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HomeMy WebLinkAbout3190; Rancho Santa Fe Road over San Marcos Creek; Rancho Santa Fe Road over San Marcos Creek; 2002-12-20 (3)DOKKEN ENGINEERING 9665 Chesapeake Drive Suite 435 San Diego. CA 92123 (858)514-8377 Fax (858) 514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK BENTCAP SUMMARY ANALYZE 3 LOAD CASES, l-H, l-PC, AND VII LOADS ARE FROM BDS RUNS. NOTED IN CALCS LOAD CASE l-PC CONTROLS NEGATIVE REINFORCING LOAD CASE VII CONTROLS POSITIVE REINFORCING USE 14 #11 BARS FOR LOWER (POSITIVE) REINFORCING USE 18 #14 BARS FOR UPPER (NEGATIVE) REINFORCING USE 4 #11 BARS FOR CONSTRUCTION REINFORCING USE 3 #8 BARS FOR EACH SIDE FACE REINFORCING DOKKEN ENGINEEBING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 JOB SUBJECT Tfce^ 6\t^ T)U-DATE it BY CHECK JOB NO. //6-5 SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-^8608 <P rAD'i>eu CAP ^^"^ \ "v^-np-oot^ ^ I p H T^.^\i^ 75 ^1/ 13 I* 7b IS i7 73 -i 7> JOB SUBJECT DATE JOB NO. BY SHEET' of CHECK SHEET' of II II if II il II iiJiti fl li li ti ii li ii it 11 il CAPL. PRT 02 10 01 10 04 10 4 73 12 5 73 12 « 66 12 73 12 66 12 73 12 66 12 66 12 66 12 66 SOO SOO 500 1 1 HS TEUC>L 15D1 1 2 HS Trucks 1501 1 3 HE Trucks 1501 • •tl (•t> lt><*>tltlt t«lt • III lOltttt'lt • lll*llt« illlittlX lltll* l«*ll>(tt< (••••tlltlOi •t«t Ifit • till 1*****1 ****ltl • Itll •*!• Itll itifittmtti tlliltllll <<«#•• D6 - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP FRAME DESCRIPTION NO LT RT LT RT DIR DEAD LOAD CARRY OVER 17 ,6 3^.5 3*. 5 17 .6 26. B 26,5 26. 5 0,00 0.00 0, 00 0, 00 0.00 0, 00 4,5 3600. 3600. 3600. 36D0. 3250, 3250. 32S0, 0.000 O.OOO O.OOO 0.000 0,000 0.000 0,000 .150 ,150 ,150 , ISO ,150 ,150 , ISO 0.00 o.oo 0.00 0.00 0.00 o.oo 0.00 0,00 0.00 0.00 0.00 0.00 0.00 o.oo 0,00 o.oo 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0,00 0,00 0,00 0,00 iDttltt* • •*> •>ii«<*ll* • It* ttli ItX **** tilt lllltK lOtllt tmt ttiitit ii<*iii i*lt •III •>* •I** •<•« tlOtlltllK llltllllltl ttitiit* 11*1**1*1 ****** ****** Seccian Properti hem Re No Loc, Call 0.0 7,1 DE - BDS - PC Vl.3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP Input w Top Boc Mo W T M Pact T H Fact 0,00 0,0 0, Code Via H Z Y Area 0,0 0.0 7,0 0.75 9.00 O.OO 0 0. 0 0, 0,00 0 Some ol the above data haa been aaauined- 0,0 0,0 7,0 5,50 66,00 0,00 0 0. 0 0, 0,00 0 0, 0.00 0.0 Some of Che above data has been assumed, " SECTION PROPERTIES - OUTPUT 11/01/02 CAPL,CXC Unknown BDS PC ueraion 1,3.7 (04/05/93) (c) 1990-93 Dokken Engi All rights Sorted Input Data 12345678901234S67890123456789012 34S67890123456789012345678901234 1163 RANCHO SANTA FE RD LEFT BENT CAP 265 265 010102P H 176 020203 H 345 030304 H 345 040405 PH 176 050602P 265 060703P 070804P 010000 01 71 02000002 03000002 04000002 04 10501 050000 060000 070000 0101 S40 0101 30«0 0102 040 0102 040 0102 3040 0102 3040 0103 B4 0103 04 0103 304 0103 304 0104 84 0104 304 01 10 01 3600 3600 3600 175 3600 45 3250 45 3250 45 3250 70 75 90 70 55 660 00 150 150 150 150 150 150 150 000000 00000 0 0 0 0 0 0 159 159 159 P0D91 P0091 P0080 P 255 POOSO P 255 P 87 P 262 2013 2013 2013 ADL GIRDER 1 DL GIRDER 1 ADL QIRDER 2 ADL GIRDER 3 DL GIRDER 2 DL GIRDER 3 ADL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 10 5678901234567890 000 lOO 100 100 100 100 100 100 200 200 200 200 200 200 201 201 201 300 300 300 300 300 300 300 300 300 300 300 300 500 MEM NO LOC. DEPTH Z-BAB Y-BAR AREA IZZ 1 0.0 0.75 3.50 0.36 S.36 0.27 1 7,1 5.50 3,50 2,74 38,61 97,96 MEMBER 1 PROPERTIES -- WARNING - MEMBER LENGTHS DISAGREE •• HINGE AT LOCATION: O.l LENGTHi 17.6 MIN E'l: 0.9aiE STIFF: 0.024 LT 61.575 HT C.O Section Properties - Input lYV 22.71 158.48 3600,00 3600.00 THAT GIVEN IN FRAME DESC. IS USED. LT 0.006 RT Bot No W T W Fact T W Pact 2 0.0 02 SECTION PROPERTIES - OUTPUT Code V/D " Recall Only Z-BAR 3,50 Y-BAB 2.74 HEM NO LOC. DEPTH 2 0.0 5.50 HEHBER 2 PROPERTIES LENGTHi 34.5 MIN E'l: 0.353E STIFF Section Properties - Input Y W D ' AREA 38.61 IZZ 97 .96 lYY 15B.4S 4.000 BT CO.: 0.500 LT 0.500 RT Bot No W T W Fact T W Fact 3 0.0 02 SECTION PROPERTIES Code V/D -• Recall Only E-Store score- HEM NO LOC, DEPTH 5,50 Z-BAR 3 , 50 Y-BAR 2 ,74 AREA 38.61 IZZ 97.96 lYY 158.48 i I i I i i I I I I I i i i i ilillllliiiliiiliiti CAPL.PRT MEMBER 3 PROPERTIES LENGTH: 34.5 MIN E'l; 0.353E STIFF: 4.000 LT 4.000 RT CO.: 0.500 LT 0.500 RT Section Properties - Input Mem Re No Loc. call z 4 0.0 02 w D Top Bot No w T w Fact T W Fact L EX In L Ex In E H Z ¥ Area Izi E E-Store Store Code V/D •* Recall Only Section Properties Mem Re No Loc. Call z Store DE - BDS - PC vl.3.7 11/01/02 Page 3 1163 RANCHO SAHTA FE RD LEFT BENT CAP Input V W D Top BOt NO w T W Fact T W Fact L EX In L EK In E Code V/D •• Recall only Area T z E-Store ste 4 10.5 01 SECTION PROPERTIES - OUTPUT HEH NO LOC. DEPTH Z-BAB Y-BAR AREA IZZ lYY E 4 0.0 5.50 3.50 2.74 38.61 97.96 158.48 3600.00 4 10.5 0.76 3,50 0.36 5.36 0,27 22.71 3600.00 HEMBER 4 PROPERTIES •• HARKING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC. IS USED. " HINGE AT LOCATION: 17.5 LENGTH: 17.6 HIN E'l: 0.981E STIFF: 728.893 LT 0,002 RT CO.: 0.006 LT 174.999 RT Section Properties Mem Re No Loc. call z store - Input W D Top Bot NO w T w Pact T W Fact L Ex In L Ex In E H Z y Area Izi E E-Store Store code V/D H • • ASSUMED DATA26 SECTION PROPERTIES - OUTPUT HEH NO LOC, DEPTH Z - BAR Y-BAR AREA IZZ lYY E 20.13 0.00 3250.00 5 0.0 0,00 0.00 0.00 15.90 MEMBER 5 PROPERTIES LENGTH: 26.5 MIN E'l: 0.65flE STIFF: 4.000 LT 4.000 RT CO.: 0,500 LT 0.500 RT Section Propertiea - Input Mem Re No LOG. Call Z store w D Top Bot No W T W Fact T W Fact L Ex In L Ex In E H Z Y Area In E E-Store Store Code V/D H •• ASSUHED DATA26 SECTION PROPERTIES - OUTPUT MEH NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 20 . 13 IVY E 0.00 3250,00 6 0.0 0,00 0.00 0.00 15.90 MEMBER 6 PROPERTIES LENGTH: 26.5 MIN E'l: 0.654E STIFF: 4.000 LT 4.000 RT CO.: O.SOO LT 0.500 RT Section Properties - Input Mem Re No LOC. call Z ¥ W D Top Bot NO W T W Fact T W Fact L EX In L Ex In E Code V/D H Z y Area 112 E E-Store Store DE - BDS - PC vl.3.7 11/01/02 Page 4 Mem Re No I.DC. call z 1163 RANCHO SANTA FE RD LEFT BENT CAP Input Y w D Top Hoc No W T W Fact T w Fact L Ex In L Ex In Code V/D H Z y Area Izi E E-Score Stor '- ASSUMED DATA26 SECTION PROPERTIES - OUTPUT Z-BAR Y-BAR AREA 0.00 0.00 15.90 HEH NO LOC. DEPTH 7 0.0 0,00 HEHBER 7 PROPERTIES LENGTH: 26.5 MIN E'l; 0.654E STIFF: 4.000 LT IZZ 20. 13 lYY E 0,00 3250.00 4.000 RT CO.: 0.500 LT 0.500 RT File DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE BD LEFT BENT CAP NO ERRORS FOUND FRAME PROPERTIES END MEH JT COND NO LT RT LT RT DIE I / / / /---/ 1 1 2 P H 2 2 3 H SUPPORT OR SPAN HIN E'l HINGE 17,6 0.9807E 0,1 360O 34,5 0.3526E 0,0 3600 34.5 0.3526E 0,0 3600 17.6 0.9807E 17,5 3600 26,5 0,6B42E 4,5 3250 26.5 a,6542E 4,5 3250 26.5 0.6542E 4.5 3250 CARRY OVER FACTORS DISTRIBUTION FACTORS 0 .500 0 .500 0.000 0.500 0.500 0.500 0. 000 0. 500 0. 500 0.000 0, 000 0. 000 0.000 0.000 0.847 0.458 0.458 0.847 O.OOO 0,000 0. ooo 0. 000 0 . 000 0.153 0. 083 0. 153 ..... jf, MEMaEB IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROH LEFT END OF MEMBER ..... IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION '••* ..... jp SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HOHENT REDUCTION WILL NOT TAKE PLACE •*•* Filci . __ DE - BDS - PC vl,3.7 11/01/02 Page 6 1163 RANCHO SANTA PE HD LEFT BENT CAP FIltED END MOMENTS TRIAL 0 HEH NO FIXED END MOMENTS LT RT HEH NO FIXED END MOMENTS FIXBD END MOMENTS LT RT DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE BO LEFT BENT CAP •-' SIDESWAY NOT CONSIDERED, *'* HORIZONTAL MEMBER MOMENTS TRIAL 0 MEH NO LEFT . 