ULT MOM AVERAGE NEUTRAL MILD STEEL MOMENT APPLD RESIST PSU AXIS REQO COMBINED (K-Fr) (K-PT) (K-PT) (XII) (5(4) (SQ.IH) STEEL RATIO .....ULTIMATE MOMENT NOT CALCULATED BECAUSE USER DID NOT USE SUPERSTRUCTURE SECTIONS OR USER DID NOT USE 250 DATA CARD TENDON ELONGATION PATH NO. P-JACK % JACK P0 AS AVE STRESS TENDON LENGrO ELONGATION (KIPS) (KSI( (SQ 18) (KSI( (PT) • (IN) 01 520. 75. 270. 2.57 202.08 50.00 4.33 NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. MODULUS USED FOR P/S STEEL IS 28000. KSI Pile: DO - BUS - PC v1.3.7 10/27/00 Page 34 POINSETTIA LANE ON (WIDEN) #920-44 CHECK APPROXIMATE QUANTITY CONCRETE SUPER 8 C.Y. CONCRETE SUB - 0 C.?. P/S TRIAL 401 LBS. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OP CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARS. IT ASSWOES 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 WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. c _. E - Iwo two _; on, - '_( on, -so- 'aw- _) - PLOA D.doc 6880808 000086808 666680 ## #### ####:# 66688080 HUH)) ER)))))) HHm#HHOU 08 HERHH# 1(860 #860 08)))) 0688 6898 8989 0098 0080 #056 #HER 8900 86888 #0661(800668 #608 6HH# 8908800 0001(68408 6884 #688 0HH #569 8904 #1(0)) 6800 #0508 8590 #488 801(11 886$) #008 0)158 00858H.H#8 0950000000 6800801(0 68H0866*# 08))850800H0 ER8#8890 ER#0990 l000#80 809900 80093(8 #80894 #6066090 08898086 ##ER6## 888888I30)t# ($068 801(11 0800 ($886 080)) 09090 m##o #808 m#000 #04908 0)300 #0*8 1(89 99)30 $3898 RR000H #6668000 H0806##ll 008000 113(9990 ADS PC Version 1.3.7 (04/05/93) (c) 1990-93 Dokken Engineering All rights reserved. Date. 10/29/00 Time. 14.26.10 File. PLOAD.BDS User. Unknown Sorted Input Data 1 2 3 4 5 6 7 8 123456789 0 1234567 89 0123456789 0 123456789 0 123456789 0 12345678901234567 89 01234567890 POINSETTIA 1.001K ON (WIDEN) HS20-44 CHECK 600 010102RPH 460 3605 150 100 010000 26 175 20 088 498 167 360500 201 010456 26 175 20 088 498 167 360500 201 0101 207U BARRIER,MEDIAN.UTII.IT105.2 AC 300 01 375 375 8520-44 LIVE LOAD 400 01 375 375 PERMIT LOAD 500 101 0101000 000 142 142 1.42 0 0 52040 600 Pile: DE - BOB - PC v1.3.7 10/29/00 Page POINSETTIA (.6015 ON (WIDEN) 8020-44 CHECK FRAME DESCRIPTION ENS SUPPORT CARRY OVER NEil IT. CONS OR DEAD 1.000 K FACTORS RECALL NO ).T HT IT RT DIR SPAN I HINGE 0 UNI SEC IT RT LT RT HEM I..-, /---/ / --- / / --- / /-----/ /....../ / -----/ /- ----- / / --------/ /----------/ /---------- 1 1 2 0 P 31 46.0 0.00 0.0 3605. 0.000 .150 0.00 0.00 0.00 0.00 File: DR - SOS - PC v1.3.7 10/29/00 Page 2 POINSETTIA (.8915 ON (WIDEN) HS20-44 CHECK Section Properties - Input Ken Re No toe. Call 1 5 H 0 TOO Sot NO W P H Fact T H Pact I. EN In I Km In B Store .1- Code v/D H I Y Area Izz E B-Store Store 1 0.0 26 1.75 0.00 2.00 0.88 4.98 1.67 3605.00 0 1 45.6 26 1.75 0.00 2.09 0.88 4.98 1.67 3605.00 0 SECTION PROPERTIES . OUTPUT NFl)) NO LOC. DEPTH ZBAII 5-BAR AREA IZZ ISP E 1 0.0 1.75 2:00 0.08 4.98, 1.67 19.92 3605.06 1 45.6 1.75 2.50 0.88 4.98 1.67 -19.92 3605.00 MEMBER 1 PROPERTIES WARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN PRAMS DESC. ID USED. I.ENGTN. 46.0 KIN RIr 0.60200-04 DTIPF1 4.000 IT 4.000 RT CO.. 0.500 IT 1.501 RT File. DR - SOS - PC vi.3.7 10/29/00 Page 3 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK NO ERRORS FOUND FRAME PROPERTIES END SUPPORT . CARRY OVER DISTRIBUTION MEN IT COND OR FACTORS FACTORS (10 IT RT IT RT DIE SPAN MIN EI HINGE 0 IT ST IT H? /---/ /------/ /-----/ / ... / / ...../ /......./ /--------------/ /---------------/ /-------------/ 1 1 2 R P H 46.0 0.6025E*04 0.0 3605. 0.000 0.000 0.000 0.000 IF KO200ER IS HORIZONTAl. SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION ..... IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED IESOURP REDUCTION WILL NOT TAKE PLACE File. DR - RDS - PC v1.3.7 10/29/00 Page 4 POINSETTIA LANE ON (WIDEN) 5120-44 CHECK FIXED END MOMENTS TRIAL 0 KEN FIXES END MOMENTS MEN FIXED END MOMENTS MEN FIXED END MOMENTS NO IT ST NO IT NT - NO IT HT 1 S. 0. FLle. DR - ROD PC v1.3.7 10/29/00 Page 5 POINSETTIA IAMB ON (WIDEN) 8120-44 CHECK SIDESMAY DIAGNOSTICS ERROR - FRAME MEMBER ARE ALL HORIZONT. DR All VERTICAL. File. DR - EDO - PC vl.3.7 10/29/00 Page 6 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK IID0SWAY NOT CONSIDERED. SIDESWAY DIAGNOSTICS PRESENT. HORIZONFRI MENSES MOMENTS TRIAL S MEN NO 15FF .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PP .9 PT RIGHT 1 S. 71. 126. 166. 195. 198. 190. 166. 126. 71. S. HORIZONTAl. MEMBER STRESSES TRIAL S 501115)) FIBER 1 S. -265. -463. -607. -694. -723. 694. -607. -463. -260. 5. HORIZONTAL MEMBER STRESSES TRIAL S TOP FIBER 1 I. 257. 457. 655. 696. 715. 686. 600. 457. 257. 5. HORIZONTAL MENSES SHEARS TRIAL I 1 17.2 13.7 10.3 6.9 3.4 0.0 -3.4 -6.9 -10.3 -13.7 -17.2 File. DR - RDS - PC v1.3.7 15/29/50 Page 7 POINSETTIA LAME ON (WIDEN) HS20-44 CHECK TRIAL S TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE 1 SPAN L.T. END RT. END SPAN IT. END NT. END SPAN IT. END AT. END 1 0.003495 -0.003495 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LENT END - DOWNWARD POSITIVE MEMBER 1 E 3605. 0.000 0.016 0.030 0.041 0.048 0.050 0.048 0. 04 1 0.030 0.016 . 0 .0 00 File: DX - BOA - PC v1.3.7 10/39/00 Page 8 POINSETTIA LANE OR (WIDEN) 9S2544 CHECK LOAD DATA TRIAL 1 LOAD FIXED END MOMENTS LINE MEN W OR P CODE . A B LEFT RIGHT DEFLT COMMENTS 1 0.207 U 0.0 5.0 0. 0. BARRIER,MEDIAN.UTILITIES2 AC ASSUMED DATA 46.0 FIXED END MOMENTS TRIAL 1 MEAl FIXED END MOMENTS HEM FIXED END MOMENTS KEN FIXED END MOMENTS NO LT ET NO LT RT NO LT RT 1 5. 0. File: DX - 005 - PC v1.3.7 10/29/I0 Page 9 POINSETTIA LANE ON (WIDEN) 1120-44 CHECK ISDKSWAY HOT CONSIDERED. SISESWAY DIAGNOSTICS PRESENT. HORIZONTAL MEMBER MOMENTS TRIAL 1 MEN NO LEFT .1 PT .2 NT .3 PT .4 NT .5 NT .6 PT .7 PT .8 NT .9 FT RIGHT 1 S. 20. 35. 46. 53. 55. 53. 46. 55. 20. 0. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 1 0. .72. -128. -168. 192. -200. -192. -168. 128. -72. 0. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIBER 1 5. 71. 127. 166. 100. 198. 190. 166. 127. 71. 0. HORIZONTAL MEMBER SHEARS TRIAL 1 1 4.8 3.8 2.9 1.9 1.0 0.5 -1.0 -1.9 -2.9 -3.8 -4.8 File: DE - BUS - PC vi.3.7 10/29/00 Face 10 POINSETTIA LANE OR (WIDEN) 8S20-44 CHECK TRIAL 1 TANGENTIAL ROTATIONS - RADIANS - CLOCENISE POSITIVE SPAN IT. END RT. END SPAN LT. ENS AT. END SPAN LT. END RT. END 1 0.000968 -0.000968 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 0 3605 0.000 0.004 0.008 0.011 0.013 0.014 0.013 0.011 0.008 0.004 0.000 File: DO - 805 - PC v1.3.7 10/29/00 Page 11 POINSETTIA LANE ON (WIDEN) 002044 CHECK LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU NIH SUPERSTRUCTURE SUBSTRUCTURE UNIT STEEL H S SCALE ENCE '\ NO. LT.ENO RT.XND LT.ENO RT.END POSITIVE NEGATIVE ENV. LINES GEM cA l 5.375 0.375 1.0 1.0 S 0 0 5 NO NO LIVE ........... TRUCE .............. ...... ...LANE NO. LIVE LOAD P1 Dl P2 02 P3 UNIFORM MOM. SHEAR LL LOAD NO. RIDER RIDER IMPACT 1.061. SIDSSWAY PLOAD.doc I 1, 8.0 14.0 32.0 14.0 32.0 0.640 19.0 26.0 TED 0.00 NO COMMENTS: 9020-44 AASHTO LOADING WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM HEM IMPACT NO 1 29. File: DX - BOO - PC vl.3.7 10/29/00 Page 12 POINSETTIA LANE ON (WIDEN) 8S20-44 CHECK IL NO. 1. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LENT .1 PT .2 PT .3 NT .6 PT .5 NT .6 PT .7 NT .8 PT .9 NT EIGHT NO 1 S. 0. 5. 0. 0. 0. 0. 5. 0. I. S. SHEAR 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HORIZONTAL MEMBER STRESSES LL MAX NEG BOTTOM FIBER 1 - 5. 5. 5. 0. 0. 0. 5. 0. 5. 0. 5. HORIZONTAL MEMBER STRESSES LL MAX MEG TOP FIBER 1 0. 0. 0. 5. 0. 0. 0. 0. 5. 0. 0. File: DE - BOB - PC vl.3.7 10/29/00 page 13 POINSETTIA LANE OR (WIDEN) HI20-44 CHECK - IL NO. 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE M4 LENT .1 NT .2 PT .3 PP .4 NT .5 PT .6 NT .7 NT .8 PT - .9 PT RIGHT NO 1 5. 71. 126. 166. 190. 198. 190. 166. 126. 71. 0. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX MEG BOTTOM FIBER 1 5. -260. -463. -607. -604. -723. -694. -607. -463. -260. 5. HORIZONTAL MEMBER STRESSES FOR DL-LL MAX NBC TOP FIBER 1 0. 257. 457. 655. 686. 715. 686. 600. 457. 257. 5. File: DO - BOS - PC vl.3.7 10/29/00 Page 14 POINSETTIA LANE ON (WIDEN) HB20-44 CHECK IL NO. 1. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 NT .7 PP .9 PT .0 PP RIGHT NO 1 5. 112. 192. 239. 266. 266. 266. 239. 192. 112. 5. SHEAR 0.0 24.3 20.8 17.3 13.5 10.0 13.5 -17.3 -20.8 -24.3 0.0 HORIZONTAL MEMBER STRESSES IL MAX POS BOTTOM FIBER 1 0. -409. -701. -876. -973. -972. 973. -876. -751. -409. 0. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 1 0. 405. 693. 866. 962. 961. 962. 866. 693. 405. 0. File: 68 . 001 - PC v1.3.7 10/29/00 Page 15 POINSETTIA LANE 051 (WIDEN) HS2044 CHECK LL NO. S. DEAD LOAD PLUS POSITIVE LIVE LOAD HC84P21T ENVELOPE MEN LEFT .1 PT .2 PT .3 NT .4 PT .5 NT .6 PT .7 NT .8 NT .9 PT RIGHT NO 1 0. 183. 518. 405. 455. 463. 455. 405. 318. 183. 5. ,. - low, ww OW Aft,- a. _: - T - -Am,- - - PLOAD.doc HORIZONTAL MEMBER STRESSES FOR DL-LL MAX POS BOTTOM FIBER 1 5. -670. -1164. -1483. -1667. -1695. -1667. -1483. 1164. -670. 0. HORIZONTAL MEMBER STRESSES FOR DL-1,L MAX POS TOP FIBER 1 0. 662. 1151. 1466. 1648. 1676. 1648. 1466. 1151. 662. 0. File SE - BOO - PC v1.3.7 10/29/00 Page 16 POINSETTIA LANE ON (WIDEN) 8s20-44 CHECK LI. NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P00. V 27.8 24.3 20.8 17.3 13.9 10.8 7.7 4.7 3.1 1.6 0.0 MOM. I. 112. 192. 239. 256. 248. 212. 150. 114. 64. 0. NEG.V 0.0 -1.6 -3.1 -4.7 -7.7 -10.8 -13.9 -17.3 -20.8 -24.3 -27.8 MOM. 0. 64. 114. 150. 212. 248. 256. 239. 192. 112. 0. RANGE 27.8 25.9 23.9 22.0 21.6 21.6 21.6 22.0 23.9 25.9 27.8 File. SE - BDS - PC v1.3.7 10/29/00 Page 17 POINSETTIA LANE ON (HIDER) 8S20-44 CHECK LL NO. 1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 1-EMBER 1 LEFT .1 Pr .2 PT .3 PT .4 PT .5 P1' .6 PT .7 PT .8 Pr .9 PT RIGHT P05. V 45.0 38.1 31.1 24.2 17.3 10.8 4.3 -2.2 -7.2 -12.2 -17.2 MEG. V 17.2 12.2 7.2 2.2 -4.3 -10.8 -17.3 -24.2 -31.1 -38.1 -45.0 File Dl - HIS - PC vl.3.7 10/29/00 Page 10 POINSETTIA LANE OR (WIDEN) HS20-44 CHECK LI. NO. 1. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ------MOMENT AXIAL ------ MOMENT ------ LOAD TOP OCT. LOAD TOP HOT. SUPPORT .21'. 1 POSITIVE 74.2 0. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 H. 0. SUPPORT IT. 2 POSITIVE 74.2 6. 0. 0.0 0. 0. NEGATIVE 0.0 0. 0. 0.0 5. 0. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 2.667 Pile: DE - 803 - PC v1.3.7 10/29/00 Page 19 POINSETTIA LANE OR (WIDEN) 8S20-44 CHECK - LIVE LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES RESISTING MOMENT OF PLOT PLOT INFLU- 14334 SUPERSTRUCTURE SUBSTRUCTURE UNIT STEEL 14 5 SCALE ONCE NO. LT END RT.END LT.END RT.ENS POSITIVE NEGATIVE ENV. LIMES OAK 1 0.375 0.375 1.0 1.0 5. 0. S 0 NO YES LIVE LOAD TRUCE OR TRAIN LOADING OVER RRL IMPACT COMB CARD NO P1 Dl P2 02 P3 03 P4 04 P5 D5 P6 D6 LOAD CONTROL 4. 26.0 18.0 48.0 1R.0 48.0 18.0 48.0 18.0 40.0 10.0 40.0 18.0 0. YES P7 D7 PR DR P9 D9 P10 010 P11 Dli P12 D12 48.0 0.5 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 D1S P16 016 P17 D17 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 D19 P20 020 P21 021 P22 022 P23 023 P24 D24 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 P25 025 P26 D26 P27 027 P28 028 P29 D29 P30 D30 0.0 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P31 031 P32 032 P33 033 P34 034 P35 035 P36 036 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P37 037 P38 038 P39 039 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 046 P47 067 P48 048 0.0 0.0 0.1 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 P56 056 P57 057 P58 058 P59 059 P60 060 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 062 P63 063 P64 064 P65 DOS P66 066 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 068 P69 069 P70 070 P71 071 P72 072 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 0.0 P73 073 P74 074 P75 075 P76 076 P77 077 P78 078 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 P79 079 P80 080 P81 081 P82 082 P83 003 P84 084 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P85 585 P86 086 P87 087 P88 088 P89 089 PRO 090 0.0 0.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 0.0 0.8 0.0 P91 091 P92 092 P93 093 P96 094 P95 095 P96 096 P97 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.6 0.0 0.0 0.0 0.0 IMPACT FACTORS CALCULATED BY PROGRAM 14534 IMPACT NO 1 29. F11e OR - 001 - PC v1.3.7 10/29/00 Page 20 POINSETTIA LAKE ON (RIDER) 8520-44 CHECK LI. NO. 4. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS MEN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 0. 0. 0. SHEAR 0.0 U.S 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HORIZONTAL MEMBER STRESSES LI. MAX MEG BOTTOM FIRER 1 5. 0. 0. 0. 0. 0. 0. 0. 5. 5. 0. HORIZONTAL MEMBER STRESSES LI. MAX NED TOP FIBER 1 0. I. H. 1 I. 5. 0. 5. 0. 0. 5. 5. File SE 805 - PC e1.3.7 10/29/00 Page 21 POINSETTIA LANE ON (WIDEN) 8520-44 CHECK LI. NO. 4. DEAD LORD P1.03 NEGATIVE LIVE LOAD MOMENT ENVELOPE WEll LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 71. 126. 166. 190. 198. 190. 166. 126. 71. 0. HORIZONTAL MEMBER STRESSES FOR 0I.+LL MAX MEG BOTTOM FIBER 1 5. -260. -463. -607. -694. -723. -694. -607. -463. -260. 0. HORIZONTAL MEMBER STRESSES FOR DL*LL MAX NED TOP FIBER 5 0 257 457 600. 686. 715. 686. 600. 457. 257. 5. Pile DE - SOS - PC vl.3.7 10/29/00 Page 22 PLOADdoc \y\ N 4 POINSETTIA LANE OR (WIDEN) HS2I-44 CHECK Lb NO. 4. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HEM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .1 PT :8 PT .9 PP RIGHT NO 1 0. 163. 262. 324. 352. 384. 352. 324, 262. 163. 0. SHEAR 0.0 35.5 28.5 23.5 18.6 11.6 -18.6 -23.5 -28.5 355 0.0 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 1 0. .590. -960. -1185. -1287. 5455 .1287 -1105. -960. -598. 0. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 1 0. 591. 949. 1172. 1273. 1389. 1273. 1172. 949. 591. 0. File, DR . 555 . PC V1.3.7 10/29/00 page 23 POINSETTIA LANE OR (WIDEN) 8320-44 CHECK LL NO. 4. DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE MEN LEFT .1 PT .2 FT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0. 234. 380. 490. 541. 581. 541. 400. 389. 234. 0. HORIZONTAL I4PJGER STRESSES FOR DL-LL MAX P03 BOTTOM FIBER 1 0. -858. -1423. -1792. -1981. -2128. -1981. -1792. -1423. -858. 0. HORIZONTAL MEMBER STRESSES FOR DL-LL MAX POS TOP FIBER 1 5. 848. 1407. 1772 1959, 2103. 1959. 1772. 1407. 848. 0. File, DE - BDS - PC V1.3.7 10/29/00 Page 24 POINSETTIA LANE OR (WIDER) 6020-44 CHECK - LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT 9 PT RIGHT P05. V 42.5 31.9 28.5 23.5 198 14.2 9.5 7.0 4.7 2.3 0.0 MOM. 0. 163.- 262. 324. 346. 326. 262. 225. 171. 96. 0. NEG. V 0.0 -2.3 -4.7 -7.0 -9.5 . -14.2 .18.8 -23.5 -29.5 -35.5 -42.5 MOM. 0. 96. 171. 225. 262. 326. 346. 324. 262. 163. U. RANGE 42.5 37.9 33.2 30.4 28.3 28.3 20.3 30.4 33.2 37.8 42.5 File, DE - BOB - PC v1.3.7 10/29/00 Page 25 POINSETTIA LANE OR (HIDER) 6S20-44 CHECK Lb 00. 4. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .4 PT .9 PT RIGHT POS. V 59.7 49.2 39.8 30.3 22.2 14.2 6.1 0.1 -5.7 -11.4 -17.2 NEG. V 17.2 11.4 5.7 -0.1 -6.1 -14.2 -22.2 -30.3 -38.8 -49.2 -59.7 File, DE - BOB - PC vl.3.7 10/29/00 Page 26 POINSETTIA LANE ON (WIDEN) HS20-44 CHECK LL NO. 4. LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD MAX. LONGITUDINAL MOMENT AXIAL ------MOMENT AXIAL ------MOMENT------ LOAD TOP BOT. LOAD TOP ROT. SUPPORT JT. 1 POSITIVE 113.3 0. S. 0.0 0. 5. NEGATIVE 0.0 D. 0. 0.0 S. H. SUPPORT JT. 2 POSITIVE 113.3 5. 5. 0.0 0. 5. NEGATIVE 0.0 H. 0. 0.0 5. S. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 2.667 File, DE - BOB - PC vi.3.7 10/29/00 Page 27 POINSETTIA LANE OR (WIDEN) HS20-44 CHECK PRESTRESS COMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS WERE USED. LIVE LOAD NUMBER 1 RESULTS USED FOR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OF MOMENT 6 SHEAR REQUIREMENTS. D.L. LOAD FACTOR: 1.30 L.L. LOAD FACTOR: 2.17 - PHI FACTOR FOR SHEAR: 0.90 PSI FACTOR FOR MOMENT, 0.95 ULTIMATE MC4ENT APPLIED 1.30 0 (DL-'-ADL) V 2.17 0 )LLVI) -+ 1.00 X (P/S SEC. MOMENT) ULTIMATE SHEAR APPLIED - 1.30 0 (DL*ADL) V 2.17 K (LLI-I( V 1.00 I (P/S SEC. SHEAR) Pile, DR - BDS - PC vl.3.7 10/29/US page 29 POINSETTIA LANE ON (WIDEN) 8120-44 CHECK INPUT PRESTRESSED DATA TRIAL 10 FRAME 1 PATH 01 MEN NO. LLT/X LIP/S LIST/I YLT/TYPE YLP/SLOPE YRT U K 1 0.00 0.00 0.00 1.42 1.42 1.42 0.25 0.0002 ILT(FT) = 0.0 KRT)PT) = 0.0 STEEL STRESS(KSI) 270. JACKING ', 0.75 JACKING ENDS B ANCHOR SET(IN); LEFT 0.000 RIGHT - 0.000 CONC. STRENGTH)PSI) 4000. ALLOW. TENSION(PSI) 0. P-JACK(KIPI) - 520. SHORTENING PERCENT-100 TOTAL LOSSES(KSI) • 20 RELATIVE HUMIDITY % - 70. LOW-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 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 CABLE FATE ECCENTRICITIES 1 0.550 0.550 0.550 0.550 0.550 0.550 0.550 0.500 0.550 0.550 0.550 FORCE COEFFICIENTS 5 0.901 0.900 0.899 0.898 0.898 0.897 0.898 0.898 0.999 0.000 0.901 THE POINT OF NO MOVEMENT IS IN SPAN 1, 23.00 FEET FROM THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LENGTH IS 0.00 THE RIGHT ANCHOR SET LENGTH IS 0.00 THE FORCE COEF. AT THE LEFT END IS 0.901 THE FORCE COOP. AT THE RIGHT END IS 0.901 INITIAL FORCE COEPF. AT POINT OF NO MOVEMENT - 0.995 File, DR - BOB - PC V1.3.7 10/29/00 Page 29 POINSETTIA LANE OR (WIDEN) HS20-44 CHECK SECONDARY MOMENTS TRIAL 10 FRAME 1 PATH OS FF14 S DUE TO SECONDARY EFFECTS BEFORE BALANCING Mm - m om - - - -.. ._\ - PLOAD.doc HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END 1 -310. 309. -309. -309. -300. -308. -309. -309. -309. -309. -310. 1 0.000 0.000 DENS DUE TO SECONDARY EFFECTS Filer ........DE BOS - PC v1.3.7 10/29/00 Page 34 1 0.000 0.000 POINSETTIA LANE 00 (WIDER) 8S2084 CHECK P/S MOMENT COOP. TRIAL 10 FRAME S SIDEY NOT CONSIDERED. SIDESHAY DIAGNOSTICS PRESENT. ADJUSTED FORSWA LOSSES & SECONDARY MOMENTS BUT 00 SHORTENING HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) MEN MEN NO LEFT .1 PT .2 PT .3 PT 4 PT .5 PT .6 PT .7 PT .8 PT .9 FT RIGHT NO LEFT .1 PT .2 PT .3 PT .4 FT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -14957 -0.4952 -0.4947 -0.4942 -0.4937 -5.4932 -0.4937 -0.4942 -5.4947 -0.4952 -04957 1 1597. 1595. 1593. 1592. 1590. 1589. 1590. 1592. 1593. 1595. 1597. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) Filer SE - ROE - PC 1.37 10/29/OR Page 30 1 -279. -279. -278. -278. -278. -270. -278 -278. -278. -279. -279. POINSETTIA LANE ON (WIDEN) 6520-44 CHECK P0145 DELTAS IN COLUMNS DUE TO SHORTENING - PJACARO Filer DO - RDS - PC v1.3.7 . 10/29/00 Page 35 TRIAL 50 FRAME .1 PATH =01 POINSETTIA LANE ON (WIDEN) HSI0-44 CHECK MEN PEN PEN DELTA TOP OF COL.. TRIAL 10 FRAME 1 NO LT. END RT. END (POSITIVE TO RIGHT) . HORIZONTAL MEMBER STRESSES DI. + P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) POIW'TOFNO MOVEMENT R RIGHT END OFMEMBER MFJ8 NO LEFT .1 PT .2 PT .3 PT .4 PT 5 PT .6 PT .7 PT .8 PT .9 PT RIGHT P/S MOMENT COEF. ADJUSTED FOR LOSSES & SECONDARY MOMENTS & SHORTENING 1 1772. 1510. 1306. 1159. 1171. 1041. 1071. 1159. 1306. 1515. 1772. MEN NO LEFT .1 PT 2 PT 3 PT .4 PT .5 PT .6 PT .7 pr .9 PT .9 PT RIGHT HORIZONTAL MEMBER STRESSES DL 4 P/S BEFORE ALL LOSSES TOP FIBER (PSI) 1 -04957 -54952 -04947 -04942 -0.4937 -0.4932 -0.4937 -0.4942 .5.4947 -0.4952 -5.4957 5 -310. -52. 148. 292. 370. 407. 378. 292. 148. -52. -310. Flier DE - BUS - PC vl.3.7 15/29/00 Page 31 Filer DO - SOS - PC v1.37 10/29/00 Page 36 POINSETTIA LANE OR (WIDER) 5520-44 CHECK POINSETTIA LANE ON (WIDEN) 6520-44 CHECK TRIAL 15 FRAME 1 PATH 01 . TRIAL 15 FRAME 1 HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) . HORIZONTAL MEMBER STRESSES DL 4 P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) MEN MEN NO LEFT .1 PT .2 PT 3 PT .4 PT 5 PT .6 PT .7 PT .8 PT 5 PT RIGHT NO LEFT 1 PT .2 PT 3 PT .4 FT .5 PT .6 PT .7 PT .8 PT 9 PT RIGHT 1 1597. 1595. 1593. .1592. 1590. 1589. 1590. 1592. 5593. 1595. 1597. 1 1597. 1335. 1131. 994. 896. 066. 896. 964. 1131. 1335. 1597. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) HORIZONTAL MEMBER STRESSES DL 4- P/S AFTER ALL LOSSES TOP FIBER (PSI) 1 -279. -279. -278. -278. -278. -270. -279. -278. -278. -279. -279. . 1 -279. -21. 179. 322. 408. 437. 408. 322. 179. -21. -279. THE ALLOWABLE TENSION HAS BEEN EXCEEDED AT TIME OF INITIAL STRESSING Filer Dl - 055 - PC v1.3.7 10/29/00 Page 32 HORIZONTAL MEMBER STRESSES DL * HOSED DL 4 P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) POINSETTIA LANE ON (WIDEN) 4320-44 CHECK 1 1597. 1263. 1002, 816. 754. 665. 704. 816. 1052. 1263. 1597. TRIAL 10 FRAME 1 PATH 01 HORIZONTAL MEMBER STRESSES DL 4 ADDED DL a P/S AFTER ALL LOSSES TOP FIBER (PSI) HORIZONTAL MEMBER MOMENTS DUE SO P/S MEN 1 -279. 50. 306. 489. 599. 635. 599. 489. 356. 55. -279. NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 FT .7 PT .8 PT .9 PT SIGHT 1 258. 257. -257. -257. 257. 296. 257. .257. 257 257. 258 File: Dl - BOB - PC 41.3.7 10/29/00 Page 37 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE POINSETTIA LANE ON (WIDER) 8920-44 CHECK SPAR LT. END RT. END SPAN LT. END RT. END SPAR LT. END ST. END TRIAL 15 FRAME 1 1 -0.006821 0.006821 HORIZONTAL MEMBER STRESSES DL 4 ADDED DL 4 MAX P05 LL 4- I 4 P/S BOTTOM FIBER (PSI) HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE NFl! NO LEFT .1 PT .2 FT .3 FT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT MEMBER 1 K- 3605. 0.000 -0.028 -0.050 -0.066 -0.075 -0.078 -0.075 -0.066 -0.050 -0.028 0.000 1 1597. 1263. 1002. 816. 704. 665. 704. 816. 1002. 1263. 1597. HORIZONTAL MEMBER STRESSES DL 4 ADDED DL 4 MAX P05 LA 4- I 4- P/S TOP FIBER (PSI( Filer SE - BOB - PC v1.3.7 10/29/I0 Page 33 1 -279. 50. 306. 489. 599. 635. 599. 489. 306. 50. -279. POINSETTIA LANE ON (WIDEN) 8120-44 CHECK HORIZONTAL MEMBER STRESSES DL 4 ADDED DL 4 MAX NEC LL 4 I 4 P/S BOTTOM FIBER (PSI) TRIAL 10 FRAME 1 1 1597. 1263. 1002. 616. 704. 665. 704. 816. 1002. 1263. 1.597. J\ HORIZONTAL MEMBER STRESSES P08 ALL P/S PATHS BEFORE LOSSES BOTTOM FIBER (PSI) MEW HORIZONTAL MEMBER STRESSES DL -P ADDED DL 4 MAX MEG LL 4 I -P P/S FOR TOP FIRER (PSI) NO LEFT .1 PT .2 FT .3 PT .4 PT 5 PT .6 PT .7 PT .8 FT .9 PT RIGHT - 1 -279. 50. 306. 489. 599. 635. 599. 489. 306. 50. -279. IJr 1 1772. 1770. 1768. 1767. 1765. 1764. 1765. 1767. 1768. 1770. 1772. 5 PLOA (gin Piack 520. Kips Cone Strength at 28 Days 3992. psi at Stressing - 3221. PS..... THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES. ..... File: CE - 805 . PC 51.3.7 40/29/00 Page 38 POINSETTIA LANE OR (WIDEN) 9020-44 CHECK TOTAL FE MOMENTS FOR ALL NUMBERS. MUM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 Pr RIGHT I -350. .357 -257. -257. .259 -256. -257. -257. -257. -257. -258. 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 -0.006821 0.506821 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/90 POINTS FROM LEFT END DOWNWARD POSITIVE MEMBER I E- 3605 0.000 -0.528 5055 -0.066 5575 -0.078 -0.075 -5.066 10 .050 -0.028 0.000 File: DE - 505 - PC 51.3.7 10/29/05 Page 39 POINSETTIA LANE OR (WIDEN) KS20-44 CHECK TOTAL SOP PF FOR TRIAL MAN NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 0. 5. 5. S. S. 0. 0. 0. 5. 0. TOTAL BOTTOM PF FOR TRIAL 1 469. 468. 468. 467. 467. 466. 467. 467. 468. 468. 469. File: DE - BDS - PC vl.3.7 10/29/00 Page 40 POINSETTIA LANE OH-(WIDEN) HS20-44 CHECK LONG TERM LOSSES TOTAL LOSS (ElI) SN + ES -S CRC * CRS MEN NO LEFT .1 PT .2 FT 3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 31.0 28.3 26.2 24.7 23.7 23.4 23.7 24.7 26.2 28.3 31.0 SHEAR DESIGN - AASHTO 1981 LEFT .1 PT .2 PT .3 PT .4 PT 5 PT .6 PT .7 PT .8 PT .9 PT RIGHT M4BER: 1 V-CABLE S. 5. 5. 5. 0. 0. 0. 0. 0; S. S. SECONDARY 5. 0. 5. 5. 5. 0. 0. 0. 0. 0. 0. VU 29. 23. 17. 11. 6. S. 6. 11. 17. 23. 29, VC 140. 36. 36. 36. 36. 36. 36. 36. 36. 36. 140. REQD WEB 20. • 20. • 20. * 20 * 20. • 20. • 20. • 20. • 20. • 20. . 20. AS(IN)/FT 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 • 0.20 * 0.20 NOTE: • AFTER kEGS WED INDICATES ADDITIONAL WEB WIDTH REQD. • AFTER AS(IN)/FT INDICATES MINIMUM REQD. File: 00 - SOS - PC 51.3.7 10/29/00 Page 41 POINSETTIA LANE OR (WIDEN) 0020-44 CHECK AASHTO ULTIMATE MOMENT SECOND ULT MOM ULT MOM AVERAGE NEUTRAL MILD STEEL MOMENT APPLD RESIST FlU AXIS ROOD COMBINED (K-PT) (K-PT) (K-PT) )ESI) (IN) )SQ.IN( STEEL RATIO .....ULTIMATE MOMENT NOT CALCULATED BECAUSE USER DID NOT USE SUPERSTRUCTURE SECTIONS OR USER DID NOT USE 250 DATA CARD TENDON ELONGATION PATH NO. P-JACK % JACK FT AS AVE STRESS TENDON LENGTH ELONGATION - )KIPS( - (KSI) (SQ IN) (KSI( (Pr) * (IN) 01 520. 75. 270. 2.57 202.08 50.00 4.33 [1 as - - --- - - ----- D.doc NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. MODULUS USED FOR P/S STEEL IS 28005. ESI File: DE - RDS - PC V1.3.7 10/29/00 Page 42 POINSETTIA LANE OR (WIDEN( 9120-44 CHECK APPROXIMATE QUANTITT CONCRETE SUPER 8 C.Y. CONCRETE SUB B C.Y. P/S TRIAL 401 LBS. THE SUPERSTRUCTURE CONCRETE QUANTITY 55 BASED ON THE UNIT WEIGHT 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 I ONLY ONE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. Run Time: 05:00: 5.27 End of Ran. DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 P(c C59 (\ (cv. 1 s Loc. S o, 5Ljc 4 Tc5 ( ' c)cJ -, GC3\1 - 6L2 \ 6.6- .. LrJ K 5T56 C 4,6Lf Pc 2- / JOB - SUBJECT DAT6 JOB NO. BY S( CHECK of I I I I I I I I . I I I I I I I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 P;C UQ.\ CCc 3.6.6 S\ç Cc pc QC Ak&V cc;v- 1 \) •-r c A A . , .( 4tA x Ay W LA tir1 \ 6, k. 6 Ac !I- ' (L p\rt Z (\j . I I I I A ctA '\\(AC Ac k e A\\-1 p C U c (- - 3, 6 - t: \ JOB SUBJECT JOB NO. BY SET CHECK o I I 1 I I I I I I.. I I I I $ I I I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Uo So- Qa 6A w cNi\.t y P $ 15 I '\L Ccft,k \.J'y,-• çr1 Lc- c(6; A c?cz..9H;Z 36,55't— s 6 OLLp DOKKEN ENGINEERING nqI..,I fl C\It- Tt- 2d 4 0.3 . 5?...G\o (5 ; IJOB SUBJECT JOB NO. BY SrET . - CHECK oi DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 )s -1' Ed;O2 Cp\1 O %Li2:\ 1570 r/6 ,3p \ * 1k\C V (U ' C. fl,2,s,' JOB SUBJECT IDATEI 2.6 tc JOB NO. I SHAFT CHECK of Sc ceci 2., •) ( \J.2VeJLe5 21.6V \/5 ()ti,( rj -r7 5-6 a- LL 4 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860e JOB SUBJECT 1) I I I I I I I I I I I I I I 1 i I DOKKEN ENGINEERING .dokk.n.I iCHECK T JOBNO. 4SET of DO K KEN CI NE ER INC 914 MURPHY CANYON ROAD, A-153. SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 'FAX (858) 514-8608 Co\ Co\ Co 2 44 cw- M0 \ CL c r0.g' e L.jL.1o'... 1z7S 3.3I' Cck cc. L. S.c Z-1çc Pt Lo'G\ cccS: - %\c 8 j;x 5kbS L t\7 (Sñ CcA' 43 5 000 I JOB SUBJECT (p3r7 3ç¼ (P7 5cor H zz_ ll~ ) I OAE JOB NO. bau Hfr100 1—. CHECK ol DOKKEN E N G I N E E a i N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I Ic U I I I I '1 I I 11 I ,DOKKEN ENGINEERING LccO o c0L: 3914' MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I O&c\o ,I, 3oc,1l_t 5ooc \ (Ah LJcI \6O,3 sJ rZ-880, 16 10/4 'ksA. A. '- "-t ' 55. 97 4t. \I_ 4l -. 1 5 (tVMIR 3\\ ,a I ' OO, ii k\ ItG I S 6, 33O 66. 3 Ccp A: 5 I OA 0 &c\- JOB No. JOB ' SUBJECT Cx\ CHECK I I I I ii COLWEAK.OUT 10/30/2000 8:28 PM Input File Name: colweak.IN I 10-30-2000 ******** COLDUCT (COLxR) ******** I DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, By Mark Seyed, Special Analysis Section, CALTRANS SEP-17-92 Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering I JOB TITLE: Poinsettia Lane OH, Left, Dead Load Only RECTANGULAR Column Data Column Width (in.) = 447.8 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Hinge length (in.) = 41.0 I Plastic Cover to lateral rebar (in.) = 3.000 Reinforcing Steel Data Main bar wi Yield Number of bars =41 stress (ksi) = 68.00 w/ Ultimate stress (ksi) = 100.47 Y0ung':Molus (ksi) 29000 I,. Yield strain .00234 Hardening strain = .00328 Ultimate strain = .10956 I Confinement Steel Data Ties Bar =*5 I. Bar pitch/spacing (in.) = 6.000 Yield stress (ksi) = 68.00 I Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( .conf.) (ksi) = 19.414 Ultimate strain (unconfined) = .00500 I Ultimate strain (confined) = .05000 Column axial load (kip) = 686.3 I Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 5.00 Effective Moment of Inertia calculation Mcr (k-ft) = 1079 Mplastic (k-ft) = 4629 I Igross 0 (ftA4) = 10.49 Agross (ftA2) = 55.97 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 1.28 I SUMMARY OF RESULTS Case Def 1. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 15.74 0.000296 2641 I :Nominal 55.91 0.002881 4176 Ultimate 141.52 0.007972 4629 Idealized Yield 24.89 0.000467 4177 I Page lof2 I 10/30/2000 8:28 PM I Idealized Ultimate 141.52 0.30753 0.007972 4177 Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 5.68 Curvature Ductilities ' Ideal. Ult. / Ideal. Yield = 17.06 Maximum Strains Compression Conc. = 0.011105 I Compression Steel = 0.000000 Tension Steel = 0.214162 Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User I Max. Steel Tension Strain Step Number Cervature (rad/in) Moment (k-ft) I Displacement (in) Displacement Ductility Shear at Top (kips) 0.0900 23.15 0.007011 4533.03 This is not the Mp! 120.10 4.82 136.09 This is not the Vp! Additional Output Part Two Considering Max. Allowable Displacement Ductility Set by User Max. displacement ductility 5.0000 Step Number 23.29 Steel Tension Strain 0.091814 Cervature (rad/in) 0.007292 Moment (k-ft) 4560.98 This is not the Mp! Displacement (in) 124.47 Shear at Top (kips) 136.93 This is not the VP! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above -'SUMMARY OF RESULTS' end - Page 2 of I p 1 I I I I I I I I I I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD,-A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 (Bck *L cc,js L\ C--\ .o' Lo, C \ C ci CIc 3 Zb 5o7 USL e r&. cvçci t\s I JOB SUBJECT I. I_ JOB NO. S ET COLWKOLD . OUT I Input File Name: colwkold.IN 10-30-2000 COLDUCT (COLxR) — DUCTILITY of CIRCULAR, RECTANGULAR and OBLONG COLUMNS, Ver 6.04, SEP-17-92 10/30/2000 9:16 PM .By Mark Seyed, Special Analysis Section, CALTRANS Version 6.04 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.05 Improved Output by Gong Chao, Dokken Engineering I JOB TITLE: Poinsettia Lane OH, Right, Dead Load Only RECTANGULAR Column Data I Column Width (in.) = 396.0 Column Depth (in.) = 18.0 Column Height (ft.) = 33.3 Cantilever Plastic Hinge length (in.) = 41.0 I Cover to lateral rebar (in.) = 2.000 Reinforcing Steel Data I Main bar = * 8 Number of bars = 100 Yield stress (ksi) = 68.00 I Ultimate stress (ksi) = Young's Modulus (ksi) = 100.47 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 I Confinement Steel Data Ties Bar =*4 I Bar pitch/spacing (in.) = 12.000 Yield stress (ksi) = 68.00 I . Concrete Data Compressive strength (unconf.) (ksi) = 5.000 Compressive strength ( conf.) (ksi) = 9.244 Ultimate strain (unconfined) = .00500 I Ultimate strain (confined) = .02800 Column axial load (kip) = 690.0 I Max. Allowable Steel TensionStrain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 5.00 Effective Moment of Inertia calculation Mcr (k-ft) = 955 Mplastic (k-ft) = 5509 Igross (ftA4) = 9.28 Agross .(ftA2) = 49.50 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 1.98 u-.t cR I.T7NI P'rr'r ?a1-1 N 44.. ii-no4 SUMMARY OF RESULTS Case Yield Nominal I Ultimate Idealized Yield I Def 1. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) 13.15 0.000247 3398 42.10 .0.002110 4715 140.32 0.008136 5509 19.60 0.000368 5065 Page COLWKOLD.OtJT 10/30/2000 9:16 PM ' Idealized Ultimate 140.32 0.31832 0.008136 5065 Displacement Ductilities: I Ideal. Ult. / Ideal. Yield = 7.16 Curvature Ductilities I Ideal. Ult. / Ideal. Yield = 22.10 Maximum Strains Compression Conc. = 0.020724 Compression Steel = 0.000288 I Tension Steel = 0.225987 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *• Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0900 I Step Number 34.61 Cervature (rad/in) 0.006657 Moment (k-ft) % 14883667.55E+17 This is not the Mp! Displacement (in) 112.77 I Displacement Ductility 5.75 Shear at Top (kips) 163.11 This is not the Vp! I ***************************************************** Additional Output Part Two Considering Max. Allowable Displacement Ductility Set by User I Max. displacement ductility 5.0000 Step Number 32.66 - Steel Tension Strain 0.072203 Cervature (rad/in) 0.005708 I Moment (k-ft) 5442.57 This is not the Mp! Displacement (in) 98.02 Shear at Top (kips) 163.39 This is not the Vp! I END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and I yield curvature PHIy values, see above end 'SUMMARY OF RESULTS' I I I I . Page 2of2 DOKKEN ENGINEERING .ww.dokk....gI n..r&fl 0.60Th I I I I I I I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 L1\ e. \t L_' 3'1 B' \e- 3('2..\zz I I IC .,. I I I 1 1• I 1 -H e Tcc P 1 00 50 UCi\ JOB SUBJECT ' ,?\A, Li io JOB NO FBY SH T s I t-CHECK 01 DOKKEN ENGINEERING www.dok k. a. at I.. a 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I . V L:: LjjS, 4-o (cA DATE JOB NO. JOB SUBJECT , I. BY SHT ' I H CHECK of I I I I I I I I I I .. I I I 1 I I 1 I DOKKEN . E N 0 I N E E R I N 0 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Co\jw Gi'c&p Lco tic .116 \ L1\4 cy Sh \1 \3,764 U- • 3 \..& (j•L •. i.Lk ri 106 \ 6-1 ''(ri I6\/4'. (L4 r764 ., '7zo3q, oç 68( Y\p JOB . SUBJECT Q DTf6 JOB NO. 11 MO BY SpET CHECK 01 30' I I I I I I I I I It 1 I I DOKKEN ENGINEERING 3914: MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ULo L'N t, La, 4,(c t\* ' U2 /r -1 ooi iM- 5E5& &- ocov °t1.56 V-$r JOB SUBJECT D JOB NO. CHECK of I 1 I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 utt L (rR') LL L' ':/ L_ \c . . rA 'c ct) LL (\o*c ,\\(O.O5 666.-# 5pu UL1L44 - - 333,4 /M%1 f)tfL(L Lc è Ac /Uv.d U.(_ /Z.. ".cL 2 Lfl .36 L O,000fl.6V A co854\. A'-9'- k4L C to Occo scxo L -. L.4n1,14 :0 .k 4(4 JOB SUBJE DA~TE JOB NO. CT £)jfQQ ea I CHECK 01 I 11 I I I I I 1 I F I p I I 1 I I I I t I I I 1 I I I 1 DOKKEN E N G I N E E R I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 cJrL . ( •,::) oc ( (4 i( ( (L.r7%c35 - M5 o44 So /f\ R3 No C;c.\ \0fCLS LvLLo (NP 144 tOCC? no s 6i1c, o4 OL'izç\ %2 L Ll ,3% Lo4 64W44 6h '-3 9 1300000 50 L-L1G 4 Zoo • QSL 2_ JOB SUBJECT DANE [ JOB NO. BY SHEET Pc' C 7 fl i I CHECK I of I I I I'. I I I I IC I I I I I .1 I I I DOKKEN ENGINE E a I N G ww.dkk.n.ngI n..tIa 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 __t_tv(._ Lc' A?'i'e - Syfr) e(P TL)C Lo -7 oWE(Lr /zE 5T/r PA27 A- L-/c'4 - k iff- 3 LçN 3(5 Ki' - LzD I i 6 L1?+ 4 .) JOB SUBJECT ' L7AcVS ADATE ECK Of Bent2.doc 1)1)08 #808 1(81)1) #888#8#0## #881) #8988989 1)81)0 001)8 #8889)) 80##888 #81)9 80008808 #81)1) #1)1)0 #88881)8 8888801)0 8801) #0088888080 #808 881)8 881)8 #1(88 1(880 #008 1)800 #01)8 #8)) 0001) 8880 1)880 #088 #08 #1)1(0 #88880 #81)8 #8#0#8### 0008 1)1)88 1) 881)8 #080 #881)1(808 #008 #1)1)1) 1)1)88 #888 188 #808 0088 9088 0808 #891) 1)008 081)8 881)1) #81)8 #808 #81)9 #991)01(88 #8888088# Ba###01)# 88# #888 88991(888 #09808889088 #0088881(000 #899881)0 #908 #8006089 #0#)180## Il0000888 8809001) 0888)10 088880 1108880 #1)1(808 1)#98# 91)8888 #908 8888 #800 #000 #808 880)1 *8080 8)18*88 #0)19 #809008 ### 1181)8 81)1)8 0 88 8888 0808 #)l$NolIf # 081)00888 8998890 1141 88881)0 #88880 YIELD PC version 2.25 (04/05/93) Copyright Ic) 1984 State of California. Department Of Transportation (Cl 1 990 93 Dokken Engineering All rights reserved. Date: 10/31/00 Tine: 11:27:52 File: Rent2.yld User: Unknown Input Data 1 2 3 4 5 6 7 8 12345678901234567890523456789012345678)012345678901234567890i23456789Ol234567890 Poinsettia Lane 00 Widen Check 1 2 76 2 .7 4.0 1 12.00 0.0 3250 29000000 0.003 60000 447.8 18.0 221 6 -221 6 0.79 38 -221 -6 221 -6 0.79 38 HOT OF COLUMN AT BENT 2 (IT) YES POLE 0.99 0.99 0.00 0.00 29 32.9 1 0 1.60 0 0 0 0 0 0 446 43 0 6 0 0 0 0 0 412 55 333 0 50 681 0 0 0 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 161 0 0 0 0 0 0 0 Title Poinsettia Lane 00 Widen Check 11:27:23 10/31/00 Page N a Vera .4 I Column Type - 2 (Rectangular) Concrete Loops - Total No. of Concrete Coord. - 4 Steel Rebar Pattern - 5 (Rows) Number 00 Steel Rebar Rows 2 Total No. of Steel Rebars 76 NO plot requested. Design Type 2 (Check) Percent Steel Limits - (0.70 % Mm. 4.00 u Mum.) Bent Data Number of Columns in Bent - 1 Out-to-Out Distance (Diameter) of Spiral 12.00 (inches) Distance from Top Column Plastic Hinge to Center 00 Gravity of the Superstructure 0.09 (feet) Cen ter .to-Center Spacing 00 Columns = 8.00 (feet) Material Properties (pal) Ultimate Concrete Canprensive Stress - PC - 325 s 0. Young Modulus for Concrete . BC 3249500. Youngs Modalun for Steel Barn - 05 - 29000000. Uitimate Concrete Compressive Strain - ED, .003 Yielding Stress for Steel Barn - PT 60009. Title poinsettia Lane ON Widen Check 11:27:23 10/31/00 page 2 Rectangular Cross - Section HX HO 447.80 18.00 Concrete Coordinates (inches) Coord I 0 1 223.90 9.00 2 -223.90 9.00 3 -223.90 .905 4 223.90 -9.00 Title Poinsettia Lane ON Widen Check 11:27:23 10/31/00 Page Row Pattern Xl 01 02 02 Area Bars Row 221.00 6.00 -221.00 6.00 0.79 38 -221.00 -6.01 221.00 -6.00 0.79 38 2 Steel Rebar Coordinates finches) Coord 0 0 1 221.00 6.00 2 209.05 6.00 3 1)7.11 6.00 4 185.16 6.00 5 17322 6.00 6 161.27 6.00 7 149.32 6.00 8 137.38 6.00 9 125.43 6.00 10 113.49 6.00 11 101.54 6.00 12 89.5 9 6.00 13 77.65 6.00 14 6570 6.00 15 53.76 6.00 16 41.8i 6.00 17 29.86 6.00 18 17.92 6.00 19 5.97 6.09 - - - -J - No - = - am No .r_ - Bent2.doc 20 5.97 6.00 21 -17.02 6.00 22 -29.86 6.60 23 -41.81 6.00 24 -53.76 6.00 25 -65.70 6.00 26 -77.65 6.00 27 -69.59 6.00 28 -10150 6.00 29 -113.49 6.00 30 -125.43 6.00 31 -137.38 6.00 32 -149.32 6.00 33 -161.27 6.00 30 -173.22 6.00 35 -185.16 6.00 36 -197.11 6.00 37 -209.05 6.00 38 -221.00 6.00 39 -221.00 -6.00 40 -209.05 -6.00 41 -197.11 -6.00 42 -18516 -6.00 43 -173.22 -6.00 44 -161.27 -6.00 45 -149.32 -6.00 46 -137.38 -6.00 47 -125.43 -6.00 48 -113.49 -6.00 49 -101.54 -6.00 50 -89.59 -6.00 51 -77.65 -6.00 52 -65.70 -6.00 53 -53.76 -6.00 54 -41.81 -6.00 55 -29.86 -6.00 56 -17.92 -6.00 57 -1.97 -6.00 58 597 -6.00 59 17.92 .0.00 60 29.86 -600 61 41.81 -6. . 