1 PT . 2 PT . 3 PT 0. -411. -349. -656. -558. -381 . -324, -125 . -321. -288 . -56. -211 . -18. 239. 141. -149. . 4 PT -36. 318. 269. -100. .5 PT -63. 328 . 328. -63 . HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 0. 1. 2. 5. 2 68. 24. -18. -47. 3 lOB. 62. 11. -27. 4 63. 57. 42. 31. HORIZONTAL MEMBER STRESSES TRIAL 0 -62 . -52. -64. -64 . .6 PT -100. 269. 31S. -36. 21. -52. -62. .7 PT -149. 141. 239. -18. -27. -47. .8 PT -211. -56. 92. -321, -125. BIGHT -381 . -656. -ill. 0. -324.) -55B.) -349,) -1 . -2. -5. TOP FIBER -9. -14. ii ii 11 il ii il il il il II li II li il it il ii ii ii 2 -68. -25. 18. 47. 3 -109. -63. -11. 28, 4 -63. -57. -43. -31. VERTICAL MEMBER MOMENTS TRIAL 0 -63. -24, -109. -68 . -3 . -6. -9. HORIZONTAL MEMBER SHEARS TRIAL 0 1 0,0 -l.B -4.5 -8,2 2 92.8 72.S 52.8 32.9 3 107.0 87.0 67.1 47.1 -12.6 12.9 27 . 1 -18.0 -7.1 7 . 1 -24.3 -27 . 1 -12 .9 -31.4 -47 . 1 -32.9 -39.4 -67 .1 -52 .8 -48.2 -58.0 -87.0 -107.0 -72.8 -92,8 FilE DE - BDS - PC Vl.3.7 L163 RANCHO SANTA FE RD LEFT BENT CAP •-• SIDESWAY NOT CONSIDERED. •" HORIZONTAL MEMBER SHEARS TRIAL 0 MEH NO LEFT .I PT ,2 PT .3 PT 4 58.0 48.2 39.4 31.4 VERTICAL HEMBER SHEARS TRIAL 0 5 -1.1 -1.1 -1.1 -1.1 6 0.0 0.0 0.0 0.0 7 1.1 1.1 1.1 1.1 VERTICAL MEMBER REACTIONS TRIAL 0 HEH LT RT HO , 4 PT 24 .2 -1 . 1 0.0 1 . 1 REACTION 214 .0 277.2 214.0 REACTION 150.8 214 .0 150.8 -1 . 1 0.0 1 . 1 HEMBER WEIGHT .6 PT 12 .6 -1.1 0,0 1.1 -1.1 0,0 1,1 .8 PT 4.5 -1.1 0.0 1.1 -1.1 O.O 1.1 RIGHT -0.1 -1.1 0.0 1.1 63.2 63.2 63.2 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END RT. EHD 0.001523 -0.000028 0.000014 0.000028 -0.001513 -0.000028 0.000028 -0.000014 0.000000 0.000028 LT. END 0.000000 0.000000 RT. END -0.000028 0.000000 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END - DOWNWARD POSITIVE 0.000 0 . 000 0 .000 0.000 0.000 0,000 0. 000 0.000 0.000 0 .000 0.000 LONG HINGE 1/4 0.000 1/2 0.000 0.000 0. 000 0. 000 0.001 0.000 0.000 0 .000 0.000 0.000 0 . 000 0.000 0. 000 3/4 0, 000 0.000 0.000 0.000 0.000 D.OOO 0.000 LONG HINGE LT 1/4 O.OOO 1/2 0.000 3/4 0.000 0 .000 0.000 O.OOO 0 .000 0.000 0 . 000 RT 0,000 0.001 0 .000 0.000 O.OOO 0. 000 VERTICAL HEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. HEMBEB 5 Ei 3250. O.OOO 0.000 0.000 0,000 CAPL.PRT HEHBER 6 E^ 3250. MEMBER 7 E^ 3250. 0.000 O.OOO 0 .000 0 .000 0.000 0.000 0.000 0,000 0.000 0.000 0. 000 0. 000 0,000 0. 000 0.000 0.000 0.000 0.000 0 .000 0.000 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP LOAD DATA TRIAL I LOAD LINE MEH W OR P CODE 1 84.000 P 1 304,000 P 2 84,000 P 2 B4.000 P 2 304.000 P 2 304.000 P 3 84.000 P 3 84.000 P 3 304.000 P 3 304.000 P 4 84.000 P 4 304.000 P FIXED END MOMENTS TRIAL 1 MB4 FIXED END MOMENTS FIXED END HOHENTS RIGHT DEFLT 9.1 9.1 B.O 25.5 8.0 25.5 8.7 26.2 0.0 0.0 0,0 0,0 0,0 0,0 0,0 0,0 0,0 0,0 0,0 0,0 FIXED EHD HOHENTS COHHENTS ADL GIRDER 1 DL GIRDER 1 ADL GIRDER 2 ADL GIRDER 3 DL GIRDER 2 DL GIRDER 3 ADL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 FIXED END HOHENTS DE - BDS - PC vl.3,7 1163 BANCHO SANTA FE RD LEFT BENT CAP *" SIDESWAY NOT CONSIDERED, '" HORIZONTAL MEMBER MOMENTS TRIAL 1 MEM NO LEFT ,1 PT ,2 PT ,3 PT 0. 0 . -3176. -1694. -2700.) -2130. -911. -1810.) -3298. -2615. -2803.1 0. -212 . 307 . -1932. 359 . B86. -1249. .4 PT 0, 502. 766. -566. .5 PT 646. 645. HORIZONTAL HEHBER STRESSES TRIAL BOTTOM FIBER 525. 352. 545. 329. 177. 516 . -60. 388. 0. -70. -172 . 256. 0. 0. -125. -125. HORIZONTAL MEMBER STRESSES TRIAL -98. -149 . 120. 0. TOP FIBER 0. 0 . -41. 2 -528. -331. 3 -354. -178. 60 4 -548. -519. -391 VERTICAL MEMBER HOHENTS TRIAL 5 0. 12. 24. 6 0. 0. 0. 0, 70. 173 . -259. 0. 150. -121. 0. 126. 126. . 6 PT •566. 789. 525 . 120. -153. -102, -121. 154. 103 . .7 PT -1249. 933. 405 . 0, 256. -181 . -79. -259. 182 . , 8 PT -1932. 261, -258. 388 . -51- -391. 51. -50. .9 PT RIGHT -2615. -3298. -934. -1716. 516 . 181. 334. -519. -183. -336, 0 . 7 0. -12. -25. -37. HORIZONTAL HEHBER SHEARS TRIAL I 1 0.0 0.0 0,0 0.0 2 429.6 429.6 429,6 41,6 0.0 41.6 O.D 41.6 -388,0 41.6 0. -1. -98. -388.0 -388.0 41.6 -346.4 -2129. -3175. 545. 352. 525. -548. -354 . -528. 0 . 122. -1. -123. -2803.) -1810. ) -2699.I -388,0 -388.0 -346.4 -346.4 il ii ii ii il II il ii il II ii il ii il ii ii 11 il ii CAPL.PRT 353.2 353.2 -34.H -34.8 -34.8 -34. -34.8 -422.8 -422.8 -422.8 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP ••• SIDESWAY NOT CONSIDERED. '•' HORIZONTAL HEHBER SHEARS TRIAL 1 MEH NO LEFT .1 PT .2 PT .3 PT 4 388.0 388,0 388.0 388.0 VERTICAL HEHBER SHEARS TRIAL 1 5 4.6 4.6 4.6 4.6 6 0.0 0.0 0.0 0.0 7 -4,6 -4.6 -4.6 -4.6 VERTICAL MEMBER REACTIONS TRIAL 1 HEH LT BT . 4 PT 388.0 4.6 0.0 -4.6 NO REACTION 817.6 699.6 BIO. S TANGENTIAL ROTATIONS SPAH LT. END 1 0.068237 4 0.000115 7 -0,000058 REACTION 817.6 699 . 6 . 5 PT 0.0 4.6 0.0 -4.6 HEHBER WEIGHT .6 PT 0.0 4.6 0.0 -4 . 6 .7 PT 0.0 4.6 0.0 -4 . 6 . 6 PT 0.0 4.6 0.0 -4.6 . 9 PT 0.0 4.6 0.0 -4.6 RIGHT 0.0 4.6 0.0 -4.6 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP RADIANS - CLOCKWISE POSITIVE BT. END SPAH LT. END -0.000114 -0.068395 0.000115 -0,000114 0.000057 RT. END O.OOOOOl -0.000114 LT, END o.nooool -o.ooonoi RT. END 0.000115 0,000001 HORIZONTAL MEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END - DOWNWARD POSITIVE 0,006 0. 001 LCNG HINGE 1/4 0 .005 1/2 0 .003 0. 000 0.001 0 .000 0.001 0.000 0.004 0.000 0.001 0.000 0 .001 0.000 0.005 LONG HINGE 1/4 0.001 1/2 0.003 0, 005 0.001 3/4 0, 001 0.000 0.001 0.001 0.000 0. 001 0.005 3/4 O.0O5 0. 001 0.000 O.OOl 0.000 0.001 O.0D6 VERTICAL MHIBEP DEFLECTIONS IN FEET AT 1/10 POIffTS PROH LEFT END. 0. 000 0.001 0.000 0.000 O.OOO -0.001 0. 000 0.001 0. 000 0. 000 O.OOO -0.001 0. 000 0. 000 0.000 0.000 0.000 0.000 0. 000 0,000 0. 000 0. 000 0. 000 0,000 0 .001 0 .000 0.001 0.000 0. 002 O.ODO 0.001 0.000 .000 .000 -0.001 0 - OOO DE - BDS - PC vl.3.7 1163 BAHCHO SANTA FE RD LEFT BENT CAP LIVE LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD GENERATOR LIVE LOAD NUMBER OF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT.END LT.END RT.END RESISTING MOMENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT M S SCALE ENV. INFLU- ENCE LINES l.OOO 1 .000 1 .000 I .000 1.000 1 .000 1 .000 1.000 TRUCK OR P2 D2 P3 73,0 0.0 0.0 P13 D13 0.0 D.O P19 D19 0.0 0.0 P25 D25 0.0 0.0 P31 D31 0.0 O.D P37 D37 0.0 0.0 P43 D43 0.0 0.0 P49 D49 O.D 0,0 P55 D55 O.O 0,0 TRAIN D3 0.0 O.O 0.0 0.0 0.0 P13 D13 0.0 0.0 P19 D19 0,0 0.0 P2S D25 0.0 0.0 P3l D31 0.0 0.0 P37 D37 O.D 0,0 P43 D43 0.0 0.0 P49 D49 0.0 0.0 P55 D5S 0.0 0.0 P61 D61 0.0 0.0 P67 D67 0.0 0.0 P73 D73 0.0 0.0 P79 D79 0.0 0.0 PBS D85 0.0 0,0 P9l D91 0.0 0.0 P14 D14 0.0 0.0 P2a D20 0.0 0,0 P26 D26 0.0 0.0 P32 D32 0.0 0.0 P38 D38 0,0 0.0 P44 D44 0.0 0.0 PSO DSO 0.0 0.0 P56 D56 0.0 0.0 P62 D62 0.0 0.0 P68 D6a 0.0 0.0 P74 D74 0.0 0.0 P80 D80 0.0 0.0 P86 086 0.0 D.O P92 D92 0.0 0.0 PIS 0.0 P21 0.0 P27 0.0 P33 0.0 P39 0.0 P45 0.0 P51 0,0 P57 0.0 P63 0.0 D15 0.0 D21 0.0 D27 0.0 D33 0.0 D39 0.0 D45 0.0 DSl 0.0 D57 0.0 D63 D.O D69 0.0 P7B 0.0 P81 0.0 P87 D.O P93 0.0 U75 0.0 DSl 0.0 D87 0.0 D92 0.0 LOADING P4 D4 0.0 0.0 PIO DIO 0.0 D.O P16 D16 0.0 0.0 P22 D22 0.0 0.0 P28 D2B 0.0 0.0 F34 D34 0.0 0.0 P4D D40 0.0 0.0 P46 D46 0.0 0,0 P52 D52 0.0 0.0 P58 D58 0.0 0.0 P64 D64 0.0 0.0 P70 D70 0.0 0.0 P76 D76 0.0 0.0 P82 D82 0.0 0.0 PSO D88 0,0 0.0 P94 D94 0.0 0.0 TRUCK OR TRAIN LOADING P2 D2 P3 D3 P4 D4 73.0 12.0 73.0 12.0 73.0 0.0 PIO OlO 0.0 0.0 P14 D14 0.0 0.0 P20 D20 0.0 0.0 P26 D26 0.0 O.D P32 D32 0.0 D.O P38 038 O.D 0.0 P44 D44 0.0 0.0 P50 DSO 0.0 0.0 P56 DS6 0,0 0.0 PIS DIS 0.0 0.0 P2l D21 0.0 0.0 P27 D27 O.D 0,0 P33 D3 3 0.0 D.O P39 D39 0.0 O.O P45 D45 0.0 0.0 P51 DSl D.O 0.0 PS7 DS7 0,0 0.0 P16 D16 0.0 0.0 P22 D22 0.0 0.0 P28 D28 0.0 0.0 P34 D34 O.D 0.0 P40 D40 0.0 0.0 P46 D46 0.0 O.D P52 D52 O.D 0.0 P58 D58 0.0 0.0 Pll Dll P12 D12 0.0 0.0 D.O 0,0 P17 D17 Pia D18 0.0 0,0 0.0 0.0 P23 D23 P24 D24 0.0 0.0 0.0 D.O P29 D29 P30 D30 O.D 0.0 0.0 0.0 P35 D3S P36 D36 0.0 0.0 0,0 0.0 P41 D41 P42 D42 0.0 0.0 0.0 0.0 P47 D47 P4B D4B 0,0 0.0 0.0 0.0 P53 DS3 P54 D54 0.0 0.0 0.0 0.0 P59 D5B P60 D6U 0.0 0.0 0.0 0,0 P6S 065 P66 D66 0.0 0.0 0.0 0.0 P71 D71 P72 D72 0.0 0.0 0.0 0.0 P77 D77 P78 D78 0.0 0.0 0,0 0.0 P83 D83 P84 D84 0,0 D-D 0,0 0.0 P89 D89 P90 D90 0.0 0.0 0.0 0.0 P95 D95 P96 D96 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 Pll Dll P12 D12 0.0 0.0 O.D 0,0 P17 D17 P18 D18 0,0 0,0 0,0 0,0 P23 D23 P24 D24 0,0 0,0 D.O 0,0 P29 D29 P30 D3D O.D 0,0 0.0 0,0 P15 D35 P36 D36 D.O 0,0 0,0 0,0 P41 D41 P42 D42 0.0 0,0 0,0 0,0 P47 D47 P48 D48 0-0 0,0 0,0 0,0 P53 D53 P54 D54 0,0 0.0 0.0 0.0 PB9 DS9 P60 D60 0.0 0.0 0.0 D.O OVER RRL IMPACT COMB CARD P97 O.D OVER RRL IHPACT COHB CARD iiiiifiiiiii i I i 1 I i i I I i CAPL.PRT iiiiiiiiiiiltiii P61 D61 0.0 0,0 P67 D67 0.0 0.0 P73 D73 0.0 0.0 P79 D79 0.0 0.0 PBS D85 0.0 0.0 P91 D91 0.0 0.0 P62 D62 0.0 0.0 P6e D68 0,0 0.0 P74 D74 0.0 00 pa 0 D8 U 0,0 0.0 P86 D86 0.0 0.0 P92 D92 0.0 0.0 P63 D63 0.0 0.0 P69 D69 0.0 0.0 P75 D75 0.0 0.0 P81 D81 0.0 0.0 P87 ^87 0.0 0.0 P93 D93 0.0 0.0 P64 D64 0.0 0,0 P70 D70 0.0 0.0 P76 D76 0.0 D.O P82 D82 0.0 0.0 P88 D8e 0.0 0,0 P94 D94 0.0 0.0 TRUCK OR PI Dl P2 D2 P3 66.0 12.0 66.0 12.0 66.0 TRAIN D3 12.0 Pll D13 0.0 0.0 P19 D19 0.0 0.0 P25 D2S 0.0 0.0 P31 D3I D.O 0.0 P37 D37 D.O O.O P43 D43 0.0 0.0 P49 D49 0.0 0.0 P55 DS5 0.0 0.0 P61 D61 0.0 0.0 P67 D67 0.0 0.0 P73 D73 0.0 0.0 P79 D79 0.0 0.0 P85 DBS D.O 0.0 P91 D91 0.0 O.D PI 4 0,0 P20 0 D P26 0,0 P32 0,0 P3a 0,0 P44 0.0 P5D D, D P56 0,0 P62 0,0 D14 0,0 D20 0,0 D26 0 . 0 D32 0,0 D38 0,0 D44 0,0 D50 0,0 D5fi 0,0 D62 0,0 D68 0,0 P74 0,0 P80 0,0 PB6 0,0 D74 0,0 C86 0,0 P15 0.0 P21 0,0 P27 0 . 0 P33 0,0 P39 0,0 P4S 0.0 P51 0.0 P57 0,0 P63 0,0 P69 0,0 P75 0,0 D15 0.0 D21 0.0 D27 0,0 D3 3 0.0 D39 0.0 D45 0.0 DSl 0.0 DS7 0.0 D63 0.0 D69 0 . 0 D75 0,0 DBI 0,0 P92 0,0 D92 0.0 PB7 0,0 P93 0,0 D87 0,0 D93 0,0 LOADING P4 D4 66,0 12,0 IMPACT FACTORS CALCULATED By PROGRAM MEM IMPACT PIO DID 0,0 D.O P16 D16 0,0 0,0 P22 D22 0,0 O.D P2a D28 0,0 0,0 P34 D34 0.0 0,0 P46 D46 0.0 O.D P52 D52 0.0 D.O P58 D58 0.0 0.0 P64 D64 0,0 0.0 P70 D70 0.0 0,0 P76 D76 0.0 0.0 P82 D82 O.D 0.0 P88 D8B 0.0 0.0 P94 D94 0.0 0,0 P65 D65 P66 D66 0,0 0,0 0,0 0,0 P71 D71 P72 D72 0,0 0,0 0,0 0.0 P77 D77 P7B D78 0,0 0,0 0,0 0.0 P83 D83 P84 D84 D,0 0,0 0,0 0.0 P89 D89 P90 D90 0.0 0.0 0.0 0.0 P95 D95 P96 D96 0.0 0.0 0.0 0.0 66,0 12.0 66.0 0.0 Pll Dll P12 D12 0.0 O.D 0.0 0.0 P17 D17 P18 D18 0.0 0.0 O.O 0.0 P23 D23 P24 D24 0.0 0.0 0.0 0.0 P29 D29 P3D D30 0.0 0.0 0.0 0.0 P35 035 P36 D36 0.0 0,0 0.0 0.0 P41 D41 P42 D42 0,0 0,0 0,0 0,0 P47 D47 P48 D4B 0.0 0,0 0,0 0.0 PS3 D53 P54 DS4 0.0 D.O D.O 0.0 PS9 D59 P60 060 0.0 0.0 0.0 0.0 P65 D65 P66 D66 0.0 0.0 0.0 0.0 P71 D71 P72 D72 0.0 0.0 0.0 0.0 P77 D77 P7B 078 0.0 O.D 0.0 0.0 P33 DB3 P84 D84 0.0 0.0 0.0 O.O P89 DB9 P90 D90 0,0 0,0 0,0 D.O P95 D9S P96 096 0,0 0,0 0.0 0.0 P97 0,0 OVER RRL IMPACT COHB CARD P97 0.0 0.0 -1391. -1262.) 51. 7 -442. -376,) 93,4 -1679, -1427,) 146, 0 -73,0 -73.0 -1212, -1034, 51,7 51,7 -320. -280. 11.4 11.4 1422, -1165, -73 . 0 -856. 51 , 7 -241 , 11.4 -908, -73.0 -678. 51,7 -321. -51,7 -764, -73.0 -499 . 51.7 -499. -51.7 -635. -1422. -1679. -73.0 -146.0 -146.0 -146.0 -146.0 -321. -241. -280. -320. -442. 51.7 -678 . -SI.7 -507. -11.4 -11.4 -11.4 -93.4 -856. -1034. -1212. -1391. -51.7 -51.7 -51.7 -378. -250. -121. D 146.0 146.0 HORIZONTAL HEMBER STRESSES LL MAX NEG 73 . 62. 6S . 4 277. 280. 234. HORIZONTAL MEMBER STRESSES LL 1 0. -52. -75. 2 -247. -237. -202. 3 -73. -63. -65. 4 -279. -2B2, -236. 47. 186 . HAX NEG -97 . -167 . -47. -188. 73.0 73.D BOTTOM FIBER 118. 139. 132. 97. 62- 97. 161. 139. TOP FIBER -119. -141. -132. -98. -63. -98. -163. -141. 132 . IIB. ,163, -63, -132, ,119, -188. -47, -167, -97, File: LL NO. 4. HEH LEFT NO I D. -236. -55. -202 . -75. 11/01/02 -282. -63. -237 . -52. DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE HD LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD HOMENT ENVELOPE . 1 PT -123 . -1801. -1338. -IS31.) -1098. -641. -933.) -2060. -1710. -1751.) .2 PT -257 . -943. -336. . 3 PT -396 . -616 . -100. -1376. -1057. .4 PT -543. -359. -52, -864 . , 5 PT -698, -171 , -171, -698. , 6 PT -864 , -52 , -359 , -543 , HORIZONTAL MEMBER STRESSES FOR DL MAX NEG BOTTOM FIBER 298. 181 . 340. 260 . 12S . 337. 276. lOD. 120. 217. 182. 153. HORIZONTAL HEMBER STRESSES FOR DL MAX NEG TOP FIBER 1 0. -53. -77. -102. -128, -155, 2 -299, -262, -184, -121, -70, -33, 3 -183, -125, -66, -20, -10, -33, 4 -342, -339, -278, -219, -184, -155, -184, -10, -70 . -128. . 7 PT -1057, -100, -616, -396, 120 . 100, -219 , -2D . -121 . -102. .8 PT -1376. ,336 , -942 , -257 , -278, -66, -184. -77, , 9 PT -1710. -641 . -1337. -123 . 3 37, 125, 260, -339, -125. -262, -53, -279, -73 , -247 , D. BIGHT -2060, -1098, -1801, 0, 340. 181 , 298, -342 , -182. -299. 0, -1751, -933 , -1531, File: OE - BOS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP POSITIVE LIVE LOAD MCWENT ENVELOPE AND ASSOCIATED SHEARS LL NO. A. MEM LEFT 30 . DE - BDS - PC vl,3,7 11/01/02 Page 15 1163 RANCHO SANTA FE RD LEFT BENT CAP NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS ,1PT 2PT .3PT .4PT .5PT .6PT .7PT .8PT .9PT RIGHT -11.4 392 . -51.7 0.0 240. 100 .6 284 . -10 . 1 0. 0.0 0.0 458. 84 . 1 265. 101 , 1 0. 0.0 0,0 582. 68, 0 452, 86,2 0. 0.0 0,0 616, 52,6 566, 70,4 0, O.D 0,0 593, -54 , 0 593 , 54 , 0 0, 73,0 D . 0,0 S66, -70.4 616. -52.6 0 . 0.0 0. 0. 0, 0,0 0.0 0.0 452. 265. 284. -86.2 -101.1 10.1 582. 458, 240, -68,0 -84.1 -100,6 0, 0,0 0 . D . D 0, 0,0 0.0 392. 51,7 ii ii it ii il il ii il il if ii ii ii il il il ii ii li HORIZONTAL MEHBER STRESSES LL HAX POS BOTTOH FIBER -47, -55, -89, -52 , -120, -110, -115, -115. HORIZONTAL MEHBER STRESSES LL MAX POS TOP FIBER 121 . 111. 0. 0. 116 , 116 . U . -110. -120, 111, 121, -55. -47 . 0. 0. LL NO. 4. HEH LEFT -376. -320.) -264, -225.) - 381 . -324 } DE - BDS - PC vl.3,7 11/01/D2 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE , 2 PT ,3 PT -7. 550, 210, -211. -IB, 821 . 594. -149. .4 PT -36, 935, 835 . -100. . S PT -63, 921. 921 . , 6 PT -100, 835, 935 . -36, HORIZONTAL MEMBER STRESSES FOB DL MAX POS BOTTOM FIBER 63 , 57, -107. -41 . 42. -160. -115. 31. -182. -162, 21, -179 . -179, 14 , HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0, -I. -2. -5, -9, -14. 2 -63, 22, 107. 161, 183, ISO. 3 ,44, -7, 41, 116, 163, 180, 4 -63, -57, -43. -31. -21. -14. -162, -JB2, -21 , 163 , 1B3. .7 PT -149. 593 , 821 , -IB. -115, -160. -31. 116. 161. . 8 PT -211. 210 . 550 -7 . -38. lis. RIGHT •381 . -264. -376. 0. -63 . -44 . -62 . File LL NO. MEMBER POS. V HOM. NEG. V MOM. RANGE LL NO, MEHBER POS, V MOM, NEG, V MOM, RANGE LL NO, MEMBER POS, V MOM, NEG, V HOM. 0,0 0 . 73,0 117 . 0 -73, -11.4 3 LEFT 126.4 -252. -51,7 392 . DE - BDS - PC VI.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP LIVE LOAD SHEAR ENVELOPES AND .IPT ,2PT .3PT .4PT .5PT .6PT D.O 0.0 0.0 0.0 0.0 O.D 0. 0, 0. 0, 0, 0, -7 3,0 -73.0 -73,0 -73,0 -73,0 -73,0 0, 0, 0, 0, 0, 0, 73.0 73.0 73,0 73.0 7!,0 73.0 LIVE LOAD SHEAR ENVELOPES AND 3PT ,4PT ,5PT ,6PT ASSOCIATED MOMENTS ,7 PT ,8 PT .9 PT 0,0 0.0 -146,0 -146, -876. -876, 146.0 146. 0,0 0, -146.0 -876 . 146 . 0 100 .6 240. -11.4 -51.7 214 . .2 PT 84 . 1 458, -16,4 332 . 100,5 101 . 1 265, -51,7 68,0 582. -24,9 427, 92 , 9 52,6 51,7 51,7 616. -499, -321, -37.5 -54.0 -70,4 528. 593, 566, 90,1 105,7 122,0 LIVE LOAD SHEAR ENVELOPES AND .3PT ,4PT -SPT ,6PT 86,2 70,4 54,0 37,6 452, 566, 591. 