00 62 53.76 -6.00 63 65.70 -6.00 64 7765 -6.00 65 89.59 -6.00 66 101.50 -6.00 67 113.49 -6.04 68 125.43 -6.00 69 137.38 -6.00 70 169.32 -6.00 71 161.27 -6.00 72 173.22 -6.10 73 185.16 6.00 74 197.11 -6.00 75 209.05 -6.00 76 221.00 -6.00 The main longitudinal steel is amassed to be 1 8 bars Title PoInsettia Lane OH Widen Check 11:27:23 10/31/00 Page 4 Initial Reference Data * Total Area of the Section AG - 55.97 ft2 Nominal Axial Load Strength P0 25703.39 hips Total ReinfOrcement Area AST - 60.04 1n2 Percent Steel 0.74 % Gross Moment of Inertia about Y-axin IYC 6495.59 ft"4 Gross Moment of Inertia about S-asia IXC - 10.50 ft •'4 Steel Moment of Inertia about Y-axis ITS • 49.6869 ft4 Steel Moment of Inertia about S-axIs 055 0.1042 ft•4 Title Poinsettia tone 08 Widen Check 11:27:23 10/31/00 Page Column Load Data (k-ft) Load Name: so-p or COLUMN AT RENT 2 (LT) Footing Data File: YES rype Footing: Moment Distribution Pact Column Steel Location Ductility :... Top.......Bottom ... : Percent Length Tie-I Top-.l Factor DAY DAX 000 DBX Impact (Feet) Spiral0 Bottom-a )Z) 0.99 0.99 0.00 0.00 0.29 32.90 1 0 1.00 Column Group toadm - Service (k-Et) LL-Impact Case 1 Cane 2 Cane 3 Dead Pre Trans Long Axial Load Stress NT-Max NT-Max N-Max Wind OiL LP CF-MY Temp MY 0 0 0 0 0 0 446 43 0 6 MX 0 0 0 0 0 412 55 333 0 50 P 681 0 0 0 174. 0 0 0 0 0 PMY 0 0 0 0 P901 0 0 0 0 P 0 0 161 0 Colons Seismic and Arbitrary Loads (k-Ct) (ABS) Unreduced Seismic Arbitrary Loads Arbitrary Loads Case 1 Cane 2 Service Service Factored Factored - Max Teas Max tong ALl AL2 AL). AL2 MY Tras 0. 0. 0. 0. 0. 0. NT LOng 0. 0. 0. 0. 0. 0. P axial 0. 0. 0. 0. 0. 0.. Title Poinsettia Lane ON Widen Check 11:27:23 10/31/00 Page 6 WARNING: The ratio of the column clear height to the naxinad width in less than 2.5. Therefore, the section may be a pier wall and should be designed as a column Only in the longitudinal direction and as shear wall in the transverse direction (Code 1.4.11). The transverse moments are set equal to term. Title Poinsettia Lane oil Widen Check 11:27:23 10/31/00 Page 7 Factored Loads for Column Design Check (hip-Ct) Applied factored moments are magnified for slenderness in accordance with Caltrann Bridge Design Specifications. (Art 6.16.5) Length 32.90-ft PC = 3.25 ksi FT = 60.00 (cmi Steel - 0.74 % AST - 60.04 sq in Applied Factored .......- Capacity Group Case Trans Long Comb axial (PNI9*1) PHI Ratio Mi MX H P MU MU/H IN 1 0. 68. 68. 664. 2270. 0.8.....OW 18 2 0. 68. 68. 664. 2270. 0.8.....OK In 3 0. 1.43. 143. 1262. 2512. 0.8. .... OK IF 1 0. 68. 68. 664. 2270. 0.8. .... OK IF 2 0. 68. 68. 664. 2270. 0.8. ....OK IF 3 0. 120. 120. 1095. 2445. 0.84 OR IS 0. 576. 576. 664. 2270. 0.66 3.94 OK III 1 0. 716. 716. 664. 2270. 0.86 3.17 OR III 2 0. 71.6. 716. 604. 2270. 0.86 3.17 OR III 3 0. 769. 769. 1111. 2451. 0.84 3.19 OK IV 1 0. 70. 70. 664. 2270. 0.8. .... OK IV 2 0. 70. 70. 660. 2270. 0.8. .... OK IV 3 0. 122. 122. 1111. 2451. 0.8*****OX V 0. 618. 618. 636. 2259. 0.87 3.65 OR VI 1 0. 752. 752. 638. 2259. 0.87 3.00 OR VI 2 0. 752. 752. 638. 2259. 0.87 300 OR VI 3 0. 805. 805. 1069. 2434. 0.84 3.03 OR VII 1 0. 65. 65. 681.. 2867. 1.1. .... OK VII 2 0. 65. 65. 681. 2867. 1.1. .... OK NOTE: The axial (MO) unreduced Seismic loads (F) are not divided 2 681. 80. 0. 712. 681. 80. 0. 712. 855. 150. 0. 894. 545. 282. 1788. 1657. 545. 371. 3571. 1937, 545 3571. 1937. 684. 349. 2156. 2063. 545. 82. 0. 679. 545 82. 0. 679. 684. 99. 0. 825. 486. 292. 2355. 1611. 486. 372 4082. 1838. 486. 4082. 1438. 611. 351. 2665. 1976. 681. 80. 0. 712. 11,27:23 10/31/09 Page 10 I' Group Case Truss Long Comb Axial MY MA H P IS 1 0. 0. 0. 681. IS 2 0. 9. 0. . 681. 19 3 0. 0. 0. 854. II 0. 330. 330. 545. III 1 0. 409. 459. 545 III 2 0. 499. 409. 545. 155 3 0. 409. 409. 684. IV 1 0. 45. 40. 545. Iv 2 0. 40. 40. 545. IV 3 5. 49. 40. 684. V 0. 330. 330. 486. VI 1 0. 401. 401. 486. VI 2 0. 401. 401. 486. VI 3 0. 401. 401. 610. Factored Loads for Footing Deuign (Unlix kip-ft( Group Case Trans Long Comb Axial MY MA - H P 10 1 0. 0. 0. 885. 18 2 0. 0 5. 885. Is 3 0. 0. 0. 1261. IF 1 0. 0. 0. 885. IF 2 0. 0. 0. 885. IF 3 0. 0. 0. 1094. - II 0. 536. 536. 885. III 1 0. 665. 665. 805. III 2 0. 665. 665. 885. lu 3 0. 665. 665. 1111. IV 1 0. 65. 65. 885. IV 2 9. 65. 65. 885. IV 3 0. 65. 65. 1111, V 0. 578. . 578. 851. VI 1 0. 702. 702. 651. VI 2 0. 702. 702. 851. VI 3 0. 702. 702. 1068. Title Poinsettia Lane ON Widen Check 11,27,23 10/31/00 page j] probable Plastic Moment (1.3 5 Nominal Honest) (tip-Ct) Code (816.44) and Memo to DesIgners 15-10 No - 3.25 ml FT - 60.00 ksi ED - 0.0030 in/is ROT - 6504 sq is Angle Trans Long Conk Axial F-Balance NFl MPX HF P )Approm( 0.0 0. 6469. 6469. 15420. 10022 0. 7125. 7125. 12850. 0. 7513. 7513. 10280. 7175. 7175. 7713. 0. 6103. 6103. - 5143. - 0. 4615. 6615. 2572. 5. 3353. 3353. 683. 0. 2881. 2881. 2. 0. 1986. 1984. -1283. 0. 961. 961. -2569. Title Poinsettia Lane OH Widen Check 11,27,23 10/31/00 Page 12 Design Ansunpti0fl8, All columns are the sane i.e., prismatic, equal length, equal spacing. plastic hisses form at the to and bottom of the columns. The distance between the plastic hinges In taken an the column length. The over-turning force acts through the C.G. of the superstructure at a distance CCI above the top of the column. - -. - No -. wo an -. - .- Vol . ..-. - MS - Bent2.doc by the ductility factor I. Service Loads for Footing Design iUsits kip-ft) Title Poinsettia Lane OH Widen Check 11,27:23 10/31/80 page 8 Moment Magnification and Buckling Calculations • REFERENCE: Caltrann Bridge Design Specifications" (Art 8.16.5) (Column assumed to be unbraced against sidesway.) MACI - Moment Hagnifaction Factor about i-axis MACS Moment MagnfuCtion Factor about X-axis pci Crit i cal Buckling Load about i-axis pci Crt Cal Buckling Load about i-axis ci - effective Length Factor about Y-anin 2.10 KX Effective Length Factor about S-axis 2.10 KY•L/R Slenderness Ratio about I-axis - 6. KXL/8 Slenderness Ratio about i-axis i60. III Steel Honest of Inertia about I-axis - 49.6869 ft"4 III Steel moment of Inertia about i-axis 0.1042 ft Honest Cracked Critical ,.Hagnification-:--rranaformed Section... ----- Buckling...... Axial GB CA Tran Long Comb EEY E•IX True Long Load HAGY MAGI HAG PCI FCX P Is 1 1.000 1.076 1.076 1549233457. 2693250 3203217, 5569. 395. Is 2 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. 15 3 1.000 1.194 1.194 1549233457. 2693250 3203217. 5569. 903. IF 1 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. IF 2 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. IF 3 1.000 1.152 1.152 1549233457. 2693250 3203217. 5569. 735, IT 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. III 1 1.000 1.076 1.076 1549233457. 2693250 3203217. 6569. 395. III 2 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. III 3 1.000 1.156 1.156 1549233457. 2693250 3203217. 5569. 752. Iv 1 1.000 1.076 1.076 1549233457. 2693250 3203217. 5569. 395. Iv 2 1.000 1.076 1.076 1549233457. 2693350 3203217. 5569. 395. IV 3 1.000 1.156 1.156 1549333457. 2693250 3203217. 5569. 752, V L000 1.071 1.071 1549233457. 2693250 3203217. 5569. 369. VI 1 1.000 1.071 1.071 1549233457. 2693250 3203217. 5569. 369. VI 2 1.000 1.071 1.071 1549233657. 2693250 3203217. 5569. 369. VI 3 1.000 1.146 1.146 1549233457. 2693250 3203217. 5569. 710. VII 1 1.000 1050 1.005 1549233457. 2693250 3303217. 5569. 322. VII 2 1.000 1.000 1.000 1549233457. 2693250 3203217. 5569. 322. WARNING: KL/0 560. about the I-axis in greater than 100. Redesign the column with a larger cross-section or perform a special second Order analysis as defined In Art 8.16.5.1.1 of AASHTO. Title poinsettia Lane 04 Widen Check 11:27,23 10/31/09 Page 9 Column Service toads (k-ft) and Maxine,, Working Stresses (PSI) Youngs Modulus for Concrete - EC 3249500. psi Modular natiO (ES/cC) - . 8 - 8.9 Service 104dm (k-ft) .........Max Stress (psi) ..... Trans Long Comb Axial Conc Steel Steel CF Case MY lix H P CuSP Ten Coup Sn 1 0. 0. 0. IS 2 0. 0. 0. 18 3 0. 9. 0. II 0. 330. 330. III 1 0. 409. 409. III 2 0. 409. 409. III 3 5. 409. 409. IV 1 0. 40. 40. IV 2 0. 40. 69. Iv 3 0 40. 40. V 0. 330. 330. VI 1 0. 401. 401. VI 2 0. 401. 401. vs 3 0. 401. 401. DL 0. 0. 0. Title Poinsettia Lane OH Widen Check 3 an .-, — — — Bent2.doc 5. The columns are numbered from left to right and the overtarning force acts to the right. Longitudinal Direction Loads resulting from Plastic Hinging of Column No. 1 Top of Column Axial Force P - a05. tips Plastic Moment NP 0. k-ft Bottom of Column Axial Force P = 601. kips Plastic Moment HP - 3351. k-ft Design Shear Force VU 102. hips Title Poinsettia t.ane OH Hides Check 112723 10/31/00 Page 13 Run Time: oe:oo 0.06 Led of fan. 4 I I I I I I I 1• 1 I I I I I I I. I I' I JOB DOKKEN ENGINE ER! NO sww.d.k .....Ii ...... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 10=0% r IA ,OIJ77 - CAV fOr-Ol CIA On-AD Joint Seol Type A (MR -h") 2- AC mli Strure ____ E/ork cowCo folr- bearing pod 'P5 7-10 12- -lI tot 4 040 l2-- 12- 3 dr --4 C I8 Goonoslle DroFn see typ SIrure oInoge M of eXI o. _ 4- Woils .9Lc/t I ryp -06 tot/ o It \L 6LO ABUTMENT SECTION SUBJECT JOB NO. A— k - - . of DOKKEN EN 01 NE ER IN 0 www.4.k ..... If...rIS..... 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Z* SIr,iure •4101 4 0 It — jclr GecrosIte Droln. see typ 'Structure Ap,rrooch DroIno9e .9L0 It-.. / tyo 'tI i ljl I frg ..Ait • 88 or EB 2::!:i ____- Joint Seal Type A (MR -h') 2' IAC E/ostornerlc ring pod r1 lz —Ill Int4 -*410 12- -4oI8 - IIatd) faceof exist oWtnsY 06 tot 0 It ABUTMENT SECTION V2. • P-Op 4 1 I I I JOB SUBJECT 1 '-3t tO I 7 r24 JOB NO. I BY S ET - ....----.. --.. -... .--. --• CHECK 01 I L1 CcV / ()413%J I I. I I 1 I I I 11: I .1 I I I I I '•' I id DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 F'hUNt (b)b14-3f I • I-P.J( (b) b14-bbOB CA oc A4 N 2.00 'cS'4 A 6o 76 5L1 Ho /s)3 5'2o'i 2M 6s 1A1 2c3' Q5'U Li 72f' ,tlrr aq1'5" U 1,1.fl2.S - ; \ L\ JOB - SUBJECT DA[EQ JOB NO. S,EET - CHECK of I R I I I I 1 'I I I $ I V I I I .1 I I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153. SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1 OF F9 L.L. o 2,c) FT tL-L \J F-fL- - 1 ?o N1Ti .- L - L)T I 7- SO fT' - (- - .QZ I T 2-. TT- I C.NJ - 2. R2,-c.--\ TfIIc N'E. I ) QRA 17 PrT7 ( atO - 6KIL h) IL& PtrT r r- e'F Qc1O e- 'r NJ I .-l-i•O N. -?or F2 '4" ('4 •4 - P 1 LAc2.A- ? L. PPrc.Cr( (pert r) - 1- L_cnt'L 0E- t itJ - I JOB SUBJECT DATE JOB NO C' k CHECK of Pile Location Lateral Load at 1/4 inch Deflection Free Fixed Strong Weak Strong Weak Abutment 1 2.5 kips 1.4 kips 6.6 kips 4.1 kips Bent 2 7.9 kips 4.1 kips 23.8 kips 13.2 kips Bent 3 9.7 kips 5.9 kips 25.0 kips 15.2 kips Abutment 4 2.5 kips 1.4 kips 6.5 kips 4.1 kips I I Dokken Engineering Job No. 9-252-102500 Structure Foundation Report May 25, 1999 (revised July 12, 1999) Poinsettia Lane Overhead Widening Page (10) Location Design Loading (Service) Nominal Resistance Design Tip Elevation (feet) Specified Tip Elevation (feet) Compression Tension Bent 2 70 tons 280 kips 140. kips 10 (1); 10 (2); 10 (5) 10 Bent 3 70 tons 280 kips 140 kips 10 (1); 10 (2); 10 (5) 10 Abutment 4 70 tons 45 tons 280 kips 180 kips 140 kips 90 kips 26 (1); 26 (2); 26 (5) 30 (1); 30(2); 30 (5) 26 30 (1) Compression; () Tension; (3) Lateral Loads - Table 2; (4) Scour Potential - was not evaluated for this study; (5) Liquefaction - very unlikely. Lateral loads causing 1/4 inch of deflection at the ground surface for 12-inch square piles are provided in Table 2. Lateral pile capacity can be assumed to increase linearly with deflection up to a maximum deflection of 1 inch. If deflections greater than 1 inch are anticipated, lateral capacities should be evaluated on a case-by-case basis. TABLE 2A LATERAL CAPACITIES FOR PILES (Steel H Piles) I I I I I I I (#, A G R A I E o ui,os Recycled Paper 1v I I I I I I I 1 I DOKKEN ENGINEERING w.dOkk.a.ftg Ifl..rla l.00 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ct.) L.°'cP D &-z-,—A-: PAV rR Ri -I'-i L -o o 'o /-() (4 7-.1 z I ) ~~r ~- - 1 . l-. a -2- 4 2(.Oc45o) ,I - job, °S Fcc- zz/1-- = ia..3oS i- LI . OS = WA-L_ T14 ?L ('4 ISO 2- (v.1 o1L-rrI L -5 tl ? 1? VT42 Lf'S5 (R) )Y [ja b/ I DATE JOB I OCç JOB B NO. -rrTA- L 0 F4 /ciP 1NPL.)1 BY t SHEET v\/I k7 CHECK I O DOKKEN E N C I N E E R I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 El I I '1 I I I I I I I I I I I I 1 I I I a I I I I I I' I DOKKEN ENGINE ER I NO ww.dokk.o.ngi @..tIl loom 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 t- k/ L_-PI P H,!5zo-L Ai -cTi 0 rce 132.3(AQF'ePx A) rL -> - =L L:7— ~/t _v(1_ L-1 qg'< = — CD a)2 1TbN L 1.. I := ~ ~' C'. 5- -- K I T:~s JOB SUBJECT bq I Dt) DATE JOB NO. ITi1.I BY is: of CHECK I I I I I I. I I I I 1 I I I I I I I DOKKEN ENGINEERING w...dokk. a. ngla..rI I 0.0CC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Trr_ 3i \ C'. 61 ?A-D> 16H€4-2 A- I JOB SUBJECT DA TE JOB NO. c) . bi N6Tfl ,4 p BY SHEET c I I Poinsettia Check 11: 0:56 10/25/ 0 PAGE 1 I * IAI-ABUD * * ABUtment Design program * * (SS) SHORT SEAT * * (I-IC) HIGH CANTILEVER * * By: Imbsen and Associates, Inc. * * VERSION 3.2.0 23-FEB-98 * ************************************************************************* I * GENERAL DATA * I TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP/PS?) = NO I TYPE FOOTING = PILE TYPE ANALYSIS = CHECK DESIGN (SERVICE LOAD DESIGN) = SLD I TYPE MATERIAL PROPERTIES: I -------------------- ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3.25 KSI YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % = 1.3 KSI I ALLOWABLE STEEL STRESS (% FY) = 40.0 % = 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3249. KSI I YOUNGS MODULUS FOR STEEL REBARS (ES) = 290.00. KSI MODULAR RATIO (ES/EC) (N) = 8.92 BACKFILL SOIL DATA: I ------------------- . DEPTH OF FILL ON TOE = DEPTH OF FILL ON HEEL = 2.00 9.00 FT FT DEPTH OF SURCHARGE ON HEEL = 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN • COEF OF ACTIVE EARTH PRESSURE (KA) = 0.30 I I I I I I I I I I I I I I I I I I Poinsettia Check 11: 0:56 10/25/ 0 PAGE 2 * STRUCTURAL DATA * ABUTMENT DATA: LENGTH = 31.60 FT HEIGHT FROM TOP OF FOOTING = 9.00 FT BACKWALL THICKNESS - = 1.00 FT SEAT WIDTH = 2.50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE = 2.08 FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 1.25 FT BACKWALL HEIGHT ABOVE SEAT LEVEL = 0.75 FT WEIGHT OF EXTERIOR SHEAR KEYS = 0.00 K UNIFORM WEIGHT OF BARRIER = 0.93 K/FT WING WALL DATA: --------------- NUMBER = 1 WALLS LENGTH = 26.00 FT THICKNESS = 1.17 FT END WALL DIMENSION = 4.00 FT FOOTING DATA: ------------- LENGTH = 32.10 FT WIDTH = 6.67 FT DEPTH = 2.50 FT Poinsettia Check 11: 0:56 10/25/ 0 PAGE 3 * PILE DATA * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * VERTICAL PILE CAPACITY - SERVICE = 70.00 TONS LATERAL PILE CAPACITY - SERVICE = 2.50 K LATERAL PILE CAPACITY - ULTIMATE = 10.00 K BAT-TER FACTOR = 1:3.00 PILE LAYOUT DATA: ----------------- ROW DISTANCE NO. OF PILES NO. OF PILES NO. TO TOE IN ROW BATTERED (FT) 1 1.67 . 10 10 2 5.00 9 0 TOTAL NUMBER OF PILES = 19 DISTANCE FROM TOE TO C.G. OF PILES (CG) = 3.25 FT MOMENT OF INERTIA OF PILE GROUP (IX) = 52.53 PILEFT**2 ***** **** * * ***** * ****** * REBAR AND LOAD DATA * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * REBAR LOCATION BAR SIZE NO. OF BARS COVER(IN) BACKWALL 4 32. 3.00 STEM 9 32 3.00 FOOTING TOP 5 32 4.00 FOOTING BOTTOM (HEEL) 5 32 6.00 FOOTING BOTTOM (TOE ) 5 32 6.00 SERVICE LOAD DATA (KIPS): ------------------------- TOTAL - LIVE LOAD -: TOTAL LATERAL OTHER OTHER DEAD TOTAL 1.15P-I-H BEARING EARTH LATERAL VERTICAL LOAD H-LOAD P-LOAD PAD SHEAR PRESSURE LOAD LOAD LOADS 218.. 174. 160. 32. 0. 0. FACTORS 1.30 2.17 1.30 1.30 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = 0.00 CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) 12345 12345 YYYYN YYYYN I I I I I I I I I I :1 I I I I I I I Poinsettia Check 11: 0:56 10/25/ 0 PAGE 4 * ******** ****** **** ** * * ***** *********** * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP-FT) EARTH PRESSURE (KA =0.300) 72.4 3.83 278. EARTH PRESSURE (KA =0.225) 54.3 3.83 208. SURCHARGE PRESSURE (KA =0.300) 25.2 5.75 145. SURCHARGE PRESSURE (KA =0.225) 18.9 5.75 109. EARTHQUAKE 0.0 0.00 0. SUPERSTRUCTURE LOADS -------------------------------------------- DEAD LOAD 218.0 3.33 -726. H-LIVE LOAD 174.0 3.33 -579. P-LIVE LOAD 160.5 3.33 -534. BEARING PAD SHEAR 31.8 10.75 342. OTHER LOADS -------------------------------------------- OTHER LATERAL LOAD 0.0 10.75 0. OTHER VERTICAL LOAD • 0.0 6.67 0. ABUTMENT DEAD LOADS -------------------------------------------- BACKWALL 3.6 5.08 -18. SEAT 136.9 3.83 -524. FOOTING 80.3 3.34 -268. FOOTING KEY 0.0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 16.7 17.45 -291. WINGWALL BOT TRIANGULAR SECTION 10.4 13.50 -141. BARRIER 23.0 16.95 -390. SIDE KEYS 0.0 3.33 0. SOIL DEAD LOADS -------------------------------------------- SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 35.8 6.12 -219. SOIL ON TOE 16.0 1.04 -17. SURCHARGE ON HEEL, 8.0 6.12 -49. I I I I I I I I I I I I I 1 1 I I I I Poinsettia Check 11: 0:56 10/25/ 0 PAGE 5 * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * • : - - VERTICAL - -: - - LATERAL --- ----- HEEL -- -TOE ----- -- GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP) IH 1 723. -0.63 98. 129. 53. 140. 24. 133. OK IH 2 723. -0.77 73. 118. 57. 140. 21. 133. OK IH 3 715. -0.80 72. 115. 57. 140.. 20. 133. OK IH 4 715. -0.90 54. 108. 59. 140. 18. 133. OK II 1 549. -0.80 98. 100. 44. 140. 16. 133. OK II 2 549. -0.99 73. 89. 47. 140. 13. 133. OK III 1 308. -0.34 98. 115. 20. 210. 13. 199. OK III 2 308. -0.68 73. 104. 23. 210. 10. 199. OK IV 1 723. -0.15 129. 175. 42. 175. 35. 166. OK IV 2 723. -0.30 105. 164. 45. 175. 32. 166. OK IV 3 541. -0.41 104. 132. 36. 175. 22. 166. OK IV 4 541. -0.53 86. 125. 38. 175. 20. 166. OK V 1 489. -1.58 0. 80. 51. 210. 3. 199. OK SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD CAP RATIO (KIPS) (KIPS) II 1 TOTAL LATERAL LOAD 98. 100. 1.02 OK IH 4 MAX HEEL LOAD 59. 140. 2.37 OK IV 1 MAX TOE LOAD 35. 166. 4.79 OK Poinsettia Check 11: 0:56 10/25/ 0 PAGE 6 * ********************** *** * ****** *** * * * * * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * ************************************************************************* KEY TO REBAR LOCATIONS (BAR-LOC) -------------------------------- 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 BARS LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE INPUT (K-FT) (KSI) (KSI) (IN) (SI) (IN) 1 1. 0.02 P 4.8 8.7 0.2 4 12.1 1 32 OK 2 484. 