528, -61,7 -51,7 -51.7 -62,6 -143. -321. -499, 616. ASSOCIATED MOMENTS . 7 PT .8 PT .9 PT 51,7 51,7 51,7 -143. 35. 214. -86.2 -101,1 -114.6 152. 265. 23. 137.9 152.7 166.3 ASSOCIATED MOMENTS .7 PT .8 PT , 9 PT 24.9 16.4 11.4 427. 332. -4. -68.0 -84.1 -IDO.6 5B2, 458, 240. -146.0 -876 . 146 .0 RIGHT 51.7 392. -126.4 -252. 178 .1 -117.0 -73 . -324. 1 -225.) -320.1 CAPL.PRT RANGE LL NO. 4 . HEHBER 4 LEFT 137.9 122.0 105,7 90,1 92,9 100,5 112,0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS POS, V MOM, NEG, V MOM, RANGE LL NO, MEMBER LL NO, MEMBER POS. V NEG, V LL NO, MEMBER POS, V NEG, V LL NO, MEHBER 146.0 -876, 0,0 146,0 -876, 0,0 146,0 -876, 0.0 146 ,0 -876. D.O 146.0 146.D 146.0 146.0 .4 PT 73,0 0, 0,0 0, 73,0 .5 PT 73.0 0. 0.0 0. 73.0 .6 PT 73.0 0. O.D D. 73.0 .7 PT 73 .0 0. D.O D. 73.0 .8 PT 73.0 D. 0.0 0. 73.0 .9 PT 73.0 0. 0,0 0, 73 , 0 RIGHT 0.0 0, -73.0 0. 73. 0 DE - BDS - PC vl,3,7 11/0 1163 HANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT ,3 PT ,4 PT .5 PT . 6 PT . 7 PT 73,0 0,0 209, 8 81,4 233,6 55.4 204 .0 58 .0 -4.5 -77 .6 -8.2 -B1.2 -12.6 -85.6 -IB -24.3 -31.4 -97.3 -177.4 -91.0 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2 PT ,3 PT ,4 PT ,5 PT . 6 PT . 7 PT -39.4 -185,4 173.4 61,4 201 ,6 35,4 194,2 48,2 136.9 100 36.5 a 65. 4 -24.7 44.6 -61.1 24.6 4.6 -15.4 -97,5 -133,3 -168,1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT ,3 PT ,4 PT ,5 PT .6 PT . 7 PT 133.3 -4.6 97,5 -24.6 61.1 -44.6 24.7 -S. -65.4 -100. 15.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2 PT ,3 PT ,4 PT .5 PT ,6 PT . 7 PT 1 , 1 185,4 39,4 177 ,4 31.4 97 ,2 24.2 91.0 18.0 86,6 12.6 -36,5 -136,9 77,5 4,5 -48,2 -58.0 -194.2 -204.D -35,4 -55.3 -201,6 -233,5 -61.4 -81,4 -173,4 -209,8 -0,1 -73 , 1 DE - BDS - PC vl,3,7 1163 RANCHO SAHTA FE RD LEFT BENT CAP LIVE LOAD SUPPORT RESULTS SUPPORT JT, POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT, MAX, AXIAL LOAD 73,0 0,0 197 ,7 -11,4 138,8 -61,8 197 ,7 -11 , 4 73.0 0,0 AXIAL LOAD HOMENT- HAX, LONGITUDINAL MOMENT AXIAL HOHENT LOAD TOP BOT. 0,0 0,0 197.7 75,6 104.9 104 .9 75.6 197 .7 D.O 0.0 288. -124, 83. -83 . THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1,000 File: DE - BDS - PC vl,3,7 11/01/02 Page 22 1163 RAHCHO SANTA FE RD LEFT BENT CAP LL NO, 5, NEGATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS HEM LEFT -IPT .2PT ,3PT ,4PT ,5PT ,6PT ,7PT ,8PT .9PT RIGHT NO 1 0. -121, -260, -378, -507, -636, -764, -908, -1165, -1422, -1679, 1 SHEAR 0,0 -73,0 -73,0 -73,0 -73,0 -73.0 -73,0 -146,0 -146,0 -146.D -146,0 iiiliiCiiliiilll 2 -1512, -1212. -1034. -856 -678. ( -1295,) SHEAR 137,7 61.7 SI 7 51,7 51.7 3 -764. -387, -319. -274. -321. ( -650.1 SHEAR 112.3 103.7 13.0 13.0 -61.7 4 -1679. -1422. -1165. -908. -764. ( -1427.} SHEAR 146,0 146,0 146,0 51,7 -499, -51.7 -635, 51,7 -678 , -51,7 •607. -274, -13,0 -51.7 -378 . -13.0 -103.7 -112.3 -1034. -1212. -1512. -51.7 -250. 73 . 146.0 73.0 HORIZONTAL MEMBER STRESSES LL MAX NEG BOTTOM FIBER 1 0. 51. 74. 96. 2 252. 236. 201. 166. 3 126. 75. 62, 53, 4 277, 280. 234. 186. HORIZONTAL MEHBER STRESSES LL MAX NEG TOP FIBER 1 0. -52. -75. -97. -119. -141. 2 -253. -237. -202. -167. 3 -127. -76. -62. -54. 4 -279. -282. -236. -188. 118 . 132 . 161 . -132, -63 . -163 , 139. 139, -98. -141, 132, IIB, -163 , -63, -132. -119 . -51,7 -137,7 -121. 0, 277. 126. 252 . -188 . -54. -167 . -97. File LL NO. 5 MEM LEFT -236. -62. -202, -75 . 11/01/02 -282. -76 . -237. -52 . -279. -127. -253 . DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE ,1 PT 0. -123. -1923. -1338, -1634.) -1420. -708, -1207.) -2060, -1710, -1751,I ,2 PT -257, -943. -374, -1376. , 3 PT -396, -616, -113. -1057. . 4 PT -543. -369, -52 , -864, . 5 PT -698, -171, -171, -698, ,6 PT -864 , -62 . -359. -543. HORIZONTAL MEMBER STRESSES FOB DL MAX NEG BOTTOM FIBER 318 . 235. 340 , 260 . 138 . 337 . 276. 100. 120. 217. 182 . 153 . HORIZONTAL HEMBER STRESSES FOR DL MAX NEG TOP FIBER 1 0. -53. -77. -102. -128. -156. 2 -320. -262. -184. -121. -70. -33. 3 -236. -138. -73. -26. -10. -33. 4 -342, -339. -27H. -219. -184. -155, -184 , -10, -70, -12B. ,7 PT -1057, -133 . -616, -396, 120, 100, -219, -26, -121, -102, .8 PT -1376, -374, -942 , -257. 276. 73. 183. 76. -278. -73. -184. -77 . . 9 PT ,•1710, -708, -1337. -123, 337 , 138, 260, -339, -13B. -262, -53, RIGHT -2060, ( -1420. ( -1923. I 0. 340, 235, 318, -342, -236. -320. 0. File: LL HO. MEM NO 1 SHEAR 2 SHEAR 3 SHEAR 4 SHEAR 11/01/02 OE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP POSITIVE LIVE LOAD HOMENT ENVELOPE AND ASSOCIATED SHEARS -13,0 392, -51,7 0,0 246. 110,6 284, -10. 1 0, 0,0 ,2 PT 0,0 476, se, 6 273 . 90. 5 0. 0.0 . 3 PT 4 PT D.O 583. 68. 1 463 . 86.5 0. 73 . 0 0.0 670. 48.4 602 . 68. 3 0. 0.0 . 5 PT 0.0 693 . -47 . 1 693 . 47,1 .6PT .7PT .8PT .9PT 0 . 0 602. -68 .3 670. -48.4 0.0 453 . 583. -68. 1 O.O 0.0 273. 284, -90,5 10,1 476, 246, -88.6 -110,6 73,0 73.0 0,0 0,0 D.O 392. 51. 7 40 . 13.0 D . O.D HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER llfil CAPL.PRT iiiiiiiiiiili i I -1751,) -1207.1 -1634.) HORIZONTAL MEMBER STRESSES LL HAX POS TOP FIBER 131. 118. 135, 136, IIB. 131, 0. 0, 11/01/02 LL NO. 5, HEH LEFT -371, -316,) -264 , -225,1 -381, -324.) DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE BD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE -1 . 120. -38, -288. .2 PT -7, 667. 218. -211 . . 3 PT .4 PT -18. -36. 822. 594. -149 . 989. 871 . -100, .5 PT -63 , 1021 , 1021 . -63 . . 6 PT -100, 871. 989. -36. HORIZONTAL HEHBER STRESSES FOR DL MAX POS BOTTOM FIBER 63. 57. -110. -42. 42 . -160. -116. 31, -192. -169, 21 -198. -198. 14. HORIZONTAL MEMBER STRESSES FOB DL MAX POS TOP FIBER 1 0. -I, -2. -6. -9. -14, 2 -62, 24, 111, 161. 193. 20D. 3 -44, -7. 43, 116, 170, 200, 4 -63, -57. -43, -31. -21. -14. -169. -192. -21. 170, 193. ,7 PT -149, 594, 822. -18. -116, -160. -31, 116, 161. . B PT -211 . 218. 567 . -7 . -12. -no. . 9 PT RIGHT -28B. -381. -38. 120. -264 . -371 . -63 . -14. -62. File HOH. NEG, V MOM. 0, RANGE 73,0 LL NO, 5, MEMBER 2 LEFT DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP LIVE LOAD SHEAR ENVELOPES AND ,3PT ,4PT ,5PT ,6PT O.D D.O D.O 0.0 0. 0. D. 0. -73.0 -73.0 -73.D -73.0 0. 0. 0. 0. 73.0 73.D 73.0 73.0 . POS . V ^N160 . 4 TtOIT ^42. NEG. V -13.0 MOM. 40, RANGE 173.4 ISB.2 '-633. NEG. V -51.7 HOH. 392, RANGE 209.9 LL NO. 5, MEMBER 4 LEFT 129,8 -205. -13.0 , 1 PT 137,1 -202. -51,7 214. 188 .7 ,2 PT 134,0 -540. -13.0 -SO. 147 .0 .2 PT 113.6 159. -51.7 35. 165.2 LIVE LOAD SHEAR ENVELOPES AND .3 PT .4 PT .5 PT .6 PT 102. 3 13. -13.0 -95 . lis .3 71.4 51.7 SI.7 370. -499. -321. -30.0 -52,1 -74,6 514. 622. 493. 101.3 103.7 126.2 LIVE LOAD SHEAR ENVELOPES AND .3PT .4PT .5PT .6PT 94.1 74.5 52.1 30.0 279. 193. 622. 514. -51,7 -51,7 -51,7 -71,4 -143, -321, -199. 370. 146.1 126.2 103.7 IDI.3 LIVE LOAD SHEAR ENVELOPES AND .3 PT .4 PT .6 PT .6 PT ASSOCIATED MOMENTS .7 PT .8 PT . 9 PT 0.0 0.0 0.0 0. 0, 0, -146,0 -146,0 -146,0 -876, -876. -876. 146.0 146.D 146,0 ASSOCIATED MOMENTS ,7 PT , 8 PT ,9 PT 51.7 51,7 SI.7 -143, 35, 214. -94,4 -113,6 -137,1 279, 159, -2D2. 146.1 165,2 188,7 ASSOCIATED MOMENTS .7 PT ,8 PT , 9 PT 13,0 13,0 13,0 -95, -50, -5, -102.3 -134,0 -129,8 13. -540. -205, 115.3 147.0 142.8 ASSOCIATED MOMENTS .7 PT , 8 PT ,9 PT -146.0 -876. 146.0 RIGHT 51,7 392 , -168,2 -633, 209,9 -160,4 -842. 173.4 -321.) -225.) -315.) il il it Ci ii il ii ii ii it ii il li il ii ii ii ii ii POS. V 146.0 MOM. -876. NEG. V 0.0 MOM. 0. RANGE 146.0 146.0 -876, 0,0 146.0 -876 . 0.0 146.0 146,0 73,0 73.0 73,0 73.0 LL NO. MEMBER POS, V NEG, V LL NO, HEHBER POS. V NEG. V LL NO. MEMBER POS, V NEG, V LL NO, MEMBER DE - BOS - PC vl,3.7 11/0 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2PT ,3PT ,4PT .5PT .6PT ,7PT 73,0 0.0 263.2 79.8 265 .2 55.1 204.0 58 . 0 -4.5 -77 . 6 -8.2 -B1.2 -12.6 -85.6 -18 .0 -91.0 -21.3 -31.4 -39,1 -97,3 -177,1 -185,4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2PT .3PT .4PT ,5PT .6PT .7PT 202 ,6 59 ,8 224,1 35,4 194 ,2 48,2 186,8 39,8 135,2 19,9 84,2 -17,1 14,6 24,6 1,6 -59,2 -101,6 -141,5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .4 PT ,5 PT . 6 PT , 7 PT 180.6 141,5 15,4 -4,6 101,6 -21.6 59.2 -44.6 17.1 -19.9 -81.2 -135.2 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE , 2 PT .3 PT .1 PT . 5 PT .6 PT . 7 PT 177.4 31.4 97 . 2 24.2 85. 6 12,6 -16,4 -180 .6 -39.8 -186.8 77.5 4.6 .9 PT RIGHT -48.2 -58.0 -194,2 -201.0 -35.1 -55.3 -224.1 -265,2 -59,B -79.8 -202.6 -253.2 •E - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP SUPPORT JT. 1 POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE MAX. AXIAL LOAD 73 .0 0.0 283 .7 -13.0 231.2 -61.8 283.7 -13.0 LIVE LOAD SUPPORT RESULTS AXIAL LOAD MOMENT- MAX. LONGITUDINAL MOMENT -167 . -40 . SUPPORT JT. POSITIVE NEGATIVE 0,0 O.D 197,7 98, 9 133,0 133,0 98 . 9 197 . 7 0,0 0,0 28S, -138, THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1,000 11/01/02 LL NO. HEM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP NEGATIVE LIVE LOAD HOMENT ENVELOPE AND ASSOCIATED SHEARS 0. 0.0 -1381. -1175.) 129.0 -818. -696,) .1 PT -110 . .2 PT -226 -66.0 -66.0 -1096, -935. 46.7 46.7 -446. -288. . 3 PT -342 . -66. 0 -771 . 46.7 -248. , 4 PT -458 , •66,0 -613, 46.7 -290. . 5 PT -574 . .6 PT -690. .7 PT -821. ,S PT 9 PT -1053, -1286, RIGHT -1518, -66.0 -132.0 -132.0 -132.0 -132.0 46.7 46.7 -151. -613. -11.7 -774. -11,7 -99,7 -120,1 -935, -1096, -1381, CAPL.PRT SHEAR 120.1 1518. 1290.I 132 .0 99.7 11.7 11.7 -1286. -1053. -821. 132,0 132,0 -46,7 -16.7 -690, -574, -46,7 -458. -46.7 -46.7 -342. -226. HORIZONTAL HEHBER STRESSES LL HAX HEG BOTTOM FIBER 150 . 106. 119. 126. 1 0. 46. 66. 2 228. 213. 182. 3 135. 87. 56. 48. 66. 88, 4 251. 251. 211. 168. 146. 126. HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0, -47. -68. -88. 2 -230. -214. -183. -151. 3 -136. -87. -56. -48. 4 -262. -255. -213. -170. -108. -120. -57. -147, -128. -128. 119. 106. -147, -57. -120. -108, -46,7 -129,0 -110, 0. 251, 135, 228 . -213. -56. -183. -68 . -265. -87 . -214. -17, -252. -136, -230, File LL NO. 6, MEM LEFT -1792, -1523,1 -1175. -1254,: -1899, -1614,) DE - BDS - PC vl,3,7 1163 RAHCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD ,1PT .2PT ,3PT ,4PT ,5PT ,6PT -111, -233, -360, -194. -637. -790. -1221. -813. -534. -294. -123. -21, -768. -314, -106, -21. -123. -294. -1574. -1264, -970. -790, -637, -491. MOMENT ENVELOPE 7 PT ,8 PT ,9 PT RIGHT HORIZONTAL MEHBEH STRESSES FOR DL MAX NEG BOTTtffl FIBER 1 0, 46, 69, 91, lis, 140, 167 2 296, 237. 164. 104. 57. 21. 4 3 241. 149. 67. 21. 4. 21. 57 4 314. 310. 254. 199. 167. 140. HORIZONTAL MEMBER STRESSES FOR DL MAX NEG TOP FIBER 1 0, -48. -70. -93, -116, -142, 2 -298, -239, -165. -105. , -58, -24, 3 -246, -150. -67. -21. -4. -24. 4 -316. -312. -256. -201. -169. -142. 115. -169. -58. -116. -970, -106. -634, -360. 199. 21. 104 . 91. -201. -21 . -101. -93 . -1264. -1574 -344. -768 -843. -233 . -1899. -1475. -1221. -1791. File; LL NO. MEH NO 1 SHEAR 2 SHEAR 3 SHEAR 4 SHEAR -256. -67. -165. -70. 11/01/02 -111. 310 . 119. 237, 46 . -312 . -150. -239. -48. 314. 214. 296, -316 . -245 . -298 . DE - BDS - PC vl.3.7 11/01/02 Page 1163 RANCHO SANTA FE RD LEFT BENT CAP POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS -11.7 351. -46.7 0.0 222. 100, 0 257, -9,2 0. 0.0 .2 PT 0 . 0.0 430. 80.1 247 . 81.9 0. 0.0 . 3 PT 0 . 0.0 527. 61.6 410. 7B.2 .1 PT 0.0 6D6. 43,8 544 . 61.8 .5 PT D . 0.0 626. -42.5 626 . 42.6 0. 0. 0. 66.0 66.0 66.0 HORIZONTAL HEMBER STRESSES LL HAX POS BOTTOH FIBER -13. -50 . -84. -48. -102 . -80. -118 . -106. -122 . -122. .6 PT 0.0 544. -61. B 606. -13.8 D . D.O -106 . -118. . 7 PT .8 PT .9 PT 0.0 410. -78.2 527, -61, 6 0. D, D 0,0 247, -81, 9 430. -80.1 -100.0 0 . 0 . 0. O.D 257 . 9.2 222. 0.0 354. 46.7 36. 11.7 0, 0,0 -18, -84 , -50. -43 , -1614.I -1263.I -1523.1 II ii itiiil il ilii il il itll il ii itilitil il HORIZONTAL HEMBER STRESSES LL HAX POS TOP FIBER 119. 106. 0. 0. 122. 122 . 0. 106. 119. 0. LL NO. 6. MEM LEFT NO 1 0. 2 -375. ( -319.) 3 -302, ( -267.) 4 -381. ( -324.) DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD HOHENT ENVELOPE -65, -28B, .2 PT -7 . 521. 191 . -211. . 3 PT -18 . 766 . 551. -149. .4 PT -36. 924 . 811. -100 . , 5 PT -63 , 955. 955, -63 , ,6 PT -100, 814, 924, -36 . HORIZONTAL MEMBER STRESSES FOR DL MAX POS BOTTOM FIBER 63 57, -101- -37 , 42. -149 . -107 . 31 . -180 . -158. 21 . -186, -186, 14, , 7 PT •119, 551. 767, -18, -107, -149 . , 8 PT -211 , 191 , 521. -7 . 42. -37 . -101 . .9 PT BIGHT -28B. -381. -65. -302, 97, -376. HORIZOHTAL MEHBER STRESSES FOR OL HAX POS TOP FIBER 1 0. -1, -2, -5, -9, -14. 2 -62. 19 102. 150, 181, 187, 3 -50. -13. 37. 108, 169, 187. 4 -63. -57. -43. -31. -21. -14. -21. 159. 181 . -67 . -13 . -63, -50 . -62. Fil* LL NO, MEMBER POS. V MOM. NEG. V MOM. RANGE LL NO. MEMBER POS. V MOM. NEG. V MOM. RANGE LL NO. MEMBER POS. V MOM. NEG. V HOH. RANGE LL NO. HEMBER POS. V HOM. NEG. V HOH. 1 LEFT 66 .0 0 . 0.0 0 . 66 .0 6. 2 LEFT 115 .1 -761. -11.7 36. -5. 156.8 129.1 6. 3 LEFT .1 PT DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP LIVE LOAD SHEAR ENVELOPES AND .IPT .2PT .3PT .4PT ,5PT ,6PT O.O 0,0 0,0 0,0 0,0 0,0 0. 0. 0. 0. 0. 0. -66.0 -66.0 -66.0 -66,0 -66,0 -66,0 0, 0, D. 0, 0. 0. 66.0 66.0 66.0 66.0 66.D 66.0 LIVE LOAD SHEAR ENVELOPES AND 3PT .4PT .5PT .6PT ASSOCIATED MOMENTS .7 PT 8 PT .9 PT 0.0 O.O D.O 0. 0. 0. 117.3 -185 . -11,7 147,2 -701 , -46,7 354. 193 , 9 6. 132,0 -792, 0,0 129, 9 -349, -46,7 193, 176,6 132,0 -792. 0,0 ,2 PT 125,2 -472 , -11,7 -45. 136,9 110,7 -53, -46,7 132,0 -792. 0.0 92 .7 13. -14.1 151. 107 . 1 64.5 46.7 16.7 335. -451. -290. -33.7 -51.1 -72.2 482. 462. 361. 98.2 IDO.9 118.9 LIVE LOAD SHEAR ENVELOPES AND .3PT .4PT .5PT .6PT 89.2 72.2 61.1 178. 361. 462. -46.7 -46.7 -46.7 -129. -290. -451. 135.9 118.9 100.9 33.7 1B2. -64.5 335. 98.2 LIVE LOAD SHEAR ENVELOPES AND .3PT .4PT .5PT .6PT 66.0 66.0 66.0 0. 0. 0. 0.0 0.0 132.0 -792. 0. 0.0 0.0 0. 0 . 0. -132.0 -132.0 -132.0 -792. -792. -792. 132.0 132,0 132,0 ASSOCIATED MOMENTS ,7 PT .8 PT , 9 PT 16.7 16,7 46.7 -129. 32. 193. -89.2 -110.7 -129.9 178. -53, -349, 135,9 157,1 176,6 ASSOCIATED MOMENTS ,7 PT . 8 PT .9 PT 11.4 11.7 11.7 454. -45. -5. -92.7 -125.2 -117.3 13. -472. -185. 107.1 136,9 129,1 ASSOCIATED MOMENTS ,7 PT . 8 PT .9 PT 66,0 66,0 66,0 0, 0, 0. 0,0 0.0 O.O 0. 0. 0. -132.0 -792, 132.0 RIGHT 46,7 354, -147 ,2 -701, 193,9 -146,1 -761, 156,8 RIGHT 0,0 0, -66, 0 -324,) -257.) -319,) CAPL.PRT RANGE 132,0 132,0 132,0 132.0 66,0 66,0 66,0 66.0 66.0 66.D 66.0 LL NO. HEHBER POS. V NEG. V LL NO. HEMBER POS. V NEG. V LL NO. HEMBEB LL NO. MEMBER POS. V HEG. V DE - BDS - PC vl,3.7 11/0 1163 RANCHO SAHTA FE RD LEFT BENT CAP DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT ,4 PT ,5 PT .6 PT ,7 PT 66, 0 0.0 237,9 81, 1 254 .2 60 . 3 190.0 58.0 -4.5 -70.5 -8.2 -74 .2 -12.6 -78 .6 -18.0 -84,0 -24.3 -31.4 -90.3 -163,4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT ,3 PT ,4 PT ,5 PT , 6 PT , 7 PT 190,1 61 , 1 216,9 40, 3 18D,2 48,2 178,0 11.1 125,5 18.4 77.4 -20.9 39.6 -61.2 19.6 -0,4 -99,3 -136.3 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT ,3 PT ,4 PT ,5 PT , 6 PT . 7 PT 177,7 20.3 136,3 0.4 99,3 -19.6 61.3 -39.6 20.9 -18.4 -77.4 -126.6 DEAD LOAD PLUS LIVE LOAD SHEAB ENVELOPE 2PT ,3PT .IPT .5PT .6PT .7PT 84.0 78.6 74.1 171.4 39.4 163.1 31.4 90.2 24 .2 . 0 78 . 6 12 . 6 -39.4 -171 .4 -20.3 -177.7 -41 . 