0.26 25.9 38.4 6.0 9 12.1 6 32 OK 3 IH 1 -31. 0.09 23.7 25.7 0.6 5 12.3 2 32 OK 4 MIN 0. 0.00 0.0 23.7 7.1 5 12.3 23 32 OK 5 IV 1 '100. 0.19 27.7 23.7 1.9 5 12.3 6 32 OK 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) DOKKEN E N C I N E E R I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Li I I I I I 'Il I Li I L I I I I I I I I 1 I I I I I I I I I I I I i I ENGENEERING DOKKEN 3914 MURPHY CANYONROAD A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 :ANc F'A-PS ;_ - Pp(21rr - -........__.____.___-___-__.--_--_\_-•. ------ - -.-• ............ -T t4c. \ 3A Ll ------.--- e (2 rc T-'r? t-' v 'E 1- r 7—I. I'x 1_ 101, -r/c F' N1? I (.)69. So 'c' L. 0 0 VM T I ' 10 X 04 100 JOB SUBJECT DATE I JOB NO. I ___ BY _ I SHEET 0 (N - •' w I P- yi CHECK of 4- LL 'vVsL ? lrllTfr - NL I +-• DOKKEN I- ENGINEERING W..dOkk.Dflhlfl.ItIbl.tO 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I, I I I I I I 1 I I I I I I I I I -' '-p ----t vI•x L._ 2 4. 2Z = WXL I N- tr ( V2-T' - Ft-S--Tt e' -t,¼-f'S' FA-C' - s L. - S 1i-0 I+-L. 2 - Ro Fl 4 - I T1-1 ( iN. rt Pr. •o N F(2-S I \/. T72..A- k I ( I N x °. _ - r-J 4 L_ - 0" ATE JOB NO. D I JOB I SUBJECT &/aG/cd fcS Po I N'6 c t C BY SHEET I CHECK Of T7 DO K K E N GIN E ER! N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123:4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I Li] I I I LI I I I I II I I I I I I I I I I 1 I I I I I 1 I 1 I I I I 500 CL Cl) U) U) 400 U, Cl, 0) CL 11 BRIDGE BEARINGS 200 100 700 800 wM MEMO TO DESIGNERS 7-1 • JUNE 1994 - Shape Sh e Factor / Fa tor 12 6 - Shape Shape Factor / Factor 9 3 Fiberglass Reinforced Bearing Pad 55 Durometer Hardness PAGE 11 0 1 2 3 4 5 6 7 8 Compressive Strain, percentage Figure 4A. Recommended Compressive Stress vs. Strain Curve for Fiberglass Reinforced Bearing Pads I p I I I I I I I I. I I I I I I I I I ww.dokk.a.agtfl.tlal.00m ENGINEERING DOKKEN 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 f-t-- 4--T-'R.. 7- - - (n ir(_ Co NI P N -H,27, L4 4 04 — Lc'- z) — N Yi-j C . , .O2)6 k-X. 'S -t C-,-A-r2- 1=D H . V q 6L1 9QAL) 48iF / < (0 - S ' - . JOB I SUBJECT I DATE I JOB NO. BY I SHEET L. gNr - vV C v'1oeIN1) CHECK I of MEMO TO DESIGNERS 7-1 • JUNE 1994 I ,L.JIJ I . I 1,000 I. I I 800 I U) (1) U) I con 600 SD 1 400 I I 200 I. I 0 I .9 I I PAGE 12 Shape Factor 12 rn Shap Factor 9 Sha e Factor 6 Shape Factor 3 -Steel Reinforced Bearing Pad II I c I l I•.11 •I Compressive Strain, percentage Figure 4B. Recommended Compressive Stress vs. Strain Curves for Steel Reinforced Bearing Pads BRI DGE BEARINGS I BRIDGE COMPUTER MAMJA(. FEBRUARY 1986 8-2 I, GENERAL DATA PANEL * a a a a GENERAL DATA * * PROJECT TITLE: * * * COLUMN DATA: CDU.fl4 WIDTH X-OXR (TRANS) z FT I COU.14 DEPTH Y-OIR (LONG) : .S FT a I a COLUMN AREA =Si6 SQ FT a LIVE LOAD PERCENT IMPACT g5,OPRCENT * END CONDITION ASCITT X-AXIS r (FIX OR PIN) * I * IM CONDITION ABOUT Y-A)IS = (FIX OR PIN) * a NUMBER OF COLUMNS IN BENT j COLUMNS a a - . FOOTING DATA: TYPE OF FOOTING ANALYSIS CA4&A (DESIGN OR CHECK) a * FOOTING LENGTH X-OIR (TRAN) = Mt FT * FOOTING WIDTH 'f-OIR (LONG) : .0 FT U . a KIM FOOTING DEPTH CONSIDERED : Zo g FT a MAX FOOTING OEF11( CONSIDERED = FT 0 0 ______ a * Type OF FOOTING = (PILE OR SPREAD) - * a . a I * MATERIAL PROP: ULT CONCRETE COMP STRENGTH = PSI . a a YIELD STRESS OF STEEL REBAR 3 COC)Q P5 * * UNIT WEIGHT OF CONCRETE = cD PCF * * a I . * * PRESS <ENTER> TO CONTINUE . * * . * REBAR DATA PANE). ------------ . a a a I a RESAR DATA a a TOP REBAR DATA: NO OF BARS X-OIR (THAN) 16 . a NO OF BARS T-OIR (LONG) = '7 B I . BAR SIZE X-O IR (THAN) 2 BAR SIZE Y-OIR (LONG) a 6 * * TOP BAR CLEARANCE = 3 IN * . DIRECTION OF TOP BARS = - (X OR TI * 0 . * * BOTTOM ROAR DATA; HO OF BARS X-OIR (THAN) x * NO OF BARS T-OIR (LONG) z'78 * . * BAR SIZE X-OIR (THAN) 3 a BAR SIZE T-OIR (LONG) =') * BOTTOM BAR CLEARANCE 2 IN * I a DIRECTION OF BOTTOM BARS = (X OR Y) 0 * SHEAR ROAR DATA: STIRRUP BAR SIZE = f STIRRUP SPACING X-O IR (THAN) = t Z. IN I . STIRRUP SPACING T-QIR (LONG) 3 (1 IN a a . a . a a . 0 * PRESS <ENTER> TO CONTINUE . I . * a a I. 1 I 8-a BRIDGE CC?IPUTER MANUAL FEBRUARY 19e6 MISCELLANEOUS DATA PANEL _________________________________________ • * * a - a PIESCELUNECUS DATA a • * • * • FOOTING KEY DATA: KEY LENGTH X-O!R (TRAM) = FT a * KEY WIDTH Y-OIR (LONG = FT • AREA OFKEY = SFT a • a • a * SOIl. DATA: DEPTH OF EARTH COVER 2') FT a • UNIT WEIGHT OF EARTH COVER = i ZQ Pt?. * • ENVIRONMENTAL FACTOR (l) = tO KIlN • NET BEARING CAPACITY SERVICE = TONS/FT**Z * • a * S a a PILE DATA: TOTAL PdJNSER OF PILES • TOTAL HUPER OF ROWS = 7- DIAMETER OF PILE = IN at9iR * MAXIMUM PILE CAPACITY SERVICE = 70 TONS * CONSIDER TENSION IN THE PILES = YES/NO . a • LENGTH OF ONE PILE = O..O FT a * - * * * .• * * PRESS <ENTER> TO CONTIJE . . . * * * ------------- * I FT I I PILE LAYOUT PANEL ------------------------------- • a * * * PILE LAYOUT DATA * * * ROW • NO OF Y-CCORD X-SPACING * * NO PILES (FET1 (FEET) '16 * 3.S , 5 • . -: * ____ . • ____ * • * * * a a • • a ____ ____ a a a a a - a - a a * a • - ____ a ____ * • * a a a PRESS <ENTER' TO CCNTI}JE . . * a I I -6- I . BRIDGE COMPUTER MANUAL FEBRUARY L986 8-2 LOAD PANEL. FOR fl-COLUMN SENT $WNN*NUli-*NWulSNUNeNNiNUNMNWuNlNNl-aUN*ulUINNNlNlU*UlN***4**llNl-*lM**NlluNiNpN • __ * N * UNITS KIP FEET :--- U.+I?IPACT ---: LOAD OF — - I * CASE 1. CASE 2 CASE 3 NAME • - DEAD PRE TRANS LONG AXIAL * • LOAD STRESS MY-MAX PV(-lt&X N-its.X wim WI. LF CF-MY TEMP * — • I * MY MX * PNY * PNX • * PH 1 * : -4.*EOUC'D SEISMIC -: -- -- - -- ARBITRARY LOADS . ARBITRARY LOADS . * CASE I CASE 2 SERVICE SERVICE FACTORED FACTORED I I N * MAX TRANS MY MAX LONG AL- AL-2 AL-1 AL-2 * MX * * I * * * * * I • I * I * * * PRESS <ENTER) TO COHTIMJE . . . I. I * * - ----------- Nil N N III Ill Ill N N I**********l*II-$U i_u NIUN N N ****U Ii *110_u *1*1*01111*1111* 1'. LOAD PANEL FOR MULTI-COLUMN BENT I * * N • I • CONTINUATION OF LOAD OF - - * I * NOTE: FOR PSJLTICCLUMN BENTS TWO LOAD CASES MUST BE CONSIDERED. I • CASE I - MAXIMUM AXIAL LOAD DUE TO OVERTURNING • CASE II - (lINItIUl AXIAL LOAD DUE TO OVERTURNING * * . I N N CASE I (MAXIMUM - AXIAL.) I . * PROBABLE PLASTIC (PBl LOADS (1.3 X NOMINAL MOMENT) * MAX IRAN 73-DEGREE 60-DEGREE 45-DEGREE 30-DEGREE 15-DEGREE MAX LONG • • MY : • CASE fi (MINIMUM - AXIAL) • PROBABLE PLASTIC (PS) LOADS (1.3 X NCMI}-LAL. MOMENT) MY • I . MAX TRAI4 75-OEGREE 60-DEGREE 45-0EGREE 30-DEGREE 15-DEGREE MAX LONG MX • N - I • <ENTER)CONT PFIGEN PF2RE3AR PF3:ESCAP! PFFIL,E PP 10JOQ LOAD PP1L:OEL. LOAD • • _ . . -. . -6- POINS.PRT Pile and Spread Footing Design Progro,n Version 2.23 07/17/92 110010088800 008001880* 1000*08100 108000080008 I00001808100 110*111100*0 0100*018100* 100110010*01 1000011080*1 I00101118188 18110*810010 180018008801 0080 MIII 0*11 000* *8*0 080* 8*00 BIll 1011 *8*0 0800 080* 00808688 *000 00*0 0080 8000 0800 00810gIB 1188 MIII 8800 *800 *860 1110*110 111* 000* *00* 0800 1011 MIII 1100 8111 *8*0 101* 1881 MIII 01006000800I I8l0008I1810 MIII MIII II180MIB0001 080011011000 lOOM 110* 1008888100 0081000108 1101 000000 0*0000 006*000* 00018108 1*11001008 *110110011 1011 *000 lIMO 0111 *011 80*8 1100*88 *086*0 088* 0000*00 081081 *080 0110 800 1011 1181 1118I11089 0000*1108* 10811101 10001111 110088 88111* Column Data Column Width S-dir (Trans) - 39.31 ft Column Depth V-dir (Long) 1.50 It Column Area 58.96 ft"2 Equivalent Width X-dir (Trace) = 39.31 ft Equivalent Depth V-dir (Long) 1.50 ft Live Load Percent Impact 15.00 percent End Condition about X.. is FIX End Condition about Y-axis = FIX NUmber of Celunna in Bent 1 columns Footing Data Typo of Footing Analysis CHECK Footing Length X-dir (Iran) 41.31 ft Footing Width V-dir )Long( = 10.00 ft Win Footing Depth Considered = 2.50 It Max Footing Depth Considered 10.00 ft Typeof Footing PILE Footing Material Propzrties Ultimate Ccnrreto Conpreovive Stress PC = 3250.0 ( psi Yield Streos of Steel Reinforcement (Fl)) 60000.0 ph Unit Weight of Concrete = 150.1 pcI Modular Ratio )ES/EC) (N) = 8.9 Title in ti Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 Page 2 lop Fleoure Reinforezoent Data Number of Barn X-dir (Iron) 16 Number of Barn V-dir (Iran) 78 Bar Size in S-dir (Tran) B Bar Size in V-dir (Long) 6 Top Bar Clearance = 3.00 inches Direction of Top Bars 5 S direction Bottom Fiexure Reinforcement Data Number of Barn S-dir (Iran) = 16 Number of Barn V-dir )Tran) = 78 Bar Size in S-dir (Iran) = 8 Bar Size is V-dir (Long) = 7 Bottom Bar Clearance 6.00 inches Direction of Bottom Bars = S direction Shear Reinforcement Data Stirrup Bar Size = S Stirrup Spacing K-dir (Iran) = 12.00 inches Stirrup Spacing V-dir (Long) = 17.00 inches * Soil Dots Depth of Barth Cover 2.50 Or, Unit Weight of Cover = 120.09 gcf Environmental Factor (1) = 170.00 kIm * Pile Felting Cost Data Contract Item Price Unit FOOT PC Version 2.23 (07/17/92) Copyright )c( 1984 State of California. Department of Transportation (C) 1990-92 Dokkan Engineering All rights reserved. Date: 07/26/00 Time: 14:13:36 File: Poinost.in User: Unknown Input Data 1 2 3 I 5 6 7 8 123456789 0 1234567 89 01234567 ago 12345678901234567890223456789012345678901234567890 Poinsettia Lane ON Bent 2 Pier Footing VERSION 2.23 39.31 1.50 58.96 15.00 FIX FIX 1 CHECK 41.31 10.00 2.5 PILE 10.00 3250. 60000. 150.0 16 78 8 6 3.00 0 16 18 8 7 6.00 X 5 12.00 17.00 2.50 120.00 170.OB 25.00 28.00 247.09 .41 9.39 689.00 34 2 13.8 70.0 YES 0 7 3.50 5.46 7 -3.50 5.46 BENT 4 0 0 0 0 0 0 446 43 0 6 0 0 0 0 0 402 55 333 0 50 6*1 0 0 0 184 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .589 0 o 0 0 9 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. 5000.0 0. 0. 0. 0. 0. 0. 0. Title Poinsettia Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 Pegs 04 - OW, _) - - - -. SU L LN - POINS :PRT Structure E005ration (Bridge) = 25.00 hey I 0 0 589 0 Structure Backfill Bridge) = 28.00 hey Structural Concrete Bridge Footing 247.00 S/ny Bar Re in (Bridge) 0.41 h/lb Furnish Piling = 9.39 $ /ft Drive Piles 688.00 $ en Title Poinsettia Lame OH Bent 2 Pier Footing 14:13:36 07126/00 Page 3 (ARS) Unreduced Seismic Arbitrary Load Arbitrary texan Case I Cane 2 Service Service Factored Factored Mao Iron Max Long ALl AL2 All AL2 MY Pram 0. 0. 0. 0. 0. 0. 445 Long 0. 0. 0. 0. 0. 0. P Axial 0. 0. 0. 0. 0. 0. Pile Data Total Masher of Piles 14 Total Neobor of Rowe = 2 Di-ter of Pile 13.8 inches Capacity of Pile Service) = 70.0 tone Conoider Teneion in Pileo? c YES )yoo or no) Length of one Pile = 8.0 foot U Probable Plastic (P8) Leads (1.3 S Nominal Moment) (k-ft) P01 P62 P03 P84 P05 P96 P87 Max Tram 75-degree 60-degree 45-degree 30-degree 15-degree Max Long MY 0. 0. 0. 0. 0. 0. 0. MX 0. 0 0. 0. 0. 0. 5000. P 0. 0.. 0. 0. 0. 0. 5. Title Poinsettia Lame OH Bent 2 Pier Footing 14:13:36 07/26/00 page 6 File Layout Data Row Now Y-Co X-Spacing Rem Piles (it) (it) 1 7 3.50 5.46 2 7 -3.50 5.46 Meoaot of Inertia of Pile Group lxx 171.50 pile-ft"2 IVY n 1669.45 pile-ft"2 Title Poineottia Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 Page 4 Pile Coordinates )feet) Pile X-coord Y-coord 1 -16.36 3.50 2 -10.92 3.50 3 -5.46 3.50 4 0.00 3.50 5 5.46 3.50 6 10.92 3.50 7 16.38 3.50 B -16.38 -3.50 9 -10.92 -3.56 10 -5.46 -3.50 I 0.00 -3.50 12 5.46 -3.56 13 10.92 -3.50 14 16.38 -3.50 Title Poinsettia Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 page 5 Footing toad.?! .......................................................... BENT 4 LLclopact Cone 1 Cane 2 Cone 3 Deed Pro Prone Long Axial Load Str000 MY-Max MS-Hex N-Max Wind WL Li CF-MY Peep MY 0 0 6 0 0 0 446 43 0 6 MX 0 6 0 0 0 402 55 333 0 50 P 681 6 9 0 184 0 0 0 0 0 PRY 0 0 0 6 PRO 0 0 0 6 Service Loedo )SER) for Footing 000ign )k-Et) NOTE: Ratio = Capacity )Comp or Uplift) I (Max or Mm) Pile. Load Cap Cap Uplift Coop -56. 140. Applied Load- ------------- : Min Mao Loading Iron Lang Comb Axial Pile Pile Grp Ca MY MX 9 P Load Ratio Load Ratio IC 1 0. 0. 0. 962. 67. 67. 2.08 Ox IN 2 0. 0. 0. 942. 67. 67. 2.08 OK 16 3 0. 0. 0. 1102. 79. 79. 1.78 OK XI 0. 322. 322. 0i6. 51. 64. 2.18 00 III 1 391. 407. 564. 806. 45. 70. 2.01 00 XIX 2 391. 407. 564. 806. 45. 70. 2.01 00 III 3 391. 407. 564. 934. 55. 79. 1.78 OR IV 1 5. 40. 40. 606. 57. 58. 2.40 OK XV 2 5. 40. 40. 806. 57. 56. 2.40 OK IV 3 5. 40. 40. 934. 66. 68. 2.07 OIl V 4. 323. 323. 748. 47. 60. 2.33 00 VI 1 354. 399. 533. 748. 42. 65. 2.15 OK VI 2 354 399 533. 748. 42. 65. 2.55 OR VI 3 354.. 399.. 533. 862. 50. 73. 1.91 OK Th. following are included in the Applied Loodo above: Weight of Cover 106. kip Weight of Footing n 155. hips lotel n 261. kip. For Group III Case 3 the Pile Loads at each corner are: 71. 79. 55. 62. Title Poinsettia Lane 0)) Bent 2 Pier Footing 14:13:36 07/26/00 Page 7 Factored Loads )FAC) for Footing 000igm (k-it) NOTE: Ratio = Capacity (Coop or Uplift) /(Max or Rim) Pile. Lend PHI = .75 Cap Cap Uplift Cong -04. 210. Applied Load - -------------: Kin Mao Loading Tram Lang Comb Axial Pile Pile Grp Ca MY MX) 9 P Load Ratio Load Ratio 2 M. on . -, - so, - -mire M Ift AM Ow OW ON POINS .PRT 16 1 0. 0. 0. 1225. 87. 87. 2.40 OE Footing Depth = 2.50 ft 18 2 0. 0. 0. 1225. 87. 87. 2.40 OK 4) 18 3 0. 0. 0. 1571. 112. 112. 1.87 OK Bar Bar Lead Control Depth Applied Required NEW IF 1 0. 0. 0. 1225. 87. 87. 2.40 00 Sian Dir Type Grp Ca Effective Moment Steel 8mm Bars IP 2 0. 0. 0. 1225. 87. 87. 2.40 OK line (k-tt) IF 3 0. 0. 0. 1891. 135. 535. 1.56 OK • II 0. 523. 523. 1225. 77. 98. 2.14 00 8 5 SER 23.44 I. 0.00 0 III 1 636. 661. 917. 1225. 68. 107. 1.96 00 7 1 SEE 16 3 22.37 1264. 30.23 51 III 2 636. 661. 917. 1225. 60. 107. 1.96 05 III 3 636. 661. 917. 1433. 83. 122. 1.72 05 8 X FAC 23.44 0. 0.00 0 IV 1 8. 65. 65. 1225. 86. 99. 2.36 05 7 V FEC IF 3 22.37 2272. 37.19 62 IV 2 8. 65. 65. 1225. 86. 89. 2.36 00 IV 3 8. 65. 65. 1433. 101. 104. 2.02 00 8 X EQ 23.44 0. 0.00 0 V 8. 565. 565. 1191. 73. 97. 2.17 0)1 7 V EQ P87 1 22.37 3072. 30.38 51 VI 1 619. 698. 933. 1191. 65. 105. 1.99 00 VI 2 619. 698. 933, 1191. 65. 105. 1.99 OK 8 5 (4101 23.44 770. 7.52 10 VI 3 619. 698. 933. 1391. 79. 120. 1.76 OK 7 V MINI 22.37 3179. 32.63 55 8 S 01142 23.44 0. 0.00 0 The following are included in the Applied Loads above: 7 '( M2 22.37 1685. 40.31 68 Weight of Cover = 138. hips 8 S MAX 23.44 4180. 48.85 62 Weight of Footing = 201. kips " MAX 22.37 15733. 192.64 322 Total = 340. kip. Centre................................................. For Group IF Cane 1 the Pile Loads at each corner are: . 8 s MINI 23.44 770 7.52 10 7 V PAC IF 3 22.37 2272 37.19 62 135. 135. 135. 135. Title Poinsettia Lone 05 Bent 2 Pier Footing 14:13:36 07/26/00 Page 10 Title Peinnettie Lena ON Bent 2 pier Footing 14:13:36 07/26/00 Page 8 Denign of Top Flexurel Reinferceneot NOTE: Area of steel in the short direction for Factored and Earthquake Leeds has been increased by 1.61 (Art 4.4.6.3.2). Earthquake Lends )EQ) for Footing Deeign )k-ft) Key to Types of Leeds N(YTE: Retie = Capacity (Coop or Uplift) / (NsA or Win) Pile Lend. SEE = Service Loads. FEC = Factored Leeds. PHI 0.90 MAX Unreduced Seismic (VII) & Probable Plastic (PB) EQ Eerthquske L. d.. PHI = 1.09 MINI Mmmlx Reinforcement (Art PHI = 1.00 Cop Cop boned en 1.2 0 the Cracking 800551. Uplift Ceap 92142 Waiver of Mininum Reinforcement (Art 8.17.1.2) -140. 280. based on steel area one third greeter than required by analysis. MAX = 14e511000 Reinforcement (Art 8.16.3.1) ---------------Applied Leads -------------: Win Hoe based on .75 o balanced steel ratio. Leading Tram Long Comb Axial Pile Pile 01)43 = MiniulnOl Reinforcement (Temperature) (Art 8.201 Grp Ca Hf (45 H P Lend Ratio Lend Ratio based en 18 000imnen her spacing. P87 1 0. 5000. 5000. 261. -83. 1.68 121. 2.32 OK Footing Depth 2.50 it Bar Bar Lend Control Depth Applied Required NeW The following are included in the Applied Loads above: Sine Dir Type Grp Cs Effective Moment Steel Area Bern (inches) (k-ft) (eq in) Weight of Cover - 106. kip. Weight 00 Footing 155. hips 8 S SEE 26.44 0. 000 0 Total 261. hips 6 V SEE 25.43 0. 0..00 0 8 S FEC 26.44 0. 0.00 0 For Group P87 Case I the Pile Lends at each comer are: 6 V FEC 25.43 0. 0.00 0 121. 121. 8 S EQ P87 1 26.44 3. 0.03 1 6 V EQ P07 1 25.43 1857. 23.82 55 -83. -83. 26.44 770. 6.62 9 8 X 55 )41 6 V 91N1 25.43 3179. 28.48 65 Title Poinsettia Lone ON Best 2 Pier Footing 14:13:36 07/26/00 Page 9 8 5 01)42 26.44 5. 0.03 1 6 1 51)42 25 43 2476. 19.73 45 Design of Bottom Flexural Reinforcmnent 8 0 MAX 26.44 5319. 55.11 70 6 V MAX 25.83 20332. 218.99 498 NOTE: Area of steelin the short direction for Factored and Earthquake Loads has been increased by 1.61 (Arc 4.4.6.3.2). 8 X MINI 26.44 736. 6.32 6 V 5103 25.43 1444. 12.76 29 500 Service bade. FEC Factored Leede. PHI 0.00 B S (4103 26.44 736. 6.32 8 EQ Earthquake Loads. PHI = 1.08 6 V EQ P87 1 25.43 14.57. 23.82 55 MINI Miniesen Reinforcement (Art 8.17.1.1) Key to Types of Loads: .............. .....................Centre................................................. based on 1.2 X the Cracking Moment. on I.? 01)42 Waiver Sininoen Reinforcement (ArE 8.17.1.2) Title Peinsettin Lane OR Bent 2 Pier Footing 14:13:36 07/26/00 Page 11 based en eteel area one third granter then required by analysis. MAX = Maximum Reinforcement (Art 8.16.3.1) based on .75 e balanced steel ratio. Final Results for Footing Cheek ......................... ......................................................................... POINS Aft footing Length = 41.31 ft Footing Width 10.00 ft Input Depth = 2.50 ft Pile Load Results Load Control Win Pile Capacity Control Max Pile Capacity Type Ct-p Ca Load Uplift Ct-p Ca Load Coop 1k) (k) (k) (i) SEX VI 2 42. -56. OR III 3 79. 145. OIL FAC VI 2 65. -84. OX IF 3 135. 210 OR EQ P07 1 -83. -140. OK PB7 1 121. 280.. OIL Shear Results Depth = 2.50 ft Perimeter (80) = 0.00 ft Ratio = Capacity / Applied Load Control . Depth Shear Sheer Type Ct-p Ca Effective Applied Capacity Ratio (int-hoe) hips) (hips) FAC DY 22.37 VY = 859. VIJY = 1791 2.09 OR EQ BY 22.37 VI = 778. VUY = 1791.. 2.30 Of NOTE: The cheer plane at distance 'DX in outside the footing dimension. therefore, no (fIX) or (VP) shear calculations are nade. * Top and Bottom Fleeure Reaulte Footing Depth 2.50 ft Bar Bar Load Control Ef IL Applied Bar At-em Bore Bare Error lies Dir Typo Grp Ca Depth Moment Space Roq Req Input Code lie) )k-ft) )in) )ai) Top 8 X 81143 26.44 736. 7.52 6.32 8 16 OR 4 6 1 EQ PB7 1 25.43 1857. 6.35 23.82 55 78 Of Bottom 8 5 81)11 23.44 770. 7.52 7.52 10 16 OK 4 7 1 FAC IF 3 22.37 2273. 6.35 37.19 62 70 OK Title Poinsettia Lane ON Bent 2 Pier Footing 14:13:36 07/26/00 Page 12 (4inieuo, .!r*ferre Bar Spacing & Developmen.!.L ength )Units Inched The clear distance between parallel bare shall not be lene than 1.5 bat- diameters (nominal) - 1.5 times the max-nice course aggregate, nor 15 inches (Cede 8.21.5), Preferred center to center spacing based on Bridge Design Details P 13-20. Bar Bar Nominal Win Clear Octet-seed Nini000s Preferred Development Si Area Diameter Distance Diameter . C-to-C C-to-C Length Spacing Spacing SPCa6 SPCOa6 4 .20 .100 2.250 .563 2.813 3.250 12 12 5 .31 625 2.250 .608 2.938 3.500 15 12 6 .44 .750 2.250 875 3.125 3.750 19 15 7 .60 .875 2.250 1,000 3.250 4.000 26 20 8 .79 1.800 2.250 1.125 3.375 4.250 34 27 9 1.00 1.128 2.250 1.250 3.500 4.500 42 34 1 1,27 1,270 2.250 1.438 3.608 4.750 54 43 11 1.56 1.410 2.250 1.625 3.875 5.000 66 53 14 2.25 1.693 2.539 1.075 4.414 5.500 90 72 18 4.00 2.257 3.386 2.500 5.886 6.000 116 93 Error Cedee: 1 = Bar Spacing loss than the AASHTO minimum (Cede 8.21.11. 2 a Bet- Spacieg lees than the preferred CALTRAI4S otinisnen lot-. Dee. Oct.) 3 Bar Spacing more than the AASHTO eaeieaee 118') )Cede 8.20). 4 Inadequate development length ICode 0.21). I U .PRT Title Poinsettia Lane OR Bent 2 Pier Footing 14:13:36 07/26100 Page 13 Bar Reinforcing Steel Bar Type Bar NO.0 Length Weight Weight Size Bar )ft) )lb/ft) Jibs) Top 0-Ret- 8 16 40.8 2.670 1743. V-Bar 6 78 9.5 2.670 1113. Bottom 5-Bat- 0 16 40.8 2.670 1743. V-Bar 7 78 9.5 2.044 1515. Stirrup 5 262 3.1 1.043 043. NOTE: Stirrups are required in o hand eetending 6 inches maximum from the column reinforcement to 23 inches from the face of the colueu in the'n'direction and 22 inches from the face of the column i the V direction. Quantities and Entimeted Coat - Pile Footing Contract Item Unit Quantity Price Amount Structure Excavation (BR) cy . 96. 25.00 2406. Structure 8acbfill BR) cy 53. 28.00 1471. Structure Concrete, BR FTC cy 38. 247.00 9448. Bar Reinforcecont (BR) lb 6957. 0.41 2852. Furnish Piling If 0. 9.39 0. Drive Piles Os 14 688.00 9632. Total Cent 25809. Title Poinsettia Lane OH Bent 2 Pier Footing 14:13:36 07/26/00 P090 14 Run Time: 00:00: 0.05 End of Run. 4 — . 50 SUBJECT DATE Sol JOB NO. I C BY SHEET of CHECK JOB Itf - L-' tA CWM I N) I I I I I I I I I . I 1 I I I I I I DOKKEN I -. ENGINEERING www.dokk.D aSia.. r in 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 _tL)T CD 'T- = -E 6z-k — - __ ic:co i - S 00C) (LP) EJc: DOKKEN I - ENGINEERING d a k kea I nglu..rtag 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -IL 4 •b PL%R 8& A-r frc:. _315 '4 . a. zLI ThP A- ) LAI)L) RiT-1 \,V T1 -n -€ &- J roc_r-1z ce-) -• - 4T- JOB NO. JOB SUBJECT DATE 'L- LM c'- Pte. -r/(s').- 3'.c:' StJ. = DOKKEN I. ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 T4E (c-ro AA) I 5"(. ec') I JOB SUBJECT DATE 6 ___ I 6E.(5 r ? . BY F ______ I CHECK I LM- _ IAf JOB NO. SHEET of I 1' I I I I I I I I I 'I I I I. 1 1 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1:E1 (Z UN .T2z (14610) • o) 2 - 2riH 77 - = - °-°R-,C i7- 1 -. .0,o = 000 ' 000 ,< = /a I FI -5 'I1ZT- \___L1 Z JZ5 2.1 a.S E- Li.19a /'r I JOB - SUBJECT DATE JOB NO. ~5 SHEET I ' A) c7TA- L- c'1 CHECK Of I JOB DOKKEN ENGINE E RING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 \1L10 'L? 6 89 ' Fr. NZC?°3c)'05'\,J \JcccL (t\/L 4 ,3 VC C 19 H 4m 66.4.1 L ffc L 4 2.Lr166 '5) '71,805 c , ______ IL ç43 \-()(Z2# 6(zi) #.L11 'V1co 'T9.600- o JOB OB NO. SHEET CHECK Of 1 1 I 1 I I I I I I I I I I 'I I I 1 '-'1'J- b R O K K E N GIN E ER IN 0 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CATD.A.kh.. 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 AflO U Tc'i' 21 F'cT t' -LV 4t • L}3,Q ____ crno LV,RicM Cp 6 - 55o4 (s .c cm 'CCL CL-ThP PIN 4 2. - JOB SUBJECT DA1E, JOB NO. BY SHEET S - CHECK of I 1 ) I a I I, I I I I ) I I I I I I I j I I I JOB NO. JOB SUBJECT Oil TJE5fQ SHEET s- CHECK Of DOKKEN ENGINEERING w.dokk.a.u( ft..? \o (c c\0rCc'1 Ci'L- $ A L'S or.St Lco 1. 3 2JG,J4 2. N \.\ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Project No. 1095 SEISAB INPUT Magnified Soil Profile Cl Poinsettia Lane OH Widening SDC ARS CURVE Magnitude 7.25 (1) (2) SDC SDC Magnified Period Spectral Acceleration Spectral Acceleration (sec) (g) (g) 0.00 0.59 0.59 0.05 0.59 0.59 0.10 0.90 0.90 0.15 1.15 1.15 0.20 1.26 1.26 : 0.25 1.27 1.27 0.30 1.25 1.25 0.35 1.21 1.21: 0.40 1.17 1.17 0.45 1.13 1.13 0.50 1.07 1.07 0.55 1.02 1.04 0.60 0.97 1.01 0.70 0.88 0.95 0.80 0.80 0.90 0.90 0.74 0.86 1.00 0.67 0.80 1.10 0.60 0.72 I: .1.20 0.54 0.65 1.30 0.49 0.59 1.40 0.46 0.55 1.50 0.41 0.49 1.60 0.38 0.46 1.70 0.35 0.42 1.80 0.32 0.38 1.90 0.29 0.35 2.00 0.27 0.32 2.25 0.23 0.28 2.50 0.19 0.23 2.75' 0.17 0.20 3.00 0.14 0.17 3.25 0.12 0.14 3.50 0.11 0.13 3.75 0.10 . 0.12 4.00 0.10 0.12 See Agra letter dated April 28, 2000 Magnified per SDC (July 1999) criteria, Section 6.1.2.1. 7/lCiC) 7/5/00 10:07 AM arsC70.xls . I [ SEISMIC DESIGN CRITERIA • JULY 1999 VERSION 1.1 -I - SOIL PROFILE TYPE C MAGNITUDE: 7.25--'60.25 Note: Peck ground acceleration vowes not in parentheses are for rock (Soil Profile Type B) and peck ground acceleration values in parentheses are for Sail Prorde Type C. , 4 ._ - It] — 0.2g (o 4 0,— 0.79 (0. 6.69 (0. 0.59 0.41 (0.41)__ — 0.3q (0.33q) 0.2g (0.24q) - 0.19 (0.129) - Documenti Susan Perano Craig Harrington * 00008* 88080808*000 *080000 888800 888*0 8080808 #008888o#g 088*0000* 000000g000 0000000000 00008089* 8880000 omoe0000 *00000000 sss000soo 8800o*000000 088880*0 0880008889 8*80 0*0* 0080 o*oo 8008 80*0 0488 08*8 88*8 008* 80800 *888 8808 80880 008* 808* 0*90 8000 0*00*08 888008*0 0080 8880 HUM000 0588008 0*8800* *0088800 00*0 #08*0 088080080* 08*08088880 *080* *000 0*00 8*0*0 8888 0*00 0*80 800* 808* osoo 80*0 80*0 00*8 *000 988* #88* 8888 *88* osoogo soon oos000000# 808 0880880 oomotisoe 0*0* 0888 05(080888 0000508900 008m0000 88008*888* 00*0000*05 *00* 080* 0880880 888880 *808800*880 088800500800 088000 0088 5880 8(8R8 080500 0888*0 *8008*08 88888888 0808888805 8000808088 0000 8000 *808 8880 8988 0888 85*80*0 *00*8* 8888 8800500 5880** 0808 osog 00* 800* 88*8 8858880889 88880080*8 88080800 osoo#*so 088*0* 888800 SEISAB PC Version 1.42 (05/05/94) (c).1990-94 Dokken Engineering All rights reserved. Date: 10/31/00 Time: 13:26:26 Pile: iree.in User: Unknown 0000*00 080880000 800000800 0*00080 0000000 008880*0 0880000*0 000000000 000000000 000000000 000000000 000000000 8* 00 00 000 00 00 *0 *0 08 0* 000 00 000 00* 00 *0 00 000 #00*0* *0960 0*0 00000* 0*0*00000 0*000000 0*0*00 #000* *00 00000* 0*0*0*0*0 00000000 *00 0* *00 000 00 00 00 000 00 00 00 000 00 0* 0* 00 00 *0 0*0000000 000000000 000000000 000000000 0* 00 00000*000 0*0000* 000000*00 000000000 00000** 0* 00 00000000 PC Vera: 1.42 Date: 05/05/94 Written By: Roy Inbnen lOntea * VIE Kaliakin Ken Perano * James Gates * 0 Time: 13:26:26 Date: 10/31/00 SBISS.B Poinsettia Lane ON Check: RESPONSE SPECTRUM ANALYSIS C SUPERSTRUCTURE JOINTS 4. COLUMN JOINTS 3 OUTPUT LEVEL 6 BLOCKING FACTOR U C C ----------ALIGNMENT DATA------------ ALSGNMENF C ALIGNMENT OFFSET L 0.0 STATION 1749 A 77.37 COOED N 0000.0 E 0000.0 BEARING N 76 54 40 K C C ---------SPAN DATA------------------ SPANS LENGTHS 47.396 47.396 47.396 C AREAS 94.761 C Ill 161.5 C 122 45511.54 C 133 30.1 C K 519120 DENSITY 0.150 WEIGHT 5.18 C C --------- DESCRIBE DATA............. C DESCRIBE LUMN ' CO COL' AREA 103.2 Ill 40710.0 122 3.26 133 40707.6 DENSITY 0.150 E 467928 SPECIAL CAP 'BEN'I'CAP' 900de1 Top of Pier an Bent Cap 133 3.59 K 46792* C ------------ ABUTMENT DATA .......... ABUTMENT STATION 174977.37 BEARING N 20 30 05 N, N 20 30 05 W ELEVATION 76.625 75.015 CONNECTION FREE FREE C CONNECTION FIX FIX C C ----------SENT DATA ---------------- C - PIER BEARING N 20 30 05 N, N 20 30 05 N ELEVATION TOP 76.93.76.73 ELEVATION BUT 46.50,45.50 WEIGHT 69.03.69.03 C SPECIAL CAP 'BENTCAP' AT 2.3. COLUMN 'COL' AT 2.3 COLUMN TOP PIN LONG AT 2,3 COLUMN TOP END JOIN)' SIZE 0.075 AT 2.3 COLUMN BOTTOM FIX Al' 2,3 C COLUMN BOTTOM END JOINT SIZE 1.25 AT 2.3 COLUMN OFFSET SKEWED L 0.0 AT 2,3 C ---------FOUNDATION DATA ........ 1 - - - - - - - - - - - - - - - - - - Docunientl - C C FOUNDATION C AT ABD'SMD24T 1,4 C SPRING CONSTANTS C KF1F1 500 C KF3F3 0 C C ---------- LOADOATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD S_Os 0.10 0.15 0.20 0.25 0.30 0.35 - 0.40 0.45 0.50 0.55 0.60 0.75 0.80 - 0 .9 0 1.00 1.10 1.20 1.30 1.40 1.50 - 1.60 1.70 1.80 1.90 2.00 2.25 2.50 - 2.75 3.00 3.25 3.50 3.75 4_0 0 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 - 1.17 1.13 1.07 1.04 1.01 0.95 0.90 0.86 0.90 0,72 0.65 0.59 0.55 0.49 0.46 0.42 0.38 0.35 0.32 0.28 0.23 - 0.20 0.17 0.14 0.13 0.12 0.12 FINISH Page 1 - - - S E I S A B - - - (PC Vets 1.42) 10/31/00 Poinsettia Lane OH Check SEIIAB DATA INPUT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 . 0.000 76.911 STATION COORDINATE N. 0.000 B 0.000 Page 3 - - - I B I S A B - - - - (PC Vern 1.42) 10/31/00 Poinsettia Lane ON Check SPAN DATA INPUT SEGMENT LENGTH AREA Ill 122 133 SPAN 1 47.40 1 47.40 94.76 561.50 45515.54 30.10 SPAN 2 47.40 1 47.40 94.76 561.50 45511.54 30.10 SPAN 3 47.40 1 47.40 94.76 161.50 45511.54 30.10 * RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED 15 BASED ON- 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLORS OUTPUT LEVEL S IS IN EFFECT Page 2 - - - - S E I S A B - - - - (PC Vets 1.42) 10/35/0E Poinsettia Lane 08 Check ELASTIC SEGMENT NT/LENGTH DENSITY MODULUS SPAN 1 1 5.180 0.150 519120. SPAN 2 5.180 0.150 519120. SPAN 3 5 5.180 0.150 519120. Page 4 - - - S E I S A B - - - - (PC Vets 1.42) 10/31/00 Poinsettia Lane ON Check DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE: COL. INFORMATION: - SEGMENT LENGTH AREA Ill 122 133 1 0.00 103.20 40710.80 3.26 40707.60 2 Docüiñentl ELASTIC SNGMER'l DENSITY MODULUS 1 0.150 467928. BENT CAP AND/OR SPECIAL BNTP CAP INFORMATION No. 1 TITLE: BENTCAP INFORMATION: Model Top of Pier an Bent Cap DENSITY. ELASTIC MODULUS 467928. AREA Ill 122 033 SPECIAL CAP MEMBER 3.59 Page 7 - S 0 I S A B - - (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS BENT SPACING COL TITLE ECCESSTR. GROUP OFFSET 2 1 COL 0.00 SKEWED 0.00 3 1 COL 0.00 SKEWED 0.00 Page 5 I E I S A B . . . . (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check ABUTMENT DATA INPUT ABUTMENT TO BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE 1 174977.36 76.62 339.499 FREE 4 75.01 33 9.49 9 FREE Page 6 I E I S A B . . . . (PC VeIn 1.42) 10/31/05 Poinsettia Lane OR Check BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT BUT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339499 76.93 46.50 69.83 3 339.499 7673 4550 6983 BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA Ill. 122 533 2 SINGLE COLUMN BENT NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN DENT NO CAP PROPERTIES REQUIRED ELASTIC BENT DENSITY MODULUS 2 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BERT - NO CAP PROPERTIES REQUIRED RENT CONNECTIVITY INFORMATION IUPERITR BENT TO SUPERSTR DRUGS WDTH BENT CONTINUITY CONNECTION TYPE MIRMNT TYP BR000 WDTH 2 CONTINUOUS FIXED 3 CONTINUOUS FIXED BENT COLUMN END INFORMATION TOP ........ ............. BOTTOM .......... DRY COL CONN TYP .INT SIZE ERG ELM'F CONS TYP .INT SIZE ERG ELMT 2 1 PIN LONG 0.88 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.00 Page 8 S E I S A B - . . - (PC Vera 1.42) 15/31/0I Poinsettia Lane ON Check BENT DATA INPUT (CONTINUED) RENT COLUMN PROPERTY INFORMATION BENT 2 LENGTH/ AREA/ SEGMENT DENSITY BLAS MODLX Ill 122 133 COLUMN 1 1 C 29.56) 103.20 00710.80 3.26 40707.60 0.150 467928. BENT 3 LENGTH/ AREA/ - IB3Nr DENSITY SLAB MODLS Ill 522 033 COLUMN 1 1 C 30.35) 103.20 40710.80 3.26 40707.65 I 3 N - - - - - - - - - - - - - - - - - - - Docuiiient1 0.150 467928. PARENTHESES INDICATE AN AO.TUSTED SEGMENT I.ENGFH. Page 9 - - S E I S A B - - - (PC Vera 1.42) 10/31/00 Poinsettia lane ON Check LOADINGS DATA INPUT ---------------------------------------------------------------- THE NUMBER OF NODE SHAPES POUND WILL BE 3NUMBER OP SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING CoEprIcIEN'r 0.05 ACCELERATION DUE TO GRAVITY 32.20 DIGITIZED ACCELERATION SPECTRW4 POINT PERIOD VALUE 1 0.050 0.5900 2 0.100 0.9000 3 0.150 1.1500 4 0.200 1.2600 5 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 8 0.400 1.1700 9 0.450 1.1300 10 0.500 1.0700 11 0.550 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.800 0.9000 15 0.910 0.8600 16 1.000 0.8000 17 1.100 0.7200 18 1.200 0.6501 19 1.300 0.5900 20 1.400 0.5500 21 1.500 0.4900 22 1.600 0.4600 23 1.700 0.4200 24 1.800 0.3800 25 1.900 0.3500 Page 10 (J\ S B I S A B . . . . (PC Vera 1.42) 10/31/00 C)') Poinsettia Lane ON Check LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.210 0.2800 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 32 3.510 0.1300 33 3.750 0.1200 34 4.000 0.1200 - Page 11 S E I S A B . . . . (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check LOADING DATA INPUT (CONTINUED) PLOT OP THE USER INPUT ACCELERATION SPECTRUM 2.0* 1.9* 1.8* 1.7- 1.6+ A C 1.5* C I B 1.4* I E 1.3* I I IX A 1.2* I 7 ) 1131 I 1.1* O ) XX N 1.01- 5 I 0.9+0 I I I I 0.8* 5 X 0.7* 5 O ) E 0.6+X I S 1.5+ X I X 0.4+ XX X 0.3* XX X 0.2+ X XXX 0.1+ X S I.E. S S 2 3 6 5 PERIOD (SECONDS) Page 12 41 - - - - - - - - - - - - - - - - - - - * Document! - S E I S A B - - (PC VerB 1.42) 10/31/00 4 0.544 0.071 0.548 0.011 0.000 0.000 ABS 4 1 1.272 0.166 0.000 0.000 1.272 0.166 Poinsettia Lane ON Check z 0.166 0.022 0.000 0.000 0.166 0.022 111 S77 8888 0000 1322 0.172 4 5.507 0.071 0.000 0.000 0.507 0.071 LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS CASE/COMB X S Z DESCRIPTION 1 0.974 0.000 -0.226 LONGITUDINAL 2 0.226 0.000 0.974 TRANSVERSE 3 1.0LONG + 0.3TRANS 4 0.3L0N0 + 1.OTRANS LOAD CASE/COME DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0. LONG + 0.3TRANS 4 03LONG + 1.0*TRANS Page 13 - S B I S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD FREQUENCY CS X S Z 1 3.354 0.298 0.14 -9.597 0.034 3.589 2 0.277 3.612 1.26 0.037 2.684 -0.025 3 0.219 4.575 1.26 -0.226 0.002 0.099 4 0.210 4.771 1.26 1.516 -0.127 -0.666 5 0.198 5.042 1.26 2.010 0.100 -0.752 6 0.153 6.603 1.15 -0.027 -7.342 -0.011 7 0.070 14.187 0.72 -0.192 0.011 -0.060 8 0.066 15.109 0.69 0.929 -0.088 -0.356 9 0.063 15.909 0.67 0.877 0.725 -0.376 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. Page 14 - - I E I S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC DISPLACEMENTS - LEFT FACE .... .... ROOT PACE .... ... OPNNG/CLSNG... ITEM LC LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABU 1 1 0.000 0.000 1.274 0.366 1.274 0.166 2 0.000 0.000 0.166 0.022 0.166 0.022 3 0.000 0.000 1.323 0.172 1.323 0.172 4 0.000 0.000 0.548 0.071 0.548 0.071 BET 2 1 1.274 8.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.000 0.000 3 1.323 0.172 1.323 0.172 0.000 0.000 4 0.548 0.071 0.548 0.071 0.000 0.000 ONT 3 1 1.274 0.166 1.274 0.166 0.000 0.000 2 0.166 0.022 0.166 0.022 0.500 0.000 3 1.323 0.172 1.323 0.172 0.000 0.000 -E Page 15 - - - - 5 8 I S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES - LNGITUSNL .... .... TRANSVRSE.... CL L.00 LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION BET 2 1 BOT 1 279.8 6890. 8.3 244. 32.4 5.0 2 36.4 896. 1.5 45. 5.5 0.0 3 290.8 7159. 8.7 257. 34.0 5.5 4 120.4 2964. 4.0 119. 15.2 0.0 1 TOP 1 238.6 5. 8.2 89. 32.2 0.0 2 31.0 0. 1.5 13. 54 0.0 3 247.9 0. 8.6 93 338 0.0 4 102.6 0. 3.9 39. 151 00 BNF 3 1 BUT 1 263.1 6546. 90 298. 39.5 0.0 2 34.2 852. 18 56. 6.2 0.0 3 273.4 6802. 9.0 305. 41.3 0.0 4 1132 2616. 4.5 143. 18.0 0.0 1 TOP 1 221.1 0. 8.9 42. 393 0.0 2 20.0 0. 17 8. 61 50 3 229.7 0. 9.4 44 41.1 0.0 4 951 0. 4.4 20. 179 0.0 LOAD CASE/COMB DESCRIPTION 1 LOO(GITUOINAL 2 TRANSVERSE 3 1.S LONG • 03TRANS 4 0.3LONO + LO 'TRANS 5 - - - - - - - - - - - - - - - - - - - Docuinent1 - Page 16 - - S H I S A H - - (Version 1.42) 10/31/00 Poinsettia Lane OR Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC ABUTMENT, HINGE AND 2011FF FORCES W/R TO BRIDGE C.L. W/R TO ITEM C.L. ITEM LC VERT SHEAR LONGIWDNL THIeF SHEAR LONGITODNL TRNV SHEAR ABU 1 1 12.2 0.0 00 0.0 0.0 2 2.5 0.0 0.0 0.0 0.0 3 12.9 0.0 0.0 0.0 5.0 4 6.2 0.0 0.0 0.0 0.0 ABU 4 1 15.3 0.0 5.0 0.0 0.0 2 3.4 0.0 0.0 0.0 0.0 3 16.3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 0.0 LOAD CASE/C DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.010N0 0.3TRANS 4 0.3-LONG • 1.HTRANS Hen Time: 0000: 0.28 End 00 RUB. 6 I I ) I I I I I I I I I I I I I I. I . I DOKKEN ENGINEERING www.dokkfl.Ag 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 3 —v(4-r RS (~'etz Mkxc-- kL3r Fc = A-4307--i A- T . 6 -r)~~SFa — * — — — -4- 44 WPt3L 3%4/Fr — 6 4) 56) O /r 1 ,c — T,k-t a 58S -S — 1' o IoVfr . OZ-2. r o H 02? 'w JOB SUBJECT DATE I JOB NO. Po 1 14C1T A- .LJ'J Ei BY SHEET CHECK of - - - - - - - - - - - - - - - - - - - - flsimnU -- Susan Perano Craig Harrington *89*9 9*498*989* *8*8*9* *90*1(0 *88*99* 8*99*0* 8*m*** 898*88*9*8 *##9H***B 8*8*9* En##RO#*0 #9*8*898 #8EnRB 11 ### *8*88898*9* * *89*09* 9988*98* *98* 88*9 #98* *9*9 *880 9*91* 9989 0999 9*9* *98* 88*8* 8*9* 811*8 *949* 899* 0*1(9 *9911 8*99 *8*88*9 *8*888*9 889* 1(9* *89*89*89 #81(899 *484*99 98888R88 #9*8 9*88*88 8*99*8*8 8888*098*8 #9888 8*9* 89*8 *88*9 9*9* #988 8*8* *89* *8*9 888* (1(8 9*88 *899 11*88 ((88* (En (#88 *8*8 988*8*81(94 *#m*** **En** ***t(**8999 *99* *8*9 1(80* *8*8*8*9 *88*8*9*88*8 988*98*88 #89*8*98 *88* *8*0 *988*9*8*9 9*088* 9*8889*8 En*88* *88*98 989* *9*0 *9*9988 9*88*8 #089*8 88898*9* 8* 998* En88889* 988*0* 88*8 9*89 908* 08*8 *9*9 *0*0 En** *8*9*9 88*9 *88*8*9 *9*91(8 #9*11 0*8* *8* #98* 898* *En9#8* *9*8*9899* *9*89*8* *98*98* 8*8* SEISAB PC Version 1.42 (05/05/94) (C) 1990-94 DOkken Engineering All rights reserved. Date: 10/31/00 Tine: 13:42:38 File: P15.18 User: Unknown 8*9898* 88*8*9*88 *99*888*9 *880*0* 8*8*88* 8*999*8* 89*89*9*8 *8*89*8*8 88*88*9*8 8*89899*9 #98*9*9*8 88*0*8*88 *8 89 *9 #RR 08 8* 9* *8 *8 *8 9*8 #8 N. *98 88 *9 8* 8*9 *88*88 #989* 8*8 #9*88* 8*8*8*89* #8899988 8*8*98 9*8*9 *98 #88*9* *88*8*88* *888*8*9 8*9 8* #8* 8*0 OR 9* 8* #88 9* 8* *9 *89 9* *8 #8 09 *9 *8 *8*888*9* #88*8*8*8 #9*9*88*9 889*88*8* 88 9* *88*8*99* *889*8* #88988989 #8*998899 4#4 ### 9* 8* #8888*8* PC Vets: 1.42 Date: 05/95/94 Written By: Roy lARsen - Jon Lea * * yin Kallakin Ken Perano * James Gates 1 TieR: 13:42:3* Date: 10/31/00 SESSAB 'Poinsettia Lane ON Check RESPONSE SPECTRUM ANALYSIS C SUPERSTRUCTURE JOINTS 0 COLUMN JOINTS 3 OUTPUT LEVEL S BLOCKING FACTOR 0 C .........ALIGNMENT DATA------------ ALIGNMENT C ALIGNMENT OFFSET L 0.0 STATION 1749 C 77.37 COORD N 0101.0 E 0000.0 BEARING N 76 514O 0 C C .........SPAN DATA.................. C SPANS LENGTHS 47.396 07,396 47.396 C AREAS 94.761 C Ill 161.5 C 122 45511.54 133 30.1 E 519120 DENSITY 0.150 WEIGHT 5.18 C .........DESCRIBE DATA............. C DESCRIBE COLUMN 'COL' AREA 103.2 Ill 40710.8 122 3.26 133 40707.6 DENSITY 0.150 E 467928 C SPECIAL CAP 'BENTCAP 940de1 Top of Pier as Bent Cap 133 3.59 E 46792* C C ............ABUTMENT DATA.......... ABUTMENT STATION 174977.37 BEARING N 20 30 05 H, N 20 30 05 H ELEVATION 76.625 75.015 C CONNECTION FREE FREE CONNECTION FIX FIX C C ..........BENT DATA................ PIER BEARING N 21 30 05 W. N 20 30 05 N ELEVATION TOP 76.93,76.73 ELEVATION SOT 46.50.45.50 WEIGHT R9,83,89.83 C SPECIAL CAP 'BEN'rCAP' AT 2.3, COLUMN COt. AT 2.3 COLUMN TOP PIN LONG AT 2.3 - COLUMN TOP END JOINT SIZE 0.975 AT 2.3 COLUMN BOTTOM FIX AT 2.3 C COLUMN BOTTOM END JOINT S/ZE 1.25 AT 2.3 COLUMN OFFSET SEWED L 0.0 AT 2,3 C C C .........FOUNDATION DATA ........ - - - - - - - - - - - - - - - - - - - Document6 C FOUNDATION AT ABUTMENT 1.4 SPRING CONSTANTS KF1P1 573.6 RB3F3 0 C C ---------- LOAD DATA ----------- C LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0.05 0.10 0.15 0.20 0.25 0.30 5.35 - 0.40 0.45 0.50 0.55 0.60 0.70 0.80 - 0.90 1.00 1.50 1.20 1.30 1.40 1.50 - 1.65 1.70 1.80 1.90 2.00 2.25 2.50 - 2.75 3.00 3.25 3.59 3.75 4_0 0 VALUE 0.59 0.90 1.15 1.26 1.27 1.25 1.21 - 1.17 1.13 1.07 1.04 1.01. 0.95 0.90 - 0.86 0.80 0.72 0.65 0.59 055 0.49 - 0.46 0.42 0.38 0.35 0.32 0.28 0.23 - 0.20 0.17 0.14 0.13 0.12 0.12 FINISH Page 1 - - . - 5 0 1 S A 8 - - - - (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check SEISAB DATA INPUT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AND LINE STATION OFFSET AZIMUTH 174977.370 0.000 76.911 STATION COURDINATE N 0.000 E 0.000 Page 3 - - - - S 0 I 0 A B . . - - (PC Vera 1.42) 10/31/00 Poinsettia Lane OR Check SPAN DATA INPUT SEGMENT LENGTH AREA Ill 122 533 SPAN 1 47.40 1 47.40 94.76 161.50 45511.54 30.10 SPAN 2 47.40 1 47.40 94.76 161.50 46511.54 30.10 SPAN 3 47.40 47.40 94.76 161.50 45511.54 30.10 RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED IS BASED ON: 4 INTERMEDIATE JOINT(S) ON EACH SPAN 3 INTERMEDIATE JOINT(S) ON EACH COLUMN OUTPUT LEVEL 0 IS IN EFFECT Page 2 I E I S A B - - - (PC vera 1.42) 10/31/00 Poinsettia Lane OR Check ELASTIC SEGMENT WY/LENGTH DENSITY MODULUS SPAN 1 1 5.180 0.150 519120. SPAN 2 1 5.180 0.150 519120. SPAN 3 1 5.100 0.150 519120. Page 4 5 0 I S A B - - - (PC Vets 1.42) 10/31/00 Poinsettia Lane OR Check DESCRIBE DATA INPUT COLUMN INFORMATION NO. 1 TITLE: COL. INFORMATION: SEGMENT LENGTH AREA Ill 122 133 1 0.00 103.20 40710.00 3.26 40707.60 2 - - - - - - - - - - - - - - - - - - - Document6 ELASTIC SS4ENT DENSITY MODULUS ABUTMENT FOUNDATION SPRING CONSTANTS (CONTINUED) 0.150 467928. ABUT EPIP1 KP1P2 EP1F3 XP1HS KFSM2 EP1M3 - 4 574. 0. EF2F2 KF2F3 KF2M1 KP2M2 KF2M3 POP FIXO BENT CAP AND/OR SPECIAL BENT CAP INFORM EP3M3ATION 6P3P3 XF3M1 KP3M2 NO. I TITLE' BENTCAP (GI1M1 I061M2 0141(43 INFORMATION Model Top of Pier 88 Bent cap DENSITY I SOP FIBS ELASTIC MODULUS: 467928. AREA Iii 122 133 EM2M3 EM2M2 SPECIAL CAP MEMBER 3.59 DOP PIED 4043143 FOP PIED 0. - Page 5 - - - I E I S A B - - . - (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check ABUTMENT DATA INPUT ABUTMENT TO BRIDGE ABUTMENT STATION ELEVATION AZIMUTH CONNECTION TYPE - 1 174977.36 76.63 339.499 FIXED 4 75.01 339.499 FIXED ABUTMENT FOUNDATION SPRING CONSTANTS ABUT ((P1PS KPSP3 IcP1P3 KP1M1 ((P1(42 ((P14(3 -.1• 574. KP2P2 KF2P3 ((P2141 ((P2(42 ((22(43 SOP PIXD IcP3P3 E23141 ((P3(42 KP3M3 1041141 1001142 ((141143 FOP PIED ((142142 1042143 SOP PIXD 1043(43 SOP PIED Page 6 - - - - S B S S A B - - - - (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check ABUTMENT DATA INPUT (CONTINUED) Page 7 - . S E I S A B - - - (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT ROT BENT BENT AZIMUTH ELEVATION ELEVATION WEIGHT 2 339.499 76.93 46.50 69.83 3 339.499 76.73 45.50 69.83 BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES BENT TITLE AREA Ill 122 133 2 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT . NO CAP PROPERTIES REQUIRED ELASTIC BENT DENSITY MODULUS 2 SINGLE COLUMN BENT ':'NO CAP PROPERTIES REQUIRED 3 SINGLE COLUMN BENT - NO CAP PROPERTIES REQUIRED Page 8 - - - 5 0 5 U A B - - - (PC Vera 1.42) 10/31/00 Po(nsettia Lane ON Check BENT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS 3 - - - - - - - - - - - - - - Document6 BENT SPACING COL TITLE ECCENTR. GROUP OFFSET 2 1 COL 0.00 SKEWED 0.00 3 1 COL 0.00 SKEWED 0.00 BENT CONNECTIVITY INFORMATION SUPERSTB BENT TO SUPERSTR BaDGE BOTH HOOF? CONTINUITY CONNECTION TYPE MSRMNT TSP BRDCE MOTH CONTINUOUS FIXED 3 CONTINUOUS FIXED 0202? COLUMN END INFORMATION lop ........... .......... BOTTOM .......... BET COL CONN TSP IN? SIZE ERG 2(12? CONN TSP lOOT SIZE BOG 0124? 2 1 PIN LONG 0.88 FIXED 0.00 3 1 PIN LONG 0.88 FIXED 0.00 Page 9 S E S S A B . . . . (PC VerB 1.42) 10/31/00 Poinsettia Lane OR Check BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION BENT 2 LENGTH/ AREA/ SEGMENT DENSITY ELAS MODLI 111 122 133 COLUMN 1 1 ( 29.56) 103.20 40710.00 3.26 40707.60 0.150 467928. RENT 3 LENGTH/ AREA/ SEGMENT DENSITY ELAI MODLS Ill 122 133 COLUMN 1 1 I 30.35) 103.20 40710.90 3.26 40707.60 0.150 467928. 1*1 PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH. Page 10 S 0 I I A B . (PC VerB 1.42) 10/31/00 Poinsettia Lane ON Check LOADINGS DATA INPUT TOO NUMBER OF NODE SHAPES FOUND WILL BE 3-NUMBER OF SPANS (20 MAXIMUM) THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAMPING COEFFICIENT 0.05 ACCELERATION DUE TO GRAVITY 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALOR 1 0.050 0.5900 2 0.100 0.9005 3 0.150 1.1500 4 0.200 1.2600 5 0.250 1.2700 6 0.300 1.2500 7 0.350 1.2100 8 0.400 1.1700 9 0.450 1.1300 10 0.500 1.0700 51 0.550 1.0400 12 0.600 1.0100 13 0.700 0.9500 14 0.800 0.9000 15 0.900 0.8600 16 1.000 0.9000 17 1.105 0.7200 58 1.300 0.6500 19 1.300 0.5900 20 1.400 0.5500 21 1.000 0.4900 22 1.600 0.4600 23 1.700 0.4200 24 1.800 0.3800 25 1.900 0.3500 Page 11 S 0 I I A B . . . . (PC Vern 1.42) 10/31/00 Poinsettia Lane ON Check LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION ,SPECTRUM (CONTINUED) POINT PERIOD VALUE 26 2.000 0.3200 27 2.250 0.2800 28 2.500 0.2300 29 2.750 0.2000 30 3.000 0.1700 31 3.250 0.1400 32 3.500 0.1300 DI - - - - - - -' - - - - - - - - - - - - -. Document6 -. 33 3.750 0.1200 34 4.000 0.1200 2 0.226 0.000 0.974 TRANSVERSE 3 1.O LONG + 0.3TRANS 4 0.3LONG * 1.0'TRANS Page 12 - S E I S A B - - - (PC Vera 1.42) 10/35/OS Poinsettia Lane ON Check LOADING DATA INPUT (CONTINUED) PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2.0- 1.9 + 1.7* 1.6- A C 1.5* C I E 1.4+ L I B 1.3* R I XX A 1.2* X I XXX I 0.1+ 0 I XX N 1.0+ 5 X 0.9*X X I I I 0.8' X 5 0.7* 5 G I 0.6*0 0 X 0.5* 5 S 0.4* XX 0.3; XI S 0.2* 5 XX S 0.1+ 1 5 0.0* 0 1 2 3 4 5 PERIOD (SECONDS) Page 13 S E I S A B . . . . (PC Vera 1.42) 10/31/00 Poinsettia Lane ON Check LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION LOAD DIRECTION FACTORS U' CASE/COMB S V Z DESCRIPTION 1 0.974 0.000 -0.226 LONGITUDINAL Page 54 - S E S S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD FREQUENCY CS I 1 1 1 1.607 0.622 0.46 -9.603 0.000 3.591 2 0.218 4.581 1.26 0.139 -0.004 -0.058 3 0.209 4.775 1.26 -1.527 -0.009 0.571 4 0.198 5.043 1.26 1.985 -0.011 -0.743 5 0.151 6.642 1.15 -0.045 0.022 0.013 6 0.125 7.917 1.03 0.00? 7.825 0.010 7 0.066 15.101 0.69 -0.958 0.006 0.349 8 0.063 15.901 0.67 0.913 -0.005 -0.313 9 0.062 16.146 0.66 -0.419 0.003 0.224 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. Page 15 - S E I S A B - - - - (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUES) COT DISPLACEMENTS - LEFT FACE .... .... ROOF FACE .... ... OPNNG/CLSNG ... ITEM [C LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE LNGTUDNL TRNSVRSE ABS 1 1 0.984 0.128 0.984 0.128 0.000 0.000 2 0.128 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 ROT 2 1 0.984 0.128 0.984 0.128 0.000 0.000 2 0.128 0.017 0.128 0.817 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 0.055 0.423 0.055 0.000 0.000 RET 3 1 9.984 0.128 0.984 0.128 0.000 0.000 2 0.128 0.017 0.128 0.017 0.000 0.000 3 1.022 0.133 1.022 0.133 0.000 0.000 4 0.423 5.055 0.423 0.055 0.000 0.050 ABS 4 1 , 0.984 0.128 0.984 0.128 0.000 0.000 2 0.128 0.017 0.128 0.017 0.005 0.000 3 1.522 0.133 1.022 0.133 0.000 5.000 4 0.423 0.055 0.423 0.055 0.005 0.000 - - - - - - - - - - - - - - - - - - - Document6 ITEM IC VERT SHEAR 10NG1193001 TRNV SHEAR LONGINJDNL TRNV SHEAR ABS 1 1 7.7 564.3 73.4 0.0 569.0 LOAD CASE/COMB DESCRIPTION 2 1.4 73.4 9.6 0.0 74.0 3 8.1 586.3 76.3 0.0 591.2 1 2 LONGI1JDINAI. 4 3.7 242.7 31.6 0.5 244.7 3 TRANSVERSE l.010140 + 0.3IRANS ABS 4 1 9.6 564.4 73.4 0.0 569.1 4 0.3 LONG + l.OTRAS)S 2 1.7 73.4 9.6 0.0 74.0 - 3 10.1 586.4 76.3 0.0 591.3 4 4.6 242.7 31.6 0.0 244.8 Page 16 - - S E S S A H . . . (Version 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES LNGII7JDNL .... .... TRANSVRSE.... CL LOG LC SHEAR ((OMEN? SHEAR MOMENT AXIAL TORSION 55? 2 1 80? 1 253.7 5550. 3.6 93. 1.0 0.0 2 33.0 722. 0.5 12. 1.9 0.0 3 263.6 5767. 3.7 97. 7.6 0.0 4 109.2 2387. 1.5 40. 4.0 0.0 1 TOP 1 174.9 0. 3.6 21. 7.0 0.0 2 22.8 0. 0.5 3. 1.8 0.0 3 181.8 0 3.7 22. 7.5 0.0 4 75.2 0.. 1.5 9. 3.9 0.0 SliT 3 S SOT 1 240.8 5298. 3.6 106. 13.9 0.0 2 - 31.3 689. 0.5 13. 2.4 0.0 3 250.2 5505. 3.7 110. 14.6 0.0 4 103.6 2279. 1.5 45. 6.5 0.0 1 TOP 1 161.2 0. 3.6 37. 13.8 0.0 2 21.0 0. 0.4 5. 2.3 0.0 3 167.5 0. 3.7 38. 14.5 0.0 4 69.4 0. 1.5 16. 6.5 0.0 LOAD CASE/C DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.OLONG 0 0.3TRANS 4 H.3GONG 1.0 TRANS Page 57 S B I S A H . . . (VersiON 1.42) 10/31/00 Poinsettia Lane ON Check RESPONSE SPECTRUM RESULTS (CONTINUED) (J CQC ABU'IS4ENT. HINGE AND .5015? FORCES WE TO BRIDGE C.L. WE TO ITEM C.L. N LOAD CASE/COMB DESCRIPTION 1 LONGITUDINAL 2 TRANSVERSE 3 1.0 LONG -r U.3TRAS4S - 0.3-LONG B 1.0*TRAS4S Run Time 0000 0.22 End 01 Run. 6 I I I H I I I I I I I LI I I I Li I I I DOKKEN E N G I N E E R i N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1 } '7 "5o :=r HO L E= s ID ' LI - DOKKEN, G I N E E R I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 A4 VA-LL- Lo6rP M L.j a = o 47 = JOB SUBJECT AT JOB NO. —:::::] ~'/ 1 90 Nt ErTfl ' L.A-N CHECK of I I I I I DOKKEN. ENGINEERING .do keen, en ie..r 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 1C2&) Iz ) tt'.'jG -r -._ (140 1 t'AF0+--T-) I i I I PL -4- I'+a r 2 /4-(,)l# — .13 .3 — t - — H-M- -v-S: — — JOB SUBJECT D ,7I-3/o JOB NO. 1 eTfl ,- LA-t.BY SHEET CHECK of VAIt r) 1 I I I * I I DOKKEN ENGINEERING ...dokk.flflhla..tlfl.CO!5 3914 MURPHY CANYON ROAD, A-153 e SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 LVft4 _.S Vill- H LI o rr t 11111 i tv- PL 1ILL 1111 i — 16 -- 4.t < = L!~ - ~ < - :1 i I /rz (o) S — Z3 S. INT - -t- Iz_ g -z_ (2 — K ' -i- ' = LI 0--LZ- 'J4 - f =~/rr JOB SUBJECT . I DATE I JOB NO. 'o irt-- pç44; I U-nLCr-( VPQ L-T BY I SHEET N'3 (W IV- tX'-Nirii) I CHECK I of Jo 14 h I I I LM I I El I I I I . I ENGINEERING DOKKEN 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 (o) 2. 4 ( -. ) iso K/2 a) 30 iz. _ I! ± 3L40- ¼ 4- ZbR (2 z9.414 ,10 ', = La~--5 —H[-- - F —i S = (6T.t r&JrIoN . •g WA-LWoVel IEr I JOB SUBJECT DATE BY IIA çA/ CHECK JOB NO. (D9 of L.'T L_. L r'( '/ L13 L(3 .5Th .L43 L s- 39 -3,20 -.Ho -&LM —.> Qz5 - 43.13 -4-Z3(0 — 4.(, Sf - - - 4-. - +l.b .1ILA - -R4,3ç, LIZ 13.3l- 4-11 - - ?- 4 ' b. Z€ -o, —> 4-I3.(1 I.L-{ -€o -1-I.oZ -V.9' -.zJ* -i-S.zø f'O.ZZ 4-o.Jc i-o.0 _t 0'1 -V.93 +l3°1 -S.I - -13. --8.23 -9. 4— j-.0--- - -o.o2 —6.Z 0 DOKKEN ENGINEERING nI 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 °1NT 7T3Lri iG,o9 .15 a) CsD 7f 6D (D 43 (r (Th JOB SUBJECT DATE / JOB NO. 1'..<E777-(4 L..#N - U'I\ ._t Y Air-h-) BY SHE. C OtN) . -. - - - CHECK of - uml -1- SUBJECT I JOB DATE o/JDO JOB NO. BY £Y'I SHEET V160 CHECK of I T1A- /It4) I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -(3Q a(az5) *-8ao -21 zO £1 -= WA-LL- 1S 40 F .rrrTTTTiJ , &o - (N I I I PLLL = I,09Z Th L3 .31 -p S) 8.ZD k /1 N7 ( "fv%-Ysks -M*suaOW- -%MllWrsi6PA'O-cMW '00, Owl '\'_ •: ' _). '\ utility vaukded Jun 21 07:05:46 2000 - Dokken Engineering, Brad Dokken 11 DL+LL+earth Feet, Kips, Degrees .M2 --------------- ------------------------- BendingMomentZ All Members: I VisualAnalysis 3.50.c Report 06/21/00 07:06:19 I. Project: utility vault :File: P:\1095_Poinsettia\500\560_struc_calcs\560-10\Vault\vau1t2.vap ompany: Dokken Engineering Engineer: Brad Dokken I Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Model Summary .. Structure Type: Plane Frame , The model is linear. 4 Nodes 4 Member Elements I Load Case Summary 7 Service Load Cases 1 Factored Cases 1 Load Combination Summary Factored Case: DL+LL+earth Factor : Service Case 2.17 x floor LL 1.30 x floor dl 1.30 x left wall, load case 1 I .1.30 x right wall, load case 1 2.17 x roof LL 1.30 x roof load 1.30 x self weight Factored Case Combinations Load Case Case DL+LL+earth 7 Load Cases Load Case . Strength Service Results l)floor LL . No No None 2)floor dl 3)left wall, load case " 4)right wall, load case 5)roof LL 6)roof load 7)self weight " - " 1st Ord 8)DL-i-LL+earth " Material Properties I Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/f tA3 /F Concrete 468.0000 467927.99 0.1700 0.1500 0.0000 Member Elements Is Member Material Length Weight Rzl Rz2 One Way 1 -1- 1 ft K Ml Concrete 8.2500 0.9281 Fix Fix Normal J M2 " 10.7500 1.2094 \M3 " 8.2500 0.9281 10.7500 1.2094 Member Linear Loads I Load Case Member Direction Offset End Offset Magnitudel. Magnitude2 Results Memb ft ft I left wall, load case 1 Ml DX 0.0000 8.2500 1.5400 K/ft 0.2800 K/ft None 1 I right wall, load case 1 M3 " 0.0000 8.2500 -0.2800 K/ft -1.5400 K/ft " 1 I Member Point Loads Load Case Member Direction Offset Magnitude Results Memb I ft roof LL M2 DY 5.3750 -4.5200 K None 1 Member Uniform Loads ,Load Case Member Direction Offset End Offset Magnitude Results Memb ft ft floor LL floor dl M4 " DY " 0.0000 0.0000 10.7500 10.7500 0.3230 K/ft 0.6780 K/ft None 1 " 1 roof load M2 " 0.0000 10.7500 -0.2800 K/ft " 1 $ I - I - I -- I ).,.. H I I . I VisualAnalysis 3.50.c Report 06/21/00 07:07:53 Project: utility vault \File: P:\1095_poinsettia\500\560_struc_calcs\560-10\vault\vault2.vap ; )ompany: Dokken Engineering Engineer: Brad Dokken I , Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Member Results I Member Load Case Offset ft Dx ft Dy ft Axial K Vy K Mz K-ft Ml DL+LL+earth 0.0000 -0.0000 -0.0000 -8.8556 5.6383 -10.43 0.9167 -0.0000 0.0008 -8.7216 3.8895 -6.1041 1.8333 -0.0000 0.0013 -8.5875 2.3058 -3.2884 2.7500 -0.0001 0.0016 -8.4534 0.8873 -1.8346 3.6667 -0.0001 0.0018 -8.3194 -0.3660 -1.5940 4.5833 -0.0001 0.0019 -8.1853 -1.4504 -2.4389 5.5000 -0.0001 0.0019 -8.0512 -2.3659 -4.2114 6.4167 -0.0002 0.0017 -7.9172 -3.1162 -6.7387 7.3333 -0.0002 0.0011 -7.7831 -3.7014 -9.8724 8.2500 -0.0002 0.0000 -7.6491 -4.1214 -13.46 M2 " 0.0000 -0.0000 -0.0002 -4.1214 7.6491 -13.46 1.1944 -0.0000 -0.0025 -4.1214 7.0396 -4.6958 2.3889 -0.0001 -0.0051 -4.1214 6.4301 3.3513 " 3.5833 -0.0001 -0.0075 -4.1214 5.8207 10.6655 " J 4.7778 -0.0001 -0.0090 -4.1214 5.2112 17.2549 5.9722 -0.0001 -0.0090 -4.1214 -5.2112 17.2549 7.1667 -0.0001 -0.0075 -4.1214 -5.8207 10.6655 8.3611 -0.0001 -0.0051 -4.1214 -6.4301 3.3513 9.5556 -0.0001 -0.0025 -4.1214 -7.0396 -4.6958 10.7500 -0.0001 -0.0002 -4.1214 -7.6491 -13.46 M3 " 0.0000 0.0002 -0.0001 -7.6491 4.1214 -13.46 0.9167 0.0002 0.0009 -7.7831 3.7014 -9.8724 1.8333 0.0002 0.0015 -7.9172 3.1162 -6.7387 11 2.7500 0.0001 0.0017 -8.0512 2.3659 -4.2114 3.6667 0.0001 0.0017 -8.1853 1.4504 -2.4389 4.5833 5.5000 0.0001 0.0001 0.0016 0.0014 -8.3194 -8.4534 0.3660 -0.8873 -1.5940 -1.8346 6.4167 0.0000 0.0011 -8.5875 -2.3058 -3.2884 7.3333 0.0000 0.0006 -8.7216 -3.8895 -6.1041 8.2500 0.0000 -0.0002 -8.8556 -5.6383 -10.43 M4 " 0.0000 0.0002 0.0000 -5.6383 7.7206 -10.43 1.1944 0.0002 -0.0017 -5.6383 6.0049 -2.2692 2.3889 0.0001 -0.0035 -5.6383 4.2892 3.8633 3.5833 0.0001 -0.0050 -5.6383 2.5735 7.9670 4.7778 0.0001 -0.0059 -5.6383 0.8578 10.0419 5.9722 0.0001 -0.0059 -5.6383 -0.8578 10.0419 7.1667 0.0001 -0.0050 -5.6383 -2.5735 7.9670 8.3611 0.0000 -0.0035 -5.6383 -4.2892 3.8633 9.5556 0.0000 -0.0017 -5.6383 -6.0049 -2.2692 10.7500 -0.0000 0.0000 -5.6383 -7.7206 -10.43 I Ii 1 ) S I S I 1140 DO K K E N GIN E ER! N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I F, I ri 1 1 I I I U I I 1 F I I I DO K K E N G I NE E RING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 co 0 sua isio.c) . utility vau Ied Jun 21 07:25:02 2000 Dokken Engineering, Brad Dokken DL+LL+earth Feet, Kips, Degrees 0 Bending Moment Z All Members: 73 I VisualAnalysis 3.50.c Report 06/21/00 07:26:09 I Project: utility vault File: P:\1095_Poinsettia\500\560_struc_calcs\560-10\vault\vaultlo.vap \Company: Dokken Engineering Engineer: Brad Dokken _ Default Units: Feet, Kips, Degrees, gFahrenheit, Seconds. Member Results. Member Load Case Offset Dx Dy Axial Vy Mz ft ft ft K K K-ft Ml DL+LL+earth 0.0000 -0.0000 -0.0000 -13.97 9.2858 -18.98 0.9167 -0.0000 0.0011 -13.83 7.1198 -11.50 1.8333 -0.0001 0.0015 -13.70 5.0050 -5.9638 2.7500 -0.0001 0.0017 -13.57 2.9413 -2.3210 3.6667 -0.0001 0.0017 -13.43 0.9287 -0.5282 4.5833-0.0002 0.0017 -13.30 -1.0316'-0.5791 5.5000 -0.0002 0.0017 -13.16 -2.9396 -2.4251 6.4167 -0.0002 0.0015 -13.03 -4.7965 -5.9790 7.3333 -0.0003 0.0011 -12.90 -6.6022 -11.19 8.2500 -0.0003 0.0000 -12.76 -8.3569 -18.03 " M2 0.0000 -0.0000 -0.0003 -8.3569 12.7624 -18.03 1.1944 -0.0000 -0.0028 -8.3569 9.9263 -4.5361 2.3889 -0.0001 -0.0056 -8.3569 7.0902 5.6012 3.5833 -0.0001 -0.0080 -8.3569 4.2541 12.3848 4.7778 -0.0001 -0.0094 -8.3569 1.4180 15.8146 5.9722 -0.0002 -0.0094 -8.3569 -1.4180 15.8146 7.1667 -0.0002 -0.0080 -8.3569 -4.2541 12.3848 8.3611 -0.0002 -0.0056 -8.3569 -7.0902 5.6012 9.5556 -0.0002 -0.0028 -8.3569 -9.9263 -4.5361 10.7500 -0.0003 -0.0003 -8.3569 -12.76 -18.03 M3 " 0.0000 0.0003 -0.0003 -12.76 8.3569 -18.03 0.9167 1.8333 0.0003 0.0002 0.0008 0.0012 -12.90 -13.03 6.6022 4.7965 -11.19 -5.9790 2.7500 0.0002 0.0014 -13.16 2.9396 -2.4251 3.6667 0.0002 0.0014 -13.30 1.0316 -0.5791 4.5833 0.0001 0.0014 -13.43 -0.9287 -0.5282 5.5000 0.0001 0.0014 -13.57 -2.9413 -2.3210 6.4167 0.0001 0.0012 -13.70 -5.0050 -5.9638 7.3333 0.0000 0.0008 -13.83 -7.1198 -11.50 8.2500 0.0000 -0.0003 -13.97 -9.2858 -18.98 0.0000 0.0003 0.0000 -9.2858 13.3563 -18.98 M4 " 1.1944 0.0003 -0.0025 -9.2858 10.3883 -4.8643 2.3889 0.0002 -0.0055 -9.2858 7.4202 5.7447 3.5833 0.0002 -0.0080 -9.2858 4.4521 12.8439 4.7778 0.0002 -0.0094 -9.2858 1.4840 16.4334 5.9722 0.0001 -0.0094 -9.2858 -1.4840 16.4334 7.1667 0.0001 -0.0080 -9.2858 -4.4521 12.8439 8.3611 0.0001 -0.0055 -9.2858 -7.4202 5.7447 9.5556 0.0000 -0.0025 -9.2858 -10.39 -4.8643 10.7500 -0.0000 0.0000 -9.2858 -13.36 -18.98 I I I -1- I I VisualAnalysis 3.50.c Report 06/21/00 07:25:52 i. Project: utility vault File: P:\1095_Poinsettia\500\560_struc_calcs\56010\vault\vaultlo.vap Company: Dokken Engineering Engineer: Brad Dokken I Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Model Summary Structure Type: Plane Frame I The model is linear. 