1 -178.0 70.6 4.5 -48,2 -58.D -180.2 -190.0 -40.3 -60.3 -216.9 -254,2 -61.1 -81.1 -190.1 -237.9 67,8 1.8 -0,1 -66,1 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE HD LEFT BENT CAP LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. AXIAL LOAD 66.0 0.0 261.0 -11.7 231.7 -55.9 261 . 0 -11,7 66, 0 0 . 0 HAX. LONGITUDINAL MOMENT 0,0 0,0 -137 . -36 . 178.7 89. 5 120. 3 120.3 B9 .5 178 .7 0.0 0.0 261. -125. 125. -261 . THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS l.DOO e: ._ - DE - BDS - PC vl.3.7 ll/Dl/02 1163 RANCHO SANTA FE RD LEFT BENT CAP •APPROXIMATE QUANTITY' •"'* CONCRETE SUPER 126 C.Y. ..... •'-•* CONCRETE SUB 46 C.Y. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAHE DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0, THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROH ANCHOR TO ANCHOR. i>ieii ilii 11 ilii ******* ittiiitti it«iiitt>t It •*<• tttt itftmtti ititiitti It ttit tt titt ttittttttt tt>i>*ttt ttittti •ittitt • IttKtl • IllXttt iittitti itttiiti • ItKtl •xtit ttiittttti ittiiitittit titi tttt •ti« tlOIII • tiittti • ttit Itti ttit itttltltttit ttittiltti tllllt liliti litititt Itlitititt Ittl tlltll tltlltll tttttlltll lltl ttit ttll lilt ttit llitlli ••t«lt ttit ilillit lltltl tail tilt lit Itll ttll lltlltltti tlltlltitt titiitit tmiiitt iitiii ittitt BUS PC Ver 1,3.7 (01/05/93) (cl 1990-93 Dokken Engineering All rights reserved. Date; 11/01/02 Time: 11:00:39 File; PCAPL.tXt user; Unknown sorted Input Data 12345678901234667890123456789012345678901234567890123156789012345678901234567890 1163 RANCHO SANTA FE RD LEFT BENT CAP Permit Loading 000 010102P H 176 01 3600 150 100 020203 H 345 3600 150 100 030304 H 345 36D0 150 100 040106 PH 176 3600 150 100 0S06O2P 265 4S 3250 150 100 060703P 265 45 3250 150 IDO 070804P 265 45 3250 150 100 OlODOO 70 76 90 00 0 000000 00000 0 0 0 0 0 0 01 200 01 71 70 55 660 02 200 02000002 200 03DOO0O2 200 04000002 200 04 105D1 200 050000 159 2013 201 060000 159 2013 201 070000 159 2013 201 0101 840 P0091 AOL GIRDER 1 300 0101 3040 P0O91 DL GIRDER 1 300 0102 840 P0090 AOL GIRDER 2 300 0102 840 P 255 AOL GIRDER 3 300 D1D2 3040 PDO90 DL GIRDER 2 300 01D2 3040 P 255 DL GIRDER 3 300 0103 84 P 87 ADL GIRDER 4 300 0103 84 P 262 ADL GIRDER 5 300 0103 304 P 87 DL GIRDER.1 300 0103 301 P 262 DL GIRDER 5 300 0104 84 P 85 ADL GIRDER 6 300 0104 304 P 85 DL GIRDER 6 300 01 10 10 11 00 500 i i I i i £ 1 I i I PCAPL.PRT iliiiiiiiiii 02 10 10 1 03 10 10 1 04 10 10 1 4168 12 168 6168 12 168 12 6168 12 168 21 1 00 1 00 73 12 73 12 600 6O0 500 I P only 1501 1 p 1501 1 P Wide 1501 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SAHTA FE RD LEFT BENT CAP. Permit Loading FRAME DESCRIPTION END HEH JT. COND NO LT RT LT RT DIR •' / / / SPAN OR HINGE 0.0 0.0 P H 17.6 0.00 0.1 H 34.5 H 34.5 P H 17.6 P 26. 5 P 26.5 P 26. 5 DEAD LOAD K E UNI SEC LT RT CARRY OVER FACTORS RECALL MEM / / 0.00 0.00 3600. 3600. 3600, 3600. 3250. 3260. 3250. 0,000 0, 000 0, OOD 0, 000 0,000 0, OOD 0, 000 ISO 0,00 0,00 0.00 0,00 0.00 0.00 0,00 o.oo 0.00 0.00 0.00 O.OD 0.00 0,00 0,00 0.00 0,00 0,00 0,00 D.OO O.OD O.DO 0.00 0.00 0.00 11/01/02 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading Input Hem NO Loc store O.D 7.1 Code 0.0 O.D Top H Bot No W T W Fact T W Fact V/D 7.0 0.76 9.00 O.DO 0 0. D Some •£ the at»ve data has been 7.0 5.50 66,00 0,00 0 0.0 Some o£ Che above data has been SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH 1 0.0 0.75 1 7.1 5.60 MEMBER 1 PROPERTIES Z-BAH 3,50 3,50 Y-BAR 0.36 2.74 AREA 5,36 38.61 IZZ 0,27 97,96 Area Izi 0. 0,00 D 0. 0,00 0.0 assumed, " 0, 0,00 0 0,D,OO 0.0 3600.00 3600,00 E-Store . 0,0 0 0,0 0, 0, 360D, 02 lYY 22,71 158,48 ** WARNING - HEHBER LENGTHS DISAGREE, THAT GIVEN IN FRAHE DESC, IS USED, " HINGE AT LOCATION: 0.1 LENGTH: 17,6 MIN E'l: 0.981E STIFF: D.021 LT 61.575 HT C,0,T""" LT 0.006 RT Section Propertiea - Input Mem He No LOC, call 2 0,0 02 SECTION PROPERTIES HEH NO LOC. DEPTH W Top Bot No W T Code V/D " Recall Only Z-BAK 3,50 Y-BAR 2,74 AREA 38,61 2 0,0 5.50 MEMBER 2 PROPERTIES LENGTH; 34,5 HIN E*I: 0,353E STIFF: 4.000 LT Section Propertiea - Input IZZ 97.96 w Fact T w Fact Area Izz lYV 158.48 E-Store Store 4.000 RT CO, Mem He No Loc, Call Z Store 3 0,0 02 SECTION PROPERTIES MEH NO LOC . DEPTH 3 0,0 5,50 W Top Bot No W code V/D " Recall only Z-BAR 3,60 Y-BAR 2,74 AREA 38, 61 IZZ 97,96 Fact T W Fact Area izz lYY 158,48 E-Store score 11 i^ii itf fi il il il il II lit Oil II 11 ifii li MEMBER 3 PROPERTIES LENGTH: 34.5 MIN E*I: 0,363E STIFF: 4,000 LT 4,000 RT CO,: 0.600 LT 0.500 RT Section Properties - Input Mem Re No LOC. call z score 4 0 .0 02 W D Top Bot NO W T W Fact T W Fact L Ex In L Ex In E Code V/D " Recall only E-Store ste Section Properti No LOC. call z DE - BDB - PC Vl.3.7 11/01/02 Page 3 1163 HANCHO SANTA FE RB LEFT BENT CAP, Permit Loading Input Y W D Top BoC NO W T W Fact T W Fact L Ex In L Ex In E Code V/D -• Recall Only E-SCore Etc 4 10.5 01 SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR Y-BAB AREA IZZ lYY E 4 0.0 5.50 3.50 2.74 38.61 97.96 168.18 3600.00 4 10.6 0.75 3.60 0.16 5.36 0.27 22.71 3600.00 MEHBEH 1 PROPERTIES WARNING - MEHBER LENGTHS DISAGREE- THAT GIVEN IN FRAME DESC, IS USED, LENGTH: 17.6 MIN E'l: 0.981E STIFF: 784 . 038 LT 66.887 RT CO.: 0.063 LT 0,970 BT Section Properties - Input Hem Re No LOC, call Z store w D Top Bot No w T w Fact T W Fact L Ex In L EX In E code V/D H " ASSUMED DATA26 E-Store ste SECTION PROPERTIES - OUTPUT IZZ 20,13 lYY E 0,00 3250,00 5 0.0 0,00 0,00 0,00 15,90 MEHBER 5 PROPERTIES LENGTH; 26,5 MIN E'l: 0,654E STIFF: l.OOO LT 4,000 RT CO.; 0.500 LT 0.600 BT Section Propertiea - Input Hem Re NO Loc. Call Z store w D Top Bor No M T w Fact T W Fact L Ex In L EK In E Code V/D H " ASSUMED DATA26 E-Store sec SECTION PROPERTIES - OUTPUT IZZ 20.13 lYY E D.OO 3250.00 6 0.0 0.00 0.00 D.OO 15.90 MEMBER 6 PROPERTIES LENGTH: 26.6 MIN E'l: 0.654E STIFF: 4.000 LT 4,000 RT CO.: 0,500 LT D,500 RT Section Properties - Input Hem Re No Loc. call z V W D Top BOt NO W T W Fact T W Fact L EX In L Ex In E code V/D H Z Y Area Izz E E-Score Score DE • BDS - PC vl,3.7 11/01/02 Page 4 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading PCAPL.PRT section Properti Mem Be No Loc, Call Z w D Top Bot No W T w Fact T W Fact L Ex in L Ex In E code V/D H *' ASSUHED OATA26 E-Score store SECTION PBOPEBTIES - OUTPUT IZZ 20,13 lYY E 0,00 3250.00 7 0.0 0.00 D.OO 0.00 15.90 HEMBER 7 PROPERTIES LENGTH: 26.5 HIH E'l; 0.654E STIFF: 4.000 LT 4.DOO RT CO.: D.500 LT 0.5D0 RT File DE - BDS - PC vl.3.7 11/01/02 Page 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading NO ERRORS FOUND FRAME PROPERTIES LT RT ENO COND LT RT SUPPORT CARRY OVER DISTRIBUTION OR FACTORS FACTORS DIR SPAN MIN E"I HINGE E LT RT LT HT H 17.6 0.9807E 34.5 0.3626E 31.5 0,3526E 17.6 0.98D7E 26.5 0.6512E 26,5 D,6542E 26,5 D.6542E 0,1 0.0 0.0 0.0 4.5 4.6 4.5 3600. 3600. 3600. 3600. 3250. 3250, 3250, 0, 500 0, 600 0, 000 0, 600 0,500 0, 500 0,000 0 , 500 0, 500 0,970 0,000 O.OOO 0,000 0,000 0,000 0,847 0,458 0.458 0.462 0,451 O.DOD 0,000 0.153 0.000 0.083 0.000 O.0B4 IF MEMBER IS HORIZONTAL SUPPORT OB HINGE FIELD EQUALS LOCATION OF HINGE FBOM LEFT END OF MEMBER IP MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOB HOMENT REDUCTION "'• IF SUPERSTRUCTURE SECTIONS OB PARTS CARDS ARE NOT USED HOHENT REDUCTION WILL NOT TAKE PLACE ••" File; _ " DE - BDS - PC vl.3.7 11/01/02 1163 BANCHO SANTA FE RO LEFT BENT CAP, Permit Loading FIXED END HOHENTS TRIAL 0 MEM FIXED END MOMENTS HEH FIXED EHD MOMENTS MEM FIXED END MOMENTS NO LT RT -381 . NO LT -574. RT -574. NO DE ; BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE HD LEFT BENT CAP, Permit Loading •'- SIDESWAY NOT CONSIDERED, "* HORIZONTAL MEHBEH MOMENTS TRIAL MEH NO LEFT . I PT .2 PT 3 PT 0 . -1 . -411. -125. -349.) -662. -325. -563.) -355. -264. -302.) -66. -190. -18. 