4 Nodes 4 Member Elements Load Case Summary 7 Service Load Cases 1 Factored Cases I Load Combination Summary Factored Case: DL+LL+earth J Factor : Service Case 2.17 x floor LL 1.30 x floor dl 1.30 x left wall, load case 1 1.30 x right wall, load case 1 2.17 x roof LL 1.30 x roof load 1.30 x self weight Factored Case Combinations Load Case Case .OL+LL+earth 7 Load Cases Load Case Strength Service Results l)floor LL No No None 2)floor dl 3)left wall, load case " 4)right wall, load case 5)roof LL " 6)roof load " 7)self weight " 1st Ord 8)DL+LL+earth Material Properties I Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/f tA3 IF I Concrete 468.0000 467927.99 0.1700 0.1500 0.0000 . Member Elements Member Material Length Weight Rzl Rz2 One Way 1.. I 1 ft K Ml Concrete 8.2500 0.9281 Fix Fix Normal 'M2 " 10.7500 1.2094 M3 " 8.2500 0.9281 M4 " 10.7500 1.2094 I Member Linear Loads I Load Case Member Direction Offset End Offset Magnitudel. Magnitude2 Results Neznb ft ft left wall, load case 1 Ml DX 0.0000 8.2500 1.8400 K/ft None 1 .I right wall, load case 1 M3 " 0.0000 8.2500 -1.4500 K/ft " 1 I Member Point Loads I This item is empty. Check the selection state, or report properties. Member Uniform Loads I Load Case Neither Direction Offset End Offset Magnitude Results Memb ft ft floor LL M4 DY 0.0000 10.7500 0.1880 K/ft None 1 I floor dl " " 0.0000 10.7500 1.7100 K/ft " 1 roof LL M2 " 0.0000 10.7500 -0.1880 K/ft " 1 roof load " " 0.0000 10.7500 -1.4000 K/ft " 1 I I I I I 1 1 I I 1.4500 K/ft -1.8400K/ft I I I I I I I I I I I 1 I I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE(858) 514-8377 • FAX (858) 514-8608 VJIl:OcyF I - V'JLL 2 I 6') - 3a = -2 .t3 3 = 000 io.z-f - . - 4b (o JOB SUBJECT DATE JOB NO. io5 1NTnA t- frN' UrILIr'-( 7sT BY, SHE CHECI( ---- of I I I I I I DOKKEN E N G I N £ E R I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I ) I I I I I I I IH I I I I I I I 9 DOKKEN ENGINEERING §....d.kk .... gi .... Ig.., 4) -' o, — As .— Sc, Na. )S Ooc~o ?I _ 0.(a.5o) (a I Ll .- .7? . 1< = 3 Mn 4 kM- a: 4'= , 1 (23 's Li) - kli 7 ZoZ..B I JOB SUBJECT 7 J6TVc- LAC' 4 I2N I I4 6.) DATE JOB NO. BY 4f5,4 'SHEET tfl°( CHECK of 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I JOB SUBJECT WIP&N) I DATE JOB NO. BY SHEET of CHECK DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 —-----.' I ' (A &c. r c T' v - C F iN D -epv 4 g P-it '—) )< 4?k- > IZ.' — _ A c3.o cct-( N.Lt •. O6' *L . c . EJ 1 I 1 I I I 1 I I I 1 I I I I I DOKKEN E N G I N E E R I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -• ,I._'\ IXiS. c-Ti 'J' t1'M AS 4 c5L?'I 4z..S v-FT Ila rz' -#- ?— .. ----v , 33 /- y . 1z 3.) A-s 27c _______________ La Z- , rs A64 <4 7 4 - 80i- < e of cop .G2O c) (z) A- — C,- t = OIML((c.() K' ?- 08 - - r- %09S JOB SUBJECT DATE JOB NO. 745 1 BY SHEET Tri; t_ t'& (•) L- N Vfr'-c2 t... CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 k- T) V S M 0 -'( T °' A"T I Fb - •o' C. ) (Qoo) 'r 9A-s2- P> 1A,- GAA = aaI&*LF .5 AI_2l/ + Ab I I?' 3 7 t3.I3 .5ã" '43 -Z 't L1-/ JOB SUBJECT DATE JOB NO. L7rrLr'.( V-r BY SHEET CHECK of - C =siool = II I I 1 I I I I I I I I I I 1 i I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 9'Qgr 31W. IPIA 6PO eo ? i Os). /1 LP. \f',J - JOB e I I SUBJECT DATE I JOB NO. Iio I BY I I of CHECK DOKKEN E N G I N E E B I N C 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I I I I I I I I I I I I i I IR§D OKKEN CI N E E R I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I iLLcsr w...p A-N U_ A so - 'I I -ca&r ri- 0 ( 3Z-Tt rç T ç- <E ' 2o> 33O9.b I p61 —Lo V'4 d - 1 . 4 F A - 1 I = I - I OGc iS L-C- i e) = I I = airr = fa I -'() JOB SUBJECT DATE JOB NO. I A —'( Lç BY SHEET 44 6p i 17 PoRr) CHECK of I - JOB 7o iS 77çitv Lf -iM?. 3914 MURPHY CANYON ROAD, SUITE A-153. SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 DATE JOB NO. I //a 23 IoccG I BY 6t vy SHEET I ot1 CHECK SUBJECT C4 T -/k-P,t ctr I- I I I 1 I 'S I 1 I ... I I. I I I I I I I R§DOKKEN E N 6 I N E E R I N 6 -T-,( 1? e A - (-a 9/r - z Z 4- - -1P 26 &4- Vt -C-,UA-,.-M4. #rL - --- Momal~Arzz, / k - C' Pr-i , a'k --- --- , dj- LI P I I :1 1 I' I I I DO KI1KE N 3914 MURPHY CANYON ROAD, SUITE A-i 53 • SAN DIEGO, CA 92123 E N B I N E E R I N S PHONE (619) 514-6377 • FAX (619) 514-8608 DOKKEN ENGINEERING do k gin •0 rig 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 S7 TYi' Ac H ,A4 )6 . w Flvl~ = 4 -3'I Vt6OA-L M'M_ M L7NI c4 e. _ 1- r-S #'( _ - kc)M- A-soF- LD'.i¼f H(aJ JN F:- J) i' S - •) =Li A b () 2. 33,1-t? ue ,V. 2sk. d41'4 jO(Z SCL-Ti _ = y - POT ii ? r( I Ir JOB - SUBJECT DATE JOB NO. CIS ?'6erç(k LA-t4E BY SHEET - ck-t(a. CHECK I I. I I I I I I 1 I , I I I, I I 1 I I SUa' siou0.c) pipe hange.-.., Fri Jun 30 16:16:44 2000 Dokken Engineering, Brad Dokken S Factored Case 1 5 B,fpQpt Degrees S All Members: Max =0.516K-ft(M7) Mm = -0.498 K-ft (MB) — — — — — — — — — — — — — — — — — — — VisualAnalysis 3.50.c Report 06/30/00 16:18:41 Project: pipe hanger A File: Untitled.Vap Company: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, °Fahrenheit, Seconds. Nodal Displacements Node Load Case DX DY RZ ft ft deg N8 Factored Case 1 0.0000 -0.0035 0.1458 I VisualAnalysis 3.50.c Report 07/05/00 08:15:37 I Project: pipe hanger A File: P:\1095_Poinsettia\500\560_struc_calcs\56010\PiPe Hanger A.vap Company: Dokken Engineering Engineer: Brad Dokken I Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Model Summary I Structure Type: Plane Frame The model is linear. 9 Nodes 9 Member Elements I Load Case Summary 1 Service Load Cases 1 Factored Cases I I I Load Combination Summary Factored Case: Factored Case 1 Factor : Service Case 1.20 x Service Case 1 Factored Case Combinations Load Case Case I Factored Case 1 1 Load Cases I Load Case Strength Service Results 1) Service Case 1 No No None 2)Factored Case 1 " " 1st Ord I Material Properties Material Strength Elasticity Poisson Density Therm. Coeff. ksf ksf K/fA3 /F Steel -NA- 4176000.00 0.3000 0.4900 0.0000 1- Member Elements Member Material Length Weight Rzl Rz2 One Way ft I K Ml Steel 1.7500 0.0076 Fix Fix Normal M2 " 0.5000 0.0022 " M3 " 1.0833 0.0047 " I M4 " 1.0833 0.0047 " M5 0.5000 0.0022 " " M6 " 1.7500 0.0076 " " M7 " 0.8958 0.0039 " " I M8 " 1.3750 0.0059 M9 " 0.8958 0.0039 I -1- I I Member Linear Loads This item is empty. Check the selection state, or report properties. I Member Point Loads This item is empty. Check the selection state, or report properties. 1 Member Uniform Loads This item is empty. Check the selection state, or report properties. I I I IP I II I I I I I. I -2- I I I I I I I I ! I VisualAnalysis 3.50.c Report 07/05/00 08:16:24 Project: pipe hanger A File: P:\1095_Poinsettia\500\560_struc_calCs\56010\PiPe Hanger A.vap ompany: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, Fahrenheit,'Seconds. Member Results Member Load Case Offset Dx Dy Axial Vy Mz ft ft ft K K K-ft Factored Case 1 0.0000 -0.0008 0.0000 1.1338 -0.2326 0.5164 0.1944 -0.0008 -0.0004 1.1348 -0.2326 0.4712 0.3889 -0.0008 -0.0007 1.1358 -0.2326 0.4259 0.5833 -0.0008 -0.0008 1.1368 -0.2326 0.3807 0.7778 -0.0007 -0.0009 1.1378 -0.2326 0.3355 0.9722 -0.0007 -0.0008 1.1389 -0.2326 0.2903 1.1667 -0.0007 -0.0007 1.1399 -0.2326 0.2451 1.3611 -0.0007 -0.0005 1.1409 -0.2326 0.1999 1.5556 -0.0007 -0.0003 1.1419 -0.2326 0.1546 1.7500 -0.0007 -0.0000 1.1429 -0.2326 0.1094 0.0000 0.0000 -0.0007 -0.2326 -1.1429 0.1094 0.0556 0.0000 -0.0006 -0.2326 -1.1432 0.0459 0.1111 0.0000 -0.0005 -0.2326 -1.1435 -0.0176 0.1667 0.0000 -0.0004 -0.2326 -1.1438 -0.0811 0.2222 0.0000 -0.0004 -0.2326 -1.1440 -0.1447 0.2778 0.0000 -0.0003 -0.2326 -1.1443 -0.2083 0.3333 0.0000 -0.0002 -0.2326 -1.1446 -0.2718 0.3889 0.0000 -0.0001 -0.2326 -1.1449 -0.3354 0.4444 0.0000 -0.0001 -0.2326 -1.1452 -0.3990 0.5000 0.0000 -0.0000 -0.2326 -1.1455 -0.4627 0.0000 0.0000 -0.0000 -0.0000 0.6427 -0.4627 0.1204 0.0000 0.0001 -0.0000 0.6421 -0.3853 0.2407 0.0000 0.0001 -0.0000 0.6415 -0.3081 0.3611 0.0000 0.0001 -0.0000 0.6409 -0.2309 0.4815 0.0000 0.0001 -0.0000 0.6402 -0.1538 0.6019 0.0000 0.0001 -0.0000 0.6396 -0.0768 0.7222 0.0000 0.0001 -0.0000 0.6390 0.0002 0.8426 0.0000 0.0000 -0.0000 0.6384 0.0770 0.9630 0.0000 0.0000 -0.0000 0.6377 0.1538 1.0833 0.0000 0.0000 -0.0000 0.6371 0.2306 0.0000 0.0000 0.0000 -0.0000 -0.6371 0.2306 0.1204 -0.0000 0.0000 -0.0000 -0.6377 0.1538 0.2407 -0.0000 0.0000 -0.0000 -0.6384 0.0770 0.3611 -0.0000 0.0001 -0.0000 -0.6390 0.0002 0.4815 -0.0000 0.0001 -0.0000 -0.6396 -0.0768 0.6019 -0.0000 0.0001 -0.0000 -0.6402 -0.1538 0.7222 -0.0000 0.0001 -0.0000 -0.6409 -0.2309 0.8426 -0.0000 0.0001 -0.0000 -0.6415 -0.3081 0.9630 -0.0000 0.0001 -0.0000 -0.6421 -0.3853 1.0833 -0.0000 -0.0000 -0.0000 -0.6427 -0.4627 0.0000 -0.0000 -0.0000 -0.2326 1.1455 -0.4627 0.0556 -0.0000 -0.0001 -0.2326 1.1452 -0.3990 0.1111 -0.0000 -0.0001 -0.2326 1.1449 -0.3354 0.1667 -0.0000 -0.0002 -0.2326 1.1446 -0.2718 0.2222 -0.0000 -0.0003 -0.2326 1.1443 -0.2083 0.2778 -0.0000 -0.0004 -0.2326 1.1440 -0.1447 0.3333 -0.0000 -0.0004 -0.2326 1.1438 -0.0811 0.3889 -0.0000 -0.0005 -0.2326 1.1435 -0.0176 0.4444 -0.0000 -0.0006 -0.2326 1.1432 0.0459 0.5000 -0.0000 -0.0007 -0.2326 11429 0.1094 0.0000 0.0007 -0.0000 1.1429 0.2326 0.1094 " 0.1944 0.0007 -0.0003 1.1419 0.2326 0.1546 0.3889 0.0007 -0.0005 1.1409 0.2326 0.1999 -1- I I I I I I I I 0.5833 0.0007 -0.0007 0.7778 0.0007 -0.0008 0.9722 0.0007 -0.0009 1.1667 0.0008 -0.0008 " 1.3611 0.0008 -0.0007 1.5556 0.0008 -0.0004 1.7500 0.0008 0.0000 M7 0.0000 -0.0000 0.0008 0.0995 -0.0000 0.0010 0.1991 -0.0000 0.0013 0.2986 -0.0000 0.0016 0.3981 -0.0000 0.0020 0.4977 -0.0000 0.0023 0.5972 -0.0000 0.0026 " 0.6968 -0.0000 0.0030 " 0.7963 -0.0000 0.0033 0.8958 -0.0000 0.0035 MS 0.0000 -0.0000 0.0035 " 0.1528 -0.0000 0.0039 0.3056 -0.0000 0.0041 0.4583 -0.0000 0.0043 0.6111 -0.0000 0.0044 0.7639 0.0000 0.0044 0.9167 0.0000 0.0043 1.0694 0.0000 0.0041 " 1.2222 0.0000 0.0039 1.3750 0.0000 0.0035 M9 0.0000 0.0000 0.0035 0.0995 0.0000 0.0033 0.1991 0.0000 0.0030 " 0.2986 0.0000 0.0026 " 0.3981 0.0000 0.0023 0.4977 0.0000 0.0020 0.5972 0.0000 0.0016 0.6968 0.0000 0.0013 0.7963 0.0000 0.0010 0.8958 0.0000 0.0008 1.1399 0.2326 0.2451 1.1389 0.2326 0.2903 1.1378 0.2326 0.3355 1.1368 0.2326 0.3807 1.1358 0.2326 0.4259 1.1348 0.2326 0:4712 1.1338 0.2326 0.5164 0.2326 -1.1338 0.5164 0.2326 -1.1333 0.4036 0.2326 -1.1328 0.2908 0.2326 -1.1323 0.1781 0.2326 -1.1317 0.0654 0.2326 -1.1312 -0.0472 0.2326 -1.1307 -0.1598 0.2326 -1.1302 -0.2723 0.2326 -1.1297 -0.3848 0.2326 -1.1292 -0.4972 0.2326 -0.0036 -0.4972 0.2326 -0.0028 -0.4977 0.2326 -0.0020 -0.4981 0.2326 -0.0012 -0.4983 0.2326 -0.0004 -0.4984 0.2326 0.0004 -0.4984 0.2326 0.0012 -0.4983 0.2326 0.0020 -0.4981 0.2326 0.0028 -0.4977 0.2326 0.0036 -0.4972 0.2326 1.1292 -0.4972 0.2326 1.1297 -0.3848 0.2326 1.1302 -0.2723 0.2326 1.1307 -0.1598 0.2326 1.1312 -0.0472 0.2326 1.1317 0.0654 0.2326 1.1323 0.1781 0.2326 1.1328 0.2908 0.2326 1.1333 0.4036 0.2326 1.1338 0.5164 I I I I i I I 11 i I I F I -2- I pipe hang.-, Wed Jul 05 09:21:48 2000 Dokken Engineering, Br Factored Case 1 Feet, Kips, Degrees Bending Moment Z All Members: Max = 0.483 K-ft (Ml I) Mm = -0.483 K-ft (M 10) 4 (' isu rsioO.c I.aw 40.,- 2: V(L) I. I L3 -çr 1 VisualAnalysis 3.50.c Report 07/05/00 09:22:05 Project: pipe hanger A I File: P:\1095_Poinsettia\500\560_struc_calcs\56010\PiPe Hanger B.vap Company: Dokken Engineering Engineer: Brad Dokken I Default Units: Feet, Kips, Degrees, OFahrenheit, Seconds. Nodal Displacements 'I Node Load Case DX DY RZ ft ft deg I Nl N2 Factored Case 1 " 0.0000 -0.0000 -0.0001 -0.0001 0.0908 0.0025 N3 " -0.0000 -0.0000 0.0111 N4 " 0.0000 0.0000 0.0000 " 0.0000 -0.0000 -0.0111 I N5 N6 " 0.0000 -0.0001 -0.0025 N7 " -0.0000 -0.0001 -0.0908 NB -0.0000 0.0009 -0.0389 " 0.0000 0.0009 0.0389 I N9 N10 " -0.0000 -0.0045 -0.1852 Nil " 0.0000 -0.0045 0.1852 Nodal Reactions Node Load Case FX FY MZ I K K K-ft N3 Factored Case 1 0.2090 0.6890 -NA- N4 " -0.0000 -0.2621 -NA- 15 " -0.2090 0.6890 -NA- Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Ml Factored Case 1 0.0000 0.5368 0.2090 -0.3443 0.2778 0.5382 0.2090 -0.2862 0.5556 0.5397 0.2090 -0.2281 0.8333 0.5411 0.2090 -0.1700 " 1.1111 0.5426 0.2090 -0.1120 1.3889 0.5440 0.2090 -0.0539 1.6667 0.5454 0.2090 0.0042 1.9444 2.2222 0.5469 0.5483 0.2090 0.2090 0.0622 0.1203 " 2.5000 0.5498 0.2090 0.1784 M2 " 0.0000 0.2090 -0.5498 0.1784 0.0556 0.2090 -0.5500 0.1478 0.1111 0.2090 -0.5503 0.1172 0.1667 0.2090 -0.5506 0.0867 • 0.2222 0.2090 -0.5509 0.0561 0.2778 0.2090 -0.5512 0.0254 0.3333 0.2090 -0.5515 -0.0052 " 0.3889 0.2090 -0.5518 -0.0358 0.4444 0.2090 -0.5521 -0.0665 0.5000 0.2090 -0.5523 -0.0972 I M3 " 0.0000 0.0000 0.1366 -0.0972 0.1204 0.0000 0.1360 -0.0808 0.2407 0.0000 0.1354 -0.0644 I 1 0.1667 0.0000 0.5277 -0.3952 0.3333 0.0000 0.5269 -0.3073 0.5000 0.0000 0.5260 -0.2196 0.6667 0.0000 0.5251 -0.1320 0.8333 0.0000 0.5243 -0.0446 1.0000 0.0000 0.0026 -0.0006 1.1667 0.0000 0.0017 -0.0003 1.3333 0.0000 0.0009 -0.0001 1.5000 0.0000 -0.0000 -0.0000 0.0000 0.0000 -0.5286 "0.4832 0.1667 0.0000 -0.5277 0.3952 0.3333 0.0000 -0.5269 0.3073 0.5000 0.0000 -0.5260 0.2196 0.6667' 0.0000 -0.5251 0.1320 0.8333 0.0000 -0.5243 0.0446 1.0000 0.0000 -0.0026 0.0006 1.1667 0.0000 -0.0017 0.0003 1.3333 0.0000 -0.0009 0.0001 1.5000 0.0000 0.0000 0.0000 I -3- 0.3611 0.0000 0.1348 -0.0482 0.4815 0.0000 0.1342 -0.0320 0.6019 0.0000 0.1335 -0.0159 0.7222 0.0000 0.1329 0.0002 0.8426 0.0000 0.1323 0.0161 0.9630 0.0000 0.1317 0.0320 1.0833 0.0000 0.1310 0.0478 M4 0.0000 0.0000 -0.1310 0.0478 I 0.1204 0.0000 -0.1317 0.0320 0.2407 0.0000 -0.1323 0.0161 " 0.3611 0.0000 -0.1329 0.0002 I 0.4815 0.6019 0.0000 0.0000 -0.1335 -0.1342 -0.0159 -0.0320 0.7222 0.0000 -0.1348 -0.0482 " 0.8426 0.0000 -0.1354 -0.0644 - 0.9630 0.0000 -0.1360 -0.0808 1.0833 0.0000 -0.1366 -0.0972 M5 0.0000 0.2090 0.5523 -0.0972 - 0.0556 0.2090 0.5521 -0.0665 0.1111 0.2090 0.5518 -0.0358 0.1667 0.2090 0.5515 -0.0052 " 0.2222 0.2090 0.5512 0.0254 - ' 0.2778 0.2090 0.5509 0.0561 0.3333 0.2090 0.5506 0.0867 0.3889 0.2090 0.5503 0.1172 0.4444 0.2090 0.5500 0.1478 0.5000 0.2090 0.5498 0.1784 M6 0.0000 0.5498 -0.2090 0.1784 0.2778 0.5483 -0.2090 0.1203 0.5556 0.5469 -0.2090 0.0622 0.8333 0.5454 -0.2090 0.0042 " 1.1111 0.5440 -0.2090 -0.0539 1.3889 0.5426 -0.2090 -0.1120 " .1.6667 0.5411 -0.2090 -0.1700 1.9444 0.5397 -0.2090 -0.2281 " 2.2222 0.5382 -0.2090 -0.2862 2.5000 0.5368 -0.2090 -0.3443 47 " 0.0000 -0.2090 -0.0082 0.1390 " 0.0995 -0.2090 -0.0077 0.1382 0.1991 -0.2090 -0.0072 0.1375 0.2986 -0.2090 -0.0067 0.1368 " 0.3981 -0.2090 -0.0061 0.1361 " 0.4977 -0.2090 -0.0056 0.1355 0.5972 -0.2090 -0.0051 0.1350 0.6968 -0.2090 -0.0046 0.1345 0.7963 -0.2090 -0.0041 0.1341 0.8958 -0.2090 -0.0036 0.1337 M8 0.0000 -0.2090 -0.0036 0.1337 0.1528 -0.2090 -0.0028 0.1332 0.3056-0.2090 -0.0020 0.1329 0.4583 -0.2090 -0.0012 0.1326 0.6111 -0.2090 -0.0004 0.1325 0.7639 -0.2090 0.0004 0.1325 0.9167 -0.2090 0.0012 0.1326 1.0694 -0.2090 0.0020 0.1329 1.2222 -0.2090 0.0028 0.1332 " 1.3750 -0.2090 0.0036 0.1337 M9 " 0.0000 -0.2090 0.0036 0.1337 I 0.0995 -0.2090 0.0041 0.1341 0.1991 -0.2090 0.0046 0.1345 U 0.2986 -0.2090 0.0051 0.1350 0.3981 0.4977 -0.2090 -0.2090 0.0056 0.0061 0.1355 0.1361 0.5972 -0.2090 0.0067' 0.1368 0.6968 -0.2090 0.0072 0.1375 0.7963 -0.2090 0.0077 0.1382 0.8958 -0.2090 0.0082 0.1390 I " '10 0.0000 0.0000 0.5286 -0.4832 I L 4 f ? (s'- Z 2 4c11 :,(<_(/ sua sior.c) - ' . - - pipe hangt_, Wed Jul 05 10:12:19 2000 Dokken Engineering, Brad Dokken Factored Case 1 Feet, Kips, Degrees 0.079 ic MR ___________hAq ______ 00.079 K Bending Moment Z All Members: Min=-0.251 K-ft(M11) I I -~' M VisualAnalysis 3.50.c Report 07/05/00 10:12:45 Project: pipe hanger A File: P:\1095_Poinsettia\500\560_struC_CalC5\56010\PiPe Hanger B.vap Company: Dokken Engineering Engineer: Brad Dokken Default Units: Feet, Kips, Degrees, QFahrenheit, Seconds. Nodal Displacements I Node Load Case DX DY RZ ft ft deg Factored Case 1 0.0000 -0.0044 0.1808 I Ni N2 " -0.0000 0.0001 -0.0062 N3 " -0.0000 -0.0000 -0.0063 N7 " -0.0000 -0.0044 -0.1808 " -0.0000 -0.0000 0.0000 'N8 N9 " 0.0000 -0.0000 0.0028 N10 " 0.0000 -0.0000 0.0063 Nil " 0.0000 0.0001 0.0062 N12 " -0.0000 -0.0000 -0.0028 N14 " 0.0000 -0.0001 0.0684 N15 " -0.0000 -0.0001 -0.0684 Nodal Reactions Node Load Case FX FY MZ. I K K K-ft N3 Factored Case 1 0.0795 0.0719 -NA- N8 " 0.0000 0.9626 -NA- 10 " -0.0795 0.0719 -NA- Member Internal Forces Member Load Case Offset Axial Vy Mz ft K K K-ft Factored Case 1 I, I, 0.0000 0.0000 -0.5290 0.5273 0.1759 0.0000 -0.5281 0.4343 0.3519 0.0000 -0.5272 0.3415 0.5278 0.0000 -0.5263 0.2488 0.7037 0.0000 -0.5254 0.1563 0.8796 0.0000 -0.5244 0.0640 1.0556 0.0000 -0.0027 0.0007 1.2315 0.0000 -0.0018 0.0003 1.4074 0.0000 -0.0009 0.0001 1.5833 0.0000 -0.0000 -0.0000 0.0000 -0.0795 0.0693 -0.0006 0.0556 -0.0795 0.0690 0.0032 0.1111 -0.0795 0.0687 0.0070 0.1667 -0.0795 0.0685 0.0108 0.2222 -0.0795 0.0682 00146 0.2778 -0.0795 0.0679 0.0184 0.3333 -0.0795 0.0676 0.0222 0.3889 -0.0795 0.0673 0.0259 0.4444 -0.0795 0.0670 0.0297 0.5000 -0.0795 0.0667 0.0334 0.0000 0.0000 0.0026 -0.0006 0.0556 0.0000 0.0023 -0.0005 0.1111 0.0000 0.0020 -0.0004 I -1- I 0.1667 0.0000 0.0017 -0.0003 0.2222 0.0000 0.0014 -0.0002 0.2778 0.0000 0.0012 -0.0001 0.3333 0.0000 0.0009 -0.0001 " 0.3889 0.0000 0.0006 -0.0000 0.4444 0.0000 0.0003 -0.0000 0.5000 0.0000 0.0000 0.0000 M6 0.0000 0.0000 0.0000 -0.0000 I 0.0556 0.0000 -0.0003 -0.0000 0.1111 0.0000 -0.0006 -0.0000 0.1667 0.0000 -0.0009 -0.0001 0.2222 0.2778 0.0000 0.0000 -0.0012 -0.0014 -0.0001 -0.0002 -. 0.3333 0.0000 -0.0017 -0.0003 0.3889 0.0000 -0.0020 -0.0004 I 0.4444 0.5000 0.0000 0.0000 -0.0023 -0.0026 -0.0005 -0.0006 M7 ' 0.0000 0.0000 0.0000 0.0000 0.1759 0.0000 0.0009 0.0001 0.3519 0.0000 0.0018 0.0003 0.5278 0.0000 0.0027 0.0007 I 0.7037 0.0000 0.5244 0.0640 0.8796 0.0000 0.5254 0.1563 1.0556 0.0000 0.5263 0.2488 1.2315 0.0000 0.5272 0.3415 I 1.4074 0.0000 0.5281 0.4343 1.5833 0.0000 0.5290 0.5-2-73 M8 0.0000 -0.1476 -0.0030 0.769 0.1296 -0.1476 -0.0024 0.2i5 0.2593 -0.1476 -0.0017 0.2754 0.3889 -0.1476 -0.0010 0.2752 0.5185 -0.1476 -0.0003 0.2751 0.6481 -0.1476 0.0003 0.2751 'I 0.7778 -0.1476 0.0010 0.2752 0.9074 -0.1476 0.0017 0.2754 1.0370 -0.1476 0.0024 0.2'7'56 I 0.0000 1.1667-0.1476 0.0681 0.0030 0.4813 0.76q -0.12'89 0.0648 0.0681 0.4810 -0.0977 0.1296 0.0681 0.4806 -0.0665 0.1944 0.0681 0.4803 -0.0354 I " 0.2593 0.0681 0.4799 -0.0043 0.3241 0.0681 0.4796 0.0268 - 0.3889 0.0681 0.4793 0.0579 0.4537' 0.0681 0.4789 0.0889 0.5185 0.0681 0.4786 0.1200 0.5833 0.0681 0.4783 0.1510 M10 0.0000 0.5450 0.1476 -0.176 0.2778 0.5436 0.1476 -0.0766 0.5556 0.5421 0.1476 -0.0356 I 0.8333 0.5407 0.1476 0.0054 1.1111 0.5392 0.1476 0.0464 1.3889 0.5378 0.1476 0.0874 1.6667 0.5364 0.1476 0.1284 I 1.9444 0.5349 0.1476 0.1694 2.2222 0.5335 0.1476 0.2103 2.5000 0.5320 0.1476 0.13., Mil 0.0000 0.5450 -0.1476 0.16 I 0.2778 0.5436 -0.1476 0.0766 0.5556 0.5421 -0.1476 0.0356 0.8333 0.5407 -0.1476 -0.0054 1.1111 0.5392 -0.1476 -0.0464 1.3889 0.5378 -0.1476 -0.0874 'I 1.6667 0.5364 -0.1476 -0.1284 1.9444 0.5349 -0.1476 -0.1694 2.2222 0.5335 -0.1476 -0.2.1,03 2.5000 0.5320 -0.1476 -0'2 M12 0.0000 0.0681 -0.4783 0.1510 I I ' ' 0.0648 0.0681 -0.4786 0.1200 0.1296 0.0681 -0.4789 0.0889 0.1944 0.0681 -0.4793 0.0579 0.2593 0.0681 -0.4796 0.0268 0.3241 0.0681 -0.4799 -0.0043 0.3889 0.0681 -0.4803 -0.0354 0.4537 0.0681 -0.4806 -0.0665 0.5185 0.0681 -0.4810 -0.0977 0.5833 0.0681 -0.4813 -0.1289 0.0000 -0.0795 -0.0667 0.0334 0.0556 -0.0795 -0.0670 0.0297 0.1111 -0.0795 -0.0673 0.0259 0.1667 -0.0795 -0.0676 0.0222 0.2222 -0.0795 -0.0679 0.0184 0.2778 -0.0795 -0.0682 0.0146 0.3333 -0.0795 -0.0685 0.0108 0.3889 -0.0795 -0.0687 0.0070 0.4444 -0.0795 -0.0690 0.0032 0.5000 -0.0795 -0.0693 -0.0006 IgDOKKEN E N 0 I N C C R I N 0 I MARGINAL ESTIMATE - CHECK QUANTITIES DE Forms (Rev 10/91) CHARGE 1EXPENDITURE AUTHORIZATION 1PROJECT NUMBER 1DESIGN SECTION LOCATION I Poinsettia Lane Overhead Widening DISTRICT COUNTY ROUTE PM TYPE San Diego CODE CONTRACT ITEM UNIT QTY USE PRICE AMOUNT Bridge Removal (Portion) CY 121 121 $10.00 $1,210.00 Strucsre Concrete, Bridge CY 254 254 $350.00 $88,900.00 Structure Concrete, Bridge Footing CY 118 118 $240.00 $28,320.00 Bar Reinforcing Steel, Bridge LB 58,037 58,037 $0.57 - .$33,081.09 Joint Seal (MR=1/2') LF 78 78 $20.00 $1,560.00 Drill & Bond Dowel LF 290 290 $9.50 $2,755.00 Furnish Steel Piling (HP10x57) LF 2,241 2,241 $11.00 $24,651.00 Drive Steel Piling (HP10x57) EA 68 68 $1,200.00 $81,600.00 Furnish Precast Slabs EA 27 27 $2,000.00 $54,000.00 Erect Precast Slabs EA 27 27 $750.00 $20,250.00 Structure Excavation, Bridge CY 418. 418 $30.00 $12,540.00 Structure Backfill, Bridge CY 215 215 $35.00 $7,525.00 Structure Concrete, Approach Slab (Type N) CY 85 85 $575.00 $48,875.00 Concrete Barrier (Type 26) LF 195 195 $65.00 $12,675.00 Chain Link Railing (Type 3L) LF 193 193 $35.00 $6,755.00 Slope Paving CY 6 6 $350.00 $2,100.00 Drill & Bond Dowel (Epoxy Cartridge) EA 164 164 $25.00 $4,100.00 I RECEIVED IN ESTIMATE-SECTION DATE SUBTOTAL $418,222.09 MOBILIZATION ... 5% $22,011.69 I QUANTITIES BY GW DATE ####### SUBTOTAL - CONTRACT ITEMS $440,233.78 CHECKED BY DATE ######i SUPPLEMENTAL WORK REVISED BY DATE CONTINGENCIES 5% $22,011.69 I MARGINAL BY DATE TOTAL ............ .$462,245 COST INDEX FOR BUDGET PURPOSES - SAY $463,000 I I const_est_bridge_check.xls Date: 10/31/2000 By: MS '-5 /-o I I ) I I I I I $ I I I . I I I I I ii $ fpqD0KKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 I-'HONI (J 514-5J(( • I-AX (13b13) b14-t5bUi p (2fl r-) 6ri (A LL o L/s PAO to -. 41 e' 47._ft 74 &54 2 j 4 . Yp /e (2z-c) t- 27 JOB SUBJECT DATE JOB NO. (o3 0-co Ip~ BY • SHEET CHECK of Sp-.p 3o' ir- S-/o 1) 3 7c / 4Zo/6 DATE JOB NO. BY SHEET M13 of CHECK I JOB SUBJECT R , DOKKEN ENGINEERING - W.r1lVr,r.rTTy,r.-rE 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 I-ThIUNL (b) b14-J(( • I-AX (l3bi) 14-5bUli LI 4 TfJ iF 5s- /7 L'fCy I7 . [111111111.;70 i ' i5 -z / \,/: 2. 2_ L Z4i p(2oo4 i C.y / 2' C/i i77L.) -: 46ZR' I7 5 . DOKKEN E N C I NE E R I N C - 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 rriUll4t kP00j. 314-00(( • rIA b3) 014-oOuo CO C/2-ér. 6'i/)005 U731k/T / - / — ?/e12 7 cv' 3 4!607m.f?417 3', Cy' 7S Cy d/27?9i'v t'/'i- C) fritf&f\j - 32 Cy' JOB SUBJECT DATE JOB to -3&-oo 1OLS BY SHEET • CHECK of W,dDOKKEN I 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 'T) I I I I I I ~ I, I I I 1 -J I I I 4 ' o It - 1 1. I I I I I I I) 1 I I I I I I .. I fRa DOKKEN, ENGINEERING r..-1 JOB SUBJECT DATE JOB NO ' /Q.3OAX) /OS BY SHEET CHECK of VC1) i)Js" CI Si12AJ CJ (- t4 C-2-r Z4o 7c.7 2 7ç) A( 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 f-'I-1UN (353) b14-8311 • i-AX (b) b14-bUi R , DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 rF1UIN (DB) II4-B,i(( 'IFA BB) 0 l'-tSOOB f_ 5 t L 141 , zz.(- c' 401" / ' LiIiiii1\ 2.2S peL 67 A/307 I ,3 ' 27 c.y JOB SUBJECT DATE - JOB NO. o,3D'& lols BY SHEET CHECK of 5 , DOKKEN ENGINEERING .rrflfllTflrnflrnrr 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 t-I1UNt (5) 14-thj(1 • I-AX (ti5ti) b14-CbOtS ir C \/1u (—T- - --rw 0 \/A C). ~'- 71"S -1 I JOB SUBJECT DATE JOB NO. BY SHEET CHECK of uc —vve I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 l-'hONL (!)d) b14-ljj(( • I-/Vs (B) 14-BbUli (., w h 0) S--U VVL VIA, Ad DOKKEN ENGINEER I NC ___ -IrrITr1u..rr.rTyT1rr1xj Z3' t'S' 4 2 42 - 51A' 2- ;41 c( %7'(/Vtk 3 cy \gVV2H Pc½vk 4 VVi VVOtIk - 5cliq 110 JOB SUBJECT DATE JOB NO. Ctct as BY (2(w SHEET OVIII CHECK of - - - - I I ) I I I I I I I I . I I I I I I I I I g ' a DOKKEN ENGINEERING j6o - ww.dUk.a. gm,-log..,ons -4--re 6uic-e-4-e- IOL( - fr\k2u' 4 \4 3' \/ 4l 230 o( L 32\' /1090 1 iC.v Ftn 23. ( "ft 2 5-47 7 \N ko i43 i C J Tt6-7 IHKOT1 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 I-'hL)Nb (öb) b14-J(( • NkA (B) 14-BbU by A.Oc 1c+- JOB SUBJECT vv cvAfv (I DO K K E N GIN E ER I N G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I I I I Li i I El I I I I Li I I I Sumhd'ry BAR REINFORCING SUMMARY STRUCTURE: BRIDGE NO: CALC. BY: Gina Warrick 01ST. CO. RTE P.M. JOB NO. CHECK BY: BAR SIZE SUPERSTRUCTURE SUBSTRUCTURE RETAINING WALL ESTIMATE CHECK ESTIMATE CHECK ESTIMATE • CHECK ESTIMATE CHECK - #3 0 #4 890 ___________ 1091 - #5 501 13724 0 #6 0 4118 0 #7 -.8944 5165 0 #8 - 0 16963 0 #9 0 2468 0 0 1212 0 #11 0 1823 0 #14 0 0 0 #18 --0 ______________ 0 0 INT DIAPH RAIL WALL HINGE STR APPROACH SUBTOTAL 00 0 0 _2% SPLICES 103341 0_46564 0 0 0_0 0 0 TOTAL = 105411 2071 0_9311 0_47496!0 0!0 DATE: 7/29/00 Page 1 - - - - - - - - - - - - - - - - - - - Be -f SUBSTRUCTURE BAR REINFORCING STEEL (Name of element here) 0 BRIDGE: CALC. - DIST CO PM JOB NO BY Gina Warrick CHECK F _____ X - Item Size No. or wt/ length of wall Length Total Length - Each Size No.3 No.4 No. 5 No. 6 J_No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Bent 3 Footing: ___------.-------------.----.-..-.---.---.-.---.------.------ ____ ___- ____ #8 Tot 16 8 16 -..-1................... ............•0 703 37.2 - _._1_ .....__L 9.5 74 829 _[.._______. - #5 Stirrups @ 12 Trans _- 5 74 296 9.5 2.8 ---- .............---. __ - Bent 3 In-Fill Wall: #10 Tot 4 #5 Tot 2 10 5 ____ 41 2 35.2 35.2 141 1 70 - J #5 Ii Bars © 12 #4 U Bars Tot 10 (tor slab dowels) 5 4 35 36 10 2.5 90 350 - #8 © 12 8 76 32 2432 - #7 Dowels © 18 7 63 3.4 214 Stirrups (Bottom) 5 210 2 420- - #5 @ 6" Hodz (Bottom) #5 Stirrups (Middle) 5 5 12 1 735 352 2 4221 1 1 70L_... #5©12Honz(Middle) #5 Stirrups (Top) ±oriziToP) ... 5 5 5 42 210 1235.2 35.2 2 -_iiiiiiiiiiiii 420 ? 1478 Total Length: 0 90 5882 703 917 3027 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 60 6135 1056 1875 8083 0 date: 7/29/00 . 141 4.303 605 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight 17815 pounds Page 1 - - - - - - - - - - - - - - - - - - - Abu.--4 - SUBSTRUCTURE BAR REINFORCING STEEL (Mr,rr f alamant hr StUC11iREY'.is :BRIDGE No:: - CALC. DlT; ........... . JOBNO BY:: GlndWorrck ..: CHECK X Item Size No. or Wt/ length of wall Length Total Length - Each Size No.3 No.4 No. 5 No. 6 No. 7 No. 8 No. 9 1 No. 10 No. 11 No. 14 No. 18 4 Footing: _Abut Abut 4Stem Wall: _L18 444 . - - -#6 Tot 14Long 56©12Bottom #5©12 Top #9L Bars © 12 BackVert #4© 18 Front Vert #4@18 Long #11 Tot 4Long ____ #4Tot4Long #8©12 Back Vert 6 5 5 9 4 4 14 31 31 30 20 8 31.7 6.2 6.2 12.1 10.5 308 EH j_ I I 192- 192 363 123 . - 210 .... - - 11 5 4 8 4 2 4 30 Abut 4BacIaV:.---.- 30.8 30.8 2.5 123 75 #4L Bars ©12 Front Vert 4 30 3 90 -- #4 Tot 6(D-D) #5Tot5 Vert toFtng #11 L Bars Tot 2 Top 4 5 11 Abut 4Wingwall: 6 51 21 8 12.3 24.2 - -- 1 r 904 1341- 48 188 62 ______ ______ 48 - - #5Tot2 Bottom #7L Bars ©6(Top) 5 7 21 71 27.4 26.8 _J #6 ©9(Bottom) _______ 551 - - - .#7LBars ©6(Bottom) #6©9(Top) #5U Bars ©1 #4IiBars Tot2(PileCap) 7 6 6 . 4 10 5 6 __.14_6.4 2 16.2 26.8 15 4 1 162 -- Total Length: 0 726 752 668 350 75 363 WI. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 M.PerSize: 0_485 784_1003_715_200 1234 date: 7/28/00 0 4.303 0 172 5.313 912 0 7.650 0 0 13.600 0 Total SteelWeight5333 pounds Page 1 - - - - - - - - - - - - - - - - - - - Beñr-2 SUBSTRUCTURE BAR REINFORCING STEEL (Name of element here) .SRUCTtJlE;'; BRDGE Np ;. .. CALC. - DiST: P:M JOBNO: .::y . BY:; CHECK X - Item Sizel No. or wt,' length of wall Length Total Length - Each Size No.3 No.4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 - Bent 2 Footing: #8 703 - - i_o 8 Tot #7 @ 6 - #6 @ 6 #5 Stirrups @ 12 Trans 7 6 5 20 74 74 _2961 9.5 9.5 2.9 37.2 ------,--..--------744 858 703 -- - #10 Tot 4 #5 Tot 2 10 5 4 2 35.2 35.2 Bent 2 In-Fill Wall: ------ . - 70 141 -- - - - - -- - #5 U Bars @ 12 #4 U Bars Tot 10 (for slab dowels) #8 © 12 #7 Dowels @ 18 ____ #5 Stirrups (Bottom) #5@ 6' Horiz (Bottom) #5 Stirrups (Middle) 5 4 8 7 5 5 5 35 36 76 61 210 121 700 10 2.5 32 2 35.2 2 3.4 I _._L._420 350 420 422 1408 207 90 -- 2432 1400 - - - #5@12Horiz(Middle) #5 Stirrups (To) #5 @ 6' Horiz (Top) 5 40 210 12 35.2 _2 35.2 422 --.--...-,---.----.-----..- --=------1__ __ Total Length: 0 90 5772 703 910 3176 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wf. Per Size: 0 60 6020 1056 1861 8480 0 dote: 7/29/00 141 4.303 606 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight 18082 pounds Page 1 - - - - - - - - - - - - - - - - - - - Abui SUBSTRUCTURE BAR REINFORCING STEEL (Name of element here) STRUCTURE .. BRIDGE No.:.' ... . CALC. — olsT...; CO co.' P.M.: ' JOB NO.: , BY: GihaWarr Ick. '' CHECK __ X No. or Wt/ Total Length - Each Size ___ No. 3J No. 4 No.5 No. [No. 7 No.8 No.9 No. 10 No. 11 No. 14 No. 18 - . Item Size length of wall Length - #6 Tot 14 Long 6 AbuL1±1si..____._ p J lAbut I Stem Wall: T 1 192 444 14 31.7 - #5 @ 12 Bottom ________ 5 31 6.2 --L92 31 62 #9L Bars @ 12 Back Vert 9 30 12.1 . - 363 #4@1& Front Vert 4 20 10.6 212 - _#4@18Long 4 6 30.8 246 - #ll Tot 4Long 11 4 30.8 123 #5 U Bars @ 12 Top #5 L Bars © 9 (B-B) 5 5 30 2 8.8 4.8 18 - #4 Tot 4 Long #8 © 12 Back Vert #4 L Bars © 12 Front Vert #4 Tot 6(D-D)4 4 8 4 4 30 30 6 30.6 2.5 3 8 Abut 1 Backwall: Abut lWingwall: -- - 123_____ 75 90 - 1 - #5 Tot 5 Vert toFtng #11 L Bars Tot 2 Top #5 Tot 2 Bottom #7L Bars ©6çrop) '- #7L Bars ©6(Bottom) #6 © 9(Top) #6© 9 (Bottom) #5 U Bars © 18 #4 U Bars Tot 2 (Pile Cap) 5 11 5 7 7 6 6 5 4 2 2 5 6 14 2 71---26.8 24.2 27.4 26.8 15 6.4 - - 1 55 1881 - 10162 4 90 134 90 48 Total Length: 0 728 752 668 350 75 363 0 172 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 486 785 1003 715 200 1234 0 912 0 0 Total Steel Weight 5335 pounds dote: 7/28/00 Page 1 - - .. - - - - - - - - - - -. - - - - - - Curtain-Wall SUPERSTRUCTURE BAR REINFORCING STEEL (Name of element here) BRlDGEt1o. CALC. - DIST Co RTE PM JOB NO 1095 BY Gina Warrick CHECK X - Item Size No. or Wt/ length of wail Length Total Length - Each Size No.3 No.4 No. 5 No. ó No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Curtain Wall: 5 4 4 4 68 615 8 2.5 9 - #5 Tot 4 #4 © 24 170 _L #5 Cant (Drape) 5 1 142 142 - #4 Tot 2 (Drape) 4 2 15 30 #5 L Bars © 36 (A-A) 5 90 1.8 —1.62— #4 Cont Tot 2 (A-A) 4 2 135.3 271 - #4 © 12'(C-C) 4 12 0.6 7 - #4 Tot 2(C-C) Abut 1 Conc Exp Dam: #4 Tot 4 4 4 4 4 3 12 29.5 — #4 Dowels @18' 4 38 1.6 _Abut4ConcExpDam: 61 118 611 #4 Tot 4 4 4 29.5 #4 Dowels ©18" ± - Total Length: 0 856 336 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 572 350 0 0 0 0 date: 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight 923 pounds Page 1 — — — — — — — — — — — — — — — — — — — SUPERSTRUCTURE BAR REINFORCING STEEL (Name of element here) : STRUCTURE BRIDGE No CALC - bisi: •: . RTE 1 P.M..:. JOB NO...•. BY:.. . :Gina. drrick . CHECK X Item Se No. or Wt/ length of wall Length Total Length - Each Size No. 3 No. 4 No. 5 No.6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Raised Curb: #7 Tot 12 Long 1 _._?_Q6__. 9_.? 4.. . -. Median @ Approach Slab: ---- 2480 #7U Bars ©12°oc #7 Top Bars ©12oc ---! 7 20615 1030 - 115 #4 © 24 4 60 1.92 #4© 24 4 30 2 - # 4 tot 5 4 10 30 300 :'.. 144 i111___IiTHiI D&B Dowel © Median I.I __ f#524_ 5 72 2 __ .....................-- Total Length: 0 475 144 0 4376 0 0 Wt. Per Foot: 0.376 0,668 1.043 1.502 2.044 2.670 3.400 Wt. Per Size: 0 317 150 0 8944 .0 .0 date: 7/28/00 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight 941 pounds I I I I I I I I H I I I I I I I. I , I JOB SUBJECT - - - DATE JOB NO. A) ( t'o'o 7Os (fPf _• BY SHEET CHECK of DOKKEN A EN EERING 4u / I 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 £ rriui't toJD) 3I14-00(( • o'+-oouo z L 3 £1F DATE JOB NO. 1019 BY SHEET - of CHECK I I) I I I I I I I 1 I I I I I . I f I Y,dDOKKEN 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 E N 6 I N E E R I N 6 t-'I-IUNb b19) 14-6(f • t-/kA b1)b14-bbUti f NO ,4T 43(} rm cv7 / /7/ I ;7;7,c-u I ir - c) fTC e- / 3 - - ____ , 70 SL4 Z79 71 /1 9a '5 rem - 3 7c) Z7L.c ,43t7 €-/ 5,,)j/(/L - Z7 xpa c- 4-L-€G,,c' f- 33c. JOB I SUBJECT I I) I I I I 1 • I I I., I I . I I 1 I I , I V,dDOKKEN r1E N 6 I N R I N 6 ?j (--o t7te 1/- 3. 2Le /S"Jp c/g'c fJ2F P,e3 776 -_L fr Dp7)1 3Z.t - 'Ccv.isJ fi fre3 /)•(J 7 ,F -45 3 '3 -7 L: èTp Oth •z' 70 F JOB NO. JOB SUBJECT DATE 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 MUI\1t 1,0W) I'+-Oi(f • lPA 1,0W) IN-00UO DOKKEN ENGINEERING '1 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -1VV- ViM 0 1 hA C1c T - J - /¼ut cvk4 N VVai 4 2 Pci)+4 VVvljVCU vy vLPv 5cA LL 'H CLA 70 X) (E- a JOB SUBJECT DATE JO 1 BY (20(60 SHEET f - CHECK of -. - - - pk I I I I 1 I I I I ., I I I I I 1 I I I MDOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 Irrwr1yrTrr1rTrr1rrIrrr I-'hUfN (tibli) b14-W(( • i-AA (BB) I'I-BOUB r-u v OttM1 (,o T ctçed T 1 ev oft bIih P5 L BLS Tp ie 10' A3A 1- 'hes Eu S k ° I.O\ i (-70 1ø ') To+ \ ' JOB SUBJECT DAT JOB NO. - ho/dD .iool,5 Ftvjl BY SHEET CH I ovevhe&c( Vitle41jvu HECK 3S s'1 35.S' - ~ (o L", =2 1 9~ L, -~ =A 2t, I I I 10 I I p I RI I 'I I I I I I I I DOKKEN E N G INEE RING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Pt I (45 1 ) 'pe. ftp IAI 31 Hoy f1-&vA tkc - ID 30 (b{ Ai t 1VV'1I5 I - te/'7/JA P te fO Lç \eN 2Z - JOB SUBJECT Pvi ccH-ia e c- SHEET vt uwT1 ol 6t1o? CHECK of -. - - - 1 * I I I I $ I II I I I. I I I I I DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Dvv (4c T 11) 12Qt4 LJrvj 16UJi 4) k JOB SUBJECT DAT JOB NO. kY H SE 11L (2 VJ Ov v vv i. y CHECK of I I I I I I I I RH I I I I I I I, I I (7 K K E N 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 GIN E ER INC PHONE (858) 514-8377 • FAX (858) 514-8608 DvNt P(hv1 (o T") 2S JOB SUBJECT to JOB NO. Check O DATE/ F t SHEET Pce i hM CHECK of [1 I I I I DO K K E N GIN E ER IN G 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I MDOKKEN 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123 I I I I Li I I S I I I I I I I I 1: I 1 I I . I I I IH I R , DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 rr.r1 t-Th1ON (b) b14-i(( • IPA (b) bl4-öbtJi t coouimr"i\ (O-VOW) Pdok AOUk I \NvtbO i34 4 j \ . cJT7 / T7 sa 1 4 1.5 3cc JOB SUBJECT I DATE JOB NO. 0 1 2 ° JD 1S Fvt vvtctoe Ckeck BY SHEET o n OF\ \J\JSeM JA1 CHECK of - - - - PHONE (5) b14-3(1 • I-AA (tibti) b14-tibUti )c(11out1ay\ N004<51 ,4 73L/ 7O3 N,- II / uet v&CttO Hwvl Alc(192 Ct\ Ft1() 1-- 00+( EHe-'J, teN I 1 ) I I I I . I I I I I I 1 I I I . I MDOKKEN ENGINEERING 2- 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 ------ -?----- 2O3 1' '. I'l 75 A L\ os AT 77 ft JOB SUBJECT DATE JOB NO. Oneek Wpo,-, B, SHEET 9i 5t7a ivit&a CHECK of o 13h5 2,3 1MZ ve,vk3 Ek1J,teAJ 2O 4 S -uC - 4S, As' 15 I I I I I . I I I I 1 I I I I I I ) I 3 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 I-ThL)NI (b) j14-jJ(( 'tPA (0) 1'-bt)UB k . v, V4 (77(lç') 4-3 3 L — 13 c'1' 'DATE I Jop cI BY It11 0)1 'SHEET CHECK I of - - DOKKEN i ENGINEERING — h'lr,.rrymrruTr. JOB SUBJECT Povisc . EtvA Ctc\ Vv t d EVtI fo DOKKEN EN EERINO 4 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 I-HUN (b) bl4-iJIi • I-AX tjb1) 01'-00UO * i4.4,7S - P!t.T731 1733S 2UkL A, '(3d)( 2 fkL i47 t 2- VH .3 f k~' -;~ 1 -3, ~ 6\~ 227 u4 \ u 4 4 ifj JOB SUBJECT D T J B NO 1O(c1/c) OCLc Pot Ve+ itCt F ivo.t VI' tdt' Ck?Ck Otjtiv1 BY, SHEET L tCi LrAvo .9 CHECK of I I I 1 I IL I I I ) 1 I I 1 I I I. I I FiqROKKEN . PHONE (858) 514-8377 • FAX (858) 514-8608 vf~ 4u-iieiu / (12 ) 13. Ofr17/ 1 TJ&/ f/or JOB SUBJECT DATE JOB NO. /c730 oO BY SHEET SAiq7)/2é CHECK of 3914 MURPHY CANYON ROAD, A-153. SAN DIEGO, CA 92123-44c I I. I I I I I I I II I 'I I 1 I I I I I JOB SUBJECT DATE JOB NO. s r "m Floa( ~vt BY SHEET V20 I 45E Pç½tf I \N 1VjA/ck t 4 ' ( Pc VA ~ 2- Z- 7—kl 51-v LVYf DOKKEN P N fl T N P P Pt N (t i O 1 (A)'du WtWJXIY\ 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-449 fL) PHONE (858) 514-83(1 • I-AX (858) 514-8btJ8 A1.. I I 1 I I I I 1 1 I I I I I I 1 I DOKKEN I-A ENGINEER! NC 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 sty v61- ire 6k ( C v 4& 2) Se . f(t efi.S. F Ct 2tiV h -h c u k s u ohra - t 16 vo ibme rm jua'/K~-O-~.(Fmr cvvi4 VV tvvj v'Jot tjV 9 (iO VLD -b- M k h e cive4 +te A—wtecA ES tive +l7 +ke O4 swrt e &P t( k.e I -.... LL 2 t c, b( V 4 O3-2--5't 4S/' + 4 C3.5'(4os') 142 X 01 \J AS5 C'( JOB SUBJECT OAT JOB NO. 11w &c;oi( 6Wec & BY SHEET Pvckti LC4/vi CHECK of I Ad DOKKEN ENGINE E RING - 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 -1-lUENt (D) 01'-ti(( • IF (b1) 014-ibtJli 'kttt A 'ocA U h .o-'( Vzvqp~~' VZV~13 , (j,L3') ( 3, t') ( \7i( N3 V "-~ &? V!, b 3 ':~ ( I o' ) ( Z-' ( 3e'-~ : ( '13 -4S 5a- A 3M ( .ii'X.')-4 (1')(415 I) JOB Pci cc-ft. V w - SUBJECT FotrV. 3 ,o c:: CA'teck -t Liw DATE I JOB NO. lo/ iq fr1 t°'i BY I SHEET CHECK o I I. 1' I I I I I I I) I I I I I I I' I fRa DOKKEN ENGINEERING JOB NO JOB SUBJECT DATE CHECK of Uk\ N4v\/W sty )Ci k*\ A Uf - 3-k -S - 25..4 3914 MURPHY CANYON ROAD, A.-153 • SAN DIEGO, CA 92123-4491 i-'HON ($b3) b14-3(f • I-AX (t55) 01-öbUB I I 1 I I I I I i I I I 1 I I I 1 foDOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 ______ t-'hul'lt oj i-i'' • ri DD) ouq-oouo I7cY r(aucrU :\CX (L; OT' ( 1'q 1 288 - V° JOB SUBJECT DATE JOB NO. BY SHEET CHECK of I I I I I I I I I I I 1 I I I I 1 JOB DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-860 hr U Pou4-1 /c/- 4 AO hO'Vd (AAP vb 0(,4 tD t2e ( oi it o 2U : /\k cl-(i)th Ou' Ik'ppVoc&tt4 42 (( Si C C C A-y p Y& $a To + S S SUBJECT vc k--i Lcwe VV tekOVL DATE JOB NO. BY SHEET CHECK of I i" I I I I I . I I I I 1• 1 1 I I I ) I I JOB ,,d DOKKEN N B I N E E R IN B 34Iiez 7p ir 7c2si 36/#/ i/Y Sm/L,f/ c e?3 SUBJECT 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 2-4 54y /L3L,f rr1ui'i DIto) DI'-ii(( • r-/AA toI) 314-BDUB /7' p77, 37 .2- = L. DATE I JOB NO. Zo BY SHEET of CHECK AI. I I ) I I I 1 I I I I , I I I I I I I.' I , I I JOB SUBJECT DATE J JOB NO. CHECK I of ,,d DOKKEN 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 N E3 N E R IN 13 rr-1JI'1 OI) I4-BiI( • IPIA b1f) 14-bUi °F ThvrAlc frp,ur Le'kL. e'F 33 c I 27 Z.&Cy + c?Mu'4 - 72Y7?1 L: 54 All OX I I 1 I 1 I I I I I I I I F I I I ! I 9,F,dDOKKEN 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123