238 . 143 . -130. . 4 PT -36, 316, 271, -84, . 6 PT -63, 326, 336, -60, HORIZONTAL HEHBER STRESSES TRIAL BOTTOH FIBER 68. 21 , -16 3 109. 63, 11. -28, 1 59. 52, 38. 27. HORIZONTAL HEHBER STRESSES TRIAL 1 0, -1. -2, -6, 2 -68. -26. 18. 47. 14. -63, -66, 11. TOP FIBER -14, 62, 64 , ,6 PT -100. 266, 329, -26, -52, -64 , -21, 52. ,7 PT -119, 138 , 263 , -10, -27, -19. -31. 27, .8 PT -211. -60. 108 . -2. .9 PT 'RIGHT -288. -381. -326. -106. -661 . -389. -324 . -562. -331. -43, -12, -57, -64, -63 , -110, il itittfit il ii II il il ii iiirii iiiiiiilii li PCAPL.PRT 3 -110, -64, -11. 28, 1 -59, -52. -38. -27. VERTICAL HEMBER MOMENTS TRIAL 0 -3, -6 . 0, 10. HORIZONTAL MEMBER SHEARS TRIAL 0 1 0,0 -1,8 -4.5 -B.2 -12,6 2 92,6 72.7 52,7 32,7 12,7 3 107,8 87,8 67,9 47,9 27,9 -16 . -1. -18,0 -7,3 7,9 -24, 3 -27,2 -12 . 1 -31 , 4 -17,2 -32,0 File -39,1 -67.2 0 -52,0 11/01/02 -87,2 •72,0 -68, 0 -107.2 •92 ,0 DE - BOS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading •-• SIDESWAY NOT CONSIDERED, --• HORIZONTAL MEMBER SHEARS TRIAL 0 MEM NO LEFT .IPT .2PT ,3PT ,4PT 4 56.5 46.8 37.9 29.9 22.8 VERTICAL MEMBER SHEARS TRIAL 0 5 -1,1 -1.1 -1.1 -1.1 -1.1 6 0.0 0.0 0.0 0.0 0.0 7 1.3 1.3 1,3 1,3 1,3 VERTICAL MEMBER REACTIONS TRIAL 0 MEM LT RT NO REACTION 213 .8 278.2 211,7 REACTION 150.6 215.0 148.5 , 5 PT 16,6 •1,1 O.D 1 . 3 MEHBER WEIGHT . 6 PT 11,1 -1,1 0,0 1,3 .7 PT 6.7 8 PT 3.1 -1.1 0.0 1,3 , 9 PT 0.3 -1,1 0 . 0 1 . 3 RIGHT -1,5 -1 , 1 0,0 1 , 3 63,2 63,2 63,2 DE - BDS - PC vl,3,7 11/01/02 1163 HANCHO SANTA FE RD LEFT BENT CAP. Permit Loading TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END HT. END SPAN LT, END HT. END SPAN LT. END 0.001603 -0.000032 0,000016 0,000027 0,000010 -D.000032 0.0O0D27 -0.000014 0.000001 0.000027 O.OOOOOl -0.000001 RT. END -0,000032 0,ODOOOl HORIZONTAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE 0, 000 0,000 0.000 O-OOO 0.000 O.OOO 0.000 O.OOO O.OOO O.OOO 0.000 LONG HINGE 1/4 0. 000 1/2 0, 000 D .DOO 0 .000 0 . 000 0, 001 0, 000 0, 000 0, 000 0, 000 0, 000 0, 000 O.OOO 0, 000 0,000 0,000 0. 000 0 . 000 0. ooo 0 . 000 0,000 0,000 0,000 0,000 O.ODO 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. 0.000 0.000 0.000 0 .000 0.000 0 .000 0.000 0, 000 O.OOO 0.000 0.000 0.000 0 . 000 0. 000 0. 000 0. 000 O.DOl 0 .000 O.DOD 0.000 O.OOO 0.000 0.000 0.000 0.000 0.000 O.OOO O.OOO 0.000 O.OOO 0,000 D.OOO 0,000 0,000 0, OOD DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE HD LEFT BENT CAP. Permit Loading LOAD DATA TRIAL 1 LOAE LINE HEM W OR P CODE 1 84.000 P 1 301,000 P 2 84.000 P 2 84.000 P 2 304.000 P 2 3D4.0D0 P 3 84.000 P 3 84,000 P 3 304.000 P 3 304,000 P 4 84,000 P 4 304,000 P FIXED END MOMEHTS TRIAL 1 HEH FIXED END HOMEHTS FIXED END MOMENTS RIGHT DEPLT 0.0 0.0 FIXED END MOMENTS COMMENTS ADL GIRDER 1 DL GIRDER 1 ADL GIRDER 2 ADL GIRDER 3 DL GIRDER 2 DL GIRDER 3 ADL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 FIXED END MOMEHTS 0, DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP, "• SIDESWAY NOT CONSIDERED, --- 11/01/D2 E^ermit Loading HORIZONTAL MEMBER MOMENTS TRIAL MEH NO LEFT . 1 PT . 2 PT 0, 0 , -3172, -1760, -2696,) -2476, -1124. -2106,1 -2108, -1544, -1792,1 0, -318, 229, -980. , 3 PT 0, 540, 941, -116, ,1 PT , 5 PT 613 , 955, 118, 687 , 968, 595. HORIZONTAL HEMBER STRESSES TRIAL 1 BOTTOH FIBER 524 . 409, 318, 342, 218 , 301, -44 , 197, -106, -183 , HORIZONTAL MEMBER STRESSES TRIAL 1 1 0, 0, 0. 0, 2 -627, -344. -68, 106, 3 -412, -220. 46, 184, 4 -360, -307. -198. -86, VERTICAL MEMBER MOMENTS TRIAL 1 0. 0, -119, -133, -186. -18B, -31, -131, TOP FIBER 120, 187 , 134 , 189, 132. ,6 PT -566, 760. 982 . 476. 120. -148. -191 . -111. -121 . 149. 192 . 112. , B PT -1932, 92 , 467 , 238 . 388- -18, -91, -70, 0, 13. 25, 15, 22, HORIZONTAL MEHBER SHEARS TRIAL I 1 0,0 O.D 0.0 D.O 2 409.3 109.3 409.3 21.3 3 392.0 392.0 392,0 4,0 0,0 21 , 3 4.0 -19. -22. 37. 45. O.D -388,0 21,3 21,3 1,0 4,0 File DE - BDS - PC vl,3.7 , 7 PT -1219, B33. 996, 367 , 266 , -162. -194, -90, -259, 163. 195, 92 , 88. 101, -26, -30, 52, 60. -388,0 -388,0 21,3 -366,7 4,0 -381.0 11/01/02 .9 PT BIGHT -2615. -3298. -1174. -2439. -858, -2183, 516. 228 , 167. -SD . -519, -229, -168, 51. 113 , -34 , 545, 403 , 361, -548, -405 . -363 . 126. -37, -38B,0 -388.0 -366.7 -366.7 -381.0 -384.0 page 12 -2803-1 -2073 . I -1856.I il ii il ii li ii il ii il II il il tl ii ii ii ii ii 1163 HANCHO SANTA FE RD LEFT BENT CAP. Permit Loading "• SIDESWAY NOT CONSIDERED. ••* HORIZONTAL MEMBER SHEARS TRIAL 1 HEH NO LEFT .1 PT ,2 PT ,3 PT 4 320.1 320.4 320,4 320 4 VERTICAL MEMBER SHEARS TRIAL 1 5 1,8 4,8 4,8 4,8 6 -1,1 -1,1 -1,4 -1,4 7 2,8 2.8 2.8 2,8 VERTICAL MEHBEB REACTIONS TRIAL 1 MEH LT RT NO ,1 PT 320 .4 4.8 -1.4 2.8 REACTION 797.3 758.8 704.4 REACTION 797.3 758.8 704 .4 . 5 PT -67,6 4. B -1.4 2.8 HEMBER HEIGHT .6 PT -67 .6 4.8 -1,1 2,8 ,7 PT -67 ,6 1.8 -1.4 4.8 -1.1 2.8 .9 PT -67. 6 4.8 -1.4 2.8 RIGHT -67 . 6 1,8 -1,1 2,8 DE - BDS - PC vl,3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading TANGENTIAL ROTATIONS SPAN LT, END 1 0,068870 1 -0,000070 7 0,00003 5 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. END -0.000118 -0.000140 -0.000070 -0.DOOllB 0.000059 RT. END 0.000035 -o.Dooiie LT, END 0,000036 -D.D00O18 RT. END -0.000070 0.000035 HORIZONTAL MEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE 0.000 O.O02 0.006 0.001 LONG HINGE 1/4 0 . 005 1/2 0.003 MEMBER 3 0 .000 0.001 0 .000 0 .002 0 .000 0.000 0 .000 0 .002 0 .000 0 .000 0.005 0.001 3/4 0.001 O.OOO 0.001 0 . 001 O.OOl 0, 000 0, ooo 0,006 0,000 0,001 0,000 0,002 0,000 0,ODO 0.000 VERTICAL HEHBER DEFLECTIONS IN FEET AT I/IO POINTS FROM LEFT END HEMBER 5 E= 325D 0 .000 0.001 0 .000 0 .001 D. 000 0, 000 O.ODO O.ODO 0 ,000 0 . 000 0 .000 0. 000 0 .000 0 ,000 0 . 000 0 .000 0,000 D, 000 0, ooo 0 . 000 O.OOO 0.000 D.OOO D.OOO 0.004 0.000 0.001 0.000 0.002 0 .000 .000 .000 J.OOl 1 . 000 0 .DOO O.OOO .000 .000 DE - BDS - PC vl.3.7 ll/Dl/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Pennit Loading LIVE LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES HEH SUPERSTRUCTURE SUBSTRUCTURE NO . LT. END RT. END LT . END RT. END RESISTING HOHEHT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT INFLU- M S SCALE ENCE ENV. LINES GEN PCAPL.PRT ooo . 000 ooo , 000 , 000 -OOO 1.0 1.0 1,000 1,D0D 168,0 12,0 168,0 0,0 TRAIN D3 0,0 P13 D13 0,0 0,0 P19 D19 O.D 0,0 P25 025 0.0 0,0 P31 D31 0.0 0,0 P37 D37 0.0 0,0 P13 043 0,0 0,0 P49 049 0.0 0,0 P65 D56 0.0 0,0 P61 D61 0,0 0,0 P67 D67 0.0 0.0 P73 D73 0.0 0,0 P79 D79 0,0 0,0 P86 D85 0,0 0,0 P91 D91 0,0 0,0 PI 4 0,0 P20 0,0 P26 0,0 P32 0.0 D14 0.0 D20 0.0 026 0.0 D32 0.0 P3B 0.0 P44 0.0 P50 0.0 P56 0.0 P62 0.0 P68 0.0 P71 0.0 PBO 0,0 P86 0,0 P92 0,0 D44 0,0 D50 0,0 D56 0,0 D62 0,0 D68 0,0 DBO 0,0 D86 0,0 092 0,0 P15 O.D P21 0.0 P27 D.O P33 0,0 P39 0,0 P45 0.0 P61 0.0 P57 0.0 P63 0.0 P69 0.0 P75 0.0 FBI O.D PB7 0,0 P93 0,0 015 0,0 021 0,0 D27 0,0 033 0,0 D39 0,0 D45 0,0 D51 0,0 D57 0,0 D63 0,0 D69 0.0 075 D.O 081 D.O D93 0.0 LOADING P4 D4 0.0 D.O PID DID D.O 0.0 P16 D16 0,0 0,0 P22 D22 0,0 0,0 P28 028 0,0 0,0 P34 D34 0,0 0,0 P40 D40 0.0 0,0 P46 D16 0.0 0,0 P52 D52 0.0 0.0 P58 D58 0,0 0,0 P64 064 0.0 D.O P70 O70 0,0 0,0 P76 D76 0,0 0,0 P82 DB2 0.0 0,0 PSB D88 0.0 0,0 P94 D94 0,0 0,0 LIVE LOAD TRUCK OR PI Dl P2 D2 P3 168,0 12,0 168,0 12,0 73,0 TRAIN D3 12,0 LOADING PI D4 73,0 0,0 P13 013 0,0 0,0 P19 D19 0,0 0,0 P25 D25 0,0 0.0 P37 037 0.0 D.O P43 D43 0.0 0,0 P49 D49 O.D 0.0 P55 055 D.O 0.0 P61 D61 0.0 O.D P67 D67 0.0 0.0 P14 0,0 P2D 0,0 P26 0,0 P3B O.D P41 0.0 P50 0.0 P56 0.0 P62 O.D P68 0.0 Dll 0,0 D20 0,0 026 0,0 038 0,0 D44 0.0 D50 0,0 D56 0,0 D62 0,0 068 0,0 P16 D,D P21 0,0 P27 0,0 P39 0,0 P45 0,0 P61 0,0 P57 0,0 P63 0,0 P69 0,0 DIS 0.0 D21 0,0 027 0.0 039 0.0 D46 D.O DSl 0.0 D57 0.0 D63 0.0 D69 D.D PIO DID 0.0 0.0 P16 D16 O.D 0.0 P22 D22 0.0 0.0 P28 D28 0.0 0.0 P34 D34 D.D 0.0 P40 D40 O.D 0.0 P46 D46 0.0 0.0 P52 D52 0.0 0.0 P5S D58 D.O 0.0 P64 064 0.0 0.0 P70 D70 D.O 0.0 Pll Dll P12 D12 0.0 0.0 0.0 0.0 P17 D17 Pia D18 O.D 0.0 0.0 0,0 P23 D23 P24 D24 0.0 0.0 O.D 0.0 P29 029 P30 D30 0.0 0.0 0.0 0.0 P35 D35 P36 D36 0.0 0.0 0.0 0,0 Pll D41 P42 D42 0,0 0.0 O.D 0.0 P47 D47 P48 D48 0.0 0.0 0.0 D.O P53 053 P54 D54 0,0 0.0 0.0 0.0 P59 DS9 P60 D60 0.0 0.0 0.0 0,0 P65 065 P66 D66 0,0 0,0 0,0 0,0 P71 D71 P72 D72 0.0 O.D 0.0 0.0 P77 D77 P78 D78 0,0 0,0 0,0 0,0 P83 D83 P84 D84 0.0 0,0 0,0 D.D PB9 DBO P90 D90 0.0 0.0 0.0 0.0 P95 096 P96 096 0.0 0.0 0.0 0.0 0,0 O.D 0,0 0-0 Pll Dll P12 012 0,0 0,0 0,0 0,0 P17 017 P18 018 0,0 0.0 0.0 0.0 P23 D23 P24 024 0,0 0,0 0,0 0,0 P29 029 P3D D3D 0.0 0,0 0.0 0.0 P35 036 P36 D36 0.0 0.0 O.D 0.0 P41 041 P42 D42 0.0 0,0 0,0 0,0 P47 D47 P48 048 0,0 0.0 0,0 0,0 P53 D53 P54 054 0,0 D.D 0.0 0.0 P59 D59 P60 D60 O.O 0.0 0.0 D.O P6S 065 P66 066 0.0 0.0 0.0 0.0 P71 D7I P72 072 0.0 0.0 D.O 0,0 P77 077 P7B OVER RRL IHPACT COMB CARD P97 0.0 OVER RBL IHPACT COHB CARD 1 i I fti II Ilii ii ii il ii If It irtiii it ii ii ii P79 D79 0,0 0,0 P85 D85 0.0 0,0 P91 091 0.0 0,0 PSO 08 0 P81 D81 P82 D82 O.O 0.0 0.0 0.0 0.0 O.D PS6 D86 PB7 087 PSB D88 0.0 O.D 0.0 0.0 0.0 D.O P92 092 P93 093 P94 D94 0.0 0.0 0.0 0.0 0,0 O.C LIVE LOAD TRUCK OR PI Dl P2 02 P3 168.0 12,0 168.0 24.D 73.0 O.O 0.0 0.0 0.0 Pll 013 0.0 0.0 P19 D19 0,0 0,0 P25 025 0.0 0.0 P31 D31 O.O 0.0 P37 D37 0.0 0.0 P43 043 0.0 0.0 P49 D49 0,0 0,0 P55 D55 0,0 0.0 P6l D61 0.0 0.0 P67 067 0.0 0.0 P73 D73 0.0 0.0 P79 079 0.0 0.0 P86 085 0.0 0.0 P91 091 0.0 0.0 P14 0.0 P20 0.0 D14 0.0 02 0 O.o' P26 0.0 P32 0.0 P38 0.0 D26 0.0 032 0.0 D38 0.0 P62 0.0 014 0.0 D50 0.0 D56 0.0 062 0.0 PI 6 0.0 P2l 0.0 P27 0.0 P33 0.0 P39 O.D PI 5 0,0 P51 D ,0 TRAIN D3 12,0 D15 0.0 D21 0,0 027 0,0 03 3 0,0 D39 0.0 D45 0,0 D51 0,0 P57 0,0 P63 0.0 DS7 0 . 0 D63 O.D P68 0,0 P74 0,0 PBO 0.0 PB6 0,0 P92 0,0 D6B 0,0 D74 0,0 DBO 0.0 D86 0,0 092 0,0 069 D.D P76 O.O P81 0.0 P87 D.O P93 0.0 081 D.O D93 0.0 LOADING P4 01 73.0 0.0 PIO 010 0.0 0.0 P16 D16 0.0 0.0 P22 D22 0.0 0.0 P28 D28 0.0 0,0 P31 034 0.0 0.0 P4 0 D4 0 0.0 0.0 P46 D46 0.0 0.0 P52 D52 0.0 0.0 P58 D68 0,0 0.0 P61 064 0.0 0.0 P70 D70 0.0 O.O P76 D76 0.0 0.0 P82 U82 0.0 0.0 P88 D88 0.0 0.0 P91 D94 C.O 0.0 IMPACT FACTORS CALCULATED BY PROGRAM HEM IMPACT PCAPL.PRT P83 D83 P84 DB4 0,0 0.0 0,0 0.0 P89 D89 P90 D90 0.0 0.0 0,0 0,0 P95 D95 P96 D96 0,0 0,0 0.0 0,0 Pll Dll P12 D12 0,0 0,0 0.0 0.0 P17 017 P18 D18 0,0 O.O 0.0 0.0 P23 D23 P24 D24 0.0 0.0 0.0 0.0 P29 029 P30 D30 0,0 0.0 0.0 0.0 P35 D35 P36 D36 0.0 0.0 0.0 O.O Pll Dll P42 D42 0.0 0.0 0.0 O.D P47 047 P4S D48 0,0 D,D 0,0 0.0 P53 D53 P54 D54 0,0 0,0 0,0 0,0 P59 059 P60 D60 0.0 0.0 O.D 0,0 P65 D65 P66 D66 0,0 D.O D.O 0.0 PTl 071 P72 D72 0.0 0.0 0.0 0.0 P77 D77 P78 D78 0.0 0.0 D.O 0.0 P83 083 PBl D84 0.0 0.0 0.0 0.0 P89 D89 P90 D90 D.O 0.0 0.0 0.0 P95 D95 P96 D96 0.0 0.0 0.0 0,0 P97 0.0 OVER RRL IHPACT COHB CARD P97 0,0 LL NO. 4. MEH LEFT NO 1 0, DE - BDS - PC vl,3.7 11/01/02 Page 15 1163 RANCHO SANTA FE RD LEFT BENT CAP. Permit Loading NEGATIVE LIVE LOAD HOHEHT EHVELOPE AND ASSOCIATED SHEARS .2PT .3PT ,4PT ,5PT ,6PT ,7PT ,BPT .9PT RIGHT -279, -675, -870. -1166. -1462. -1767. -2090. -2681. -3273. -3864. SHEAB 0.0 -168,0 -168,0 -168,0 -168,0 2 -3204, -2789, -2375, -1961, -1546. 1 -2904,) SHEAR 120,1 120.1 120,1 120.1 120.1 -168.0 -168.0 -336.0 -336.0 -336.0 -336. -1132, -717, -165. -511, -617. -106O. -22.0 -22,0 -22.0 -216,4 3 -880, -766. -650, -535. 1 -797,) SHEAR 33.2 33.2 33.2 33.2 4 -799. -719. -639, -559, ( -679.) SHEAR 46.4 45.4 15.4 45.1 33.2 33.2 -479. -399. 321. 220. 46.4 45.4 HORIZONTAL HEHBER STRESSES LL MAX HEG BOTTOM FIBER 1 0. 116, 169, 220. 2 561. 642. 462. 381. 3 165. 119, 126, 104, 4 132, 134. 128, 115, HORIZONTAL MEHBEH STRESSES LL MAX NEG TOP FIBER 1 0, -120. -173, -224, -276, -326. 2 -568, -545. -464, -383. 3 -166, -150. -127, -105, 1 -133, -135. -129. -116. 271. 301. 101 . -302. -82. -102. -221. -60. -89 . 33.2 -319. 371, 139, -375. -140, -37 . -76 . -12.4 -240. 429, 90. -433 . -91. -40. -62. -12.4 -160. 638. 105 . -542. -106. -49. -48. -142.6 -198.6 -80. 0. 645. 120. -650. -121 . -67. -34. 638, 175, 156. D. -642, -176. -167. File LL NO. 4. MEH LEFT DE - BDS - PC vl.3.7 11/01/02 1163 HANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE 0, -28 -3614. -2915. -3108.1 -1512. -1090. -1311.) -1154. -983. -9BI.) .2 PT -681, -2284. -706 . -829 . .3 PT -B8B, -1722, -392, -690 . , 4 PT -1202. -1230. -147. -564 . .5 PT -1525. -806. 30. , 6 PT -1867, -151. 137 . -345, , 7 PT -2239, -327, 47, HORIZONTAL MEMBER STRESSES FOR DL HAX NEG BOTTOM FIBER 604, 255. 191. 117. 567 . 212. 193. 171. 444, 137, 166. 225, 335, 142, 279 , 239. 119 , 335, 157, -6. 99 , HORIZONTAL MEHBER STRESSES FOR DL HAX NEG TOP FIBER 1 0, -121, -175. -229, , -283, -339, 2 -608, -570. -417. -337, -240, -158, 3 -256. -213, -138. -77. -29. 6. 1 -192. -195. -168. -113, -120. -100. 27, -81 . -163. -61. -64. . 8 PT -2B92. -601. -141. -161. 580. 117. -585. -117. -27. -49. .9 PT RIGHT -3561. -4245. -913. -1721. -418, -1335. 702. 183. 701, 281, 221 , -707. -706, -184. -286. -34, File: LL NO, MEM HO 11/01/02 DE - BDS - PC vl,3,7 1163 HANCHO SANTA FE RD LEFT BENT CAP, PermiC Loading POSITIVE LIVE LOAD MOMENT EHVELOPE AND ASSOCIATED SHEARS LEFT ,1 PT , 2 PT 0, , 3 PT 0. .4 PT .6 PT , 6 PT ,7 PT ,8 PT , 9 PT 0,0 -22,0 7B0, -29,5 226, -12,8 0,0 561, 230,6 679, -29,5 203, -12.8 0,0 1050, 192,4 624 , 212 ,9 277, 148.3 SHEAB 2 SHEAR 3 SHEAR 4 SHEAR HORIZONTAL HEMBER STRESSES LL MAX POS BOTTOM FIBER 0,0 1330. 155.1 977 , 176 ,2 396 , 135,8 0,0 0,0 1404, 1360, D.O 0,0 0,0 1280, 1012, 678, 119.6 -125,4 -163,2 -199,7 -233,9 1149, 1146. 1135, 939- 568, 137,1 -105.6 -142.6 -1B0.6 -217,9 563 490, 121,6 548. 106 ,7 533. -100,9 462 , 0,0 526, 120,1 265, -166,8 291. -131,1 -165.3 -13 , -152, 0, -107, -132, 0, -201, -121, 0, -258. -190. 0, -273, -223, 0, -262, -223 . -249, -221 , -197, -183. -112, -110, -102 , -62, 0,D 940, 120,1 267, 33,2 0, 0,0 -183, -62 , -3609, -1463, -1135, iliiiiiiiiiiiiiif HORIZONTAL MEHBEB STRESSES LL MAX POS TOP FIBER tllllilliliiifiiliii PCAPL.PRT NEG, V HOH, RANGE -12,8 -12,8 226, 203, 253.1 223,3 -19.7 277. 196.9 -32.2 396 . 189 .3 -16.4 490. IB5.4 -62. 3 648 . IBO .4 -80.0 -100.9 -131.4 -165.3 -202.6 563, 533, 462, 291, 0, 174,1 169,5 178.8 210,6 248,0 206 , 122. 56 . 260. 191 . 82. 275. 264. 225. 221. 104. 122. 250, 222, 133, 181. 137, 113, 111 . 139. 11/01/02 LL NO. HEM DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BEHT CAP, Permit Loading DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE -343. -292.) 118. - 129 . -110.) 426 . 354 . -61. .2 PT -7 . 1141 . 568. 87, , 3 PT -18. 1568. 1121 . 266. .4 PT -36 . 1720. 1424. 406, ,5 PT -63 , 1676. 11B2. 198 , HORIZONTAL MEMBER STRESSES FOR DL MAX POS BOTTOM FIBER 1 0, 1. 2. 5, 8, 11, 2 57. -83, -222, -305. -334. -326. 3 -23. -69, -110 , -218, -277, -2B8, 4 21, 12. -18, -65, -86, -109. HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0. -1, -2. -6. -9. -11. 2 -57. 83. 223. 307. 336. 328. 3 23. 69. 111. 219. 278. 290. 4 -21. -12. IB, 55, 86, 111, ,6 PT -lOD, 1546, 1463 , 538, 21 . -301 , -284 , -125, -21. 302 . 286. 127, . 7 PT -149, 1160 . 1192 , 523, 31, -224. -232, -132 , -31 , 225. 233 , 135 , .8 PT -211 . 518. 675. 161. 42, -101 . -131, -136, -43, 101 . 132. 139. .9 PT -288 . 200- 159. 292 . 57 . -39. -31. -122 . RIGHT -381. 279. -122. 126. File LL NO. HEHBER POS. V MOM. NEG. V HOH. RANGE LL NO. MEMBER POS. V HOH. NEG. V MOK, RANGE LL NO, MEMBER POS. V HOM, NEG, V MOM, RANGE LL HO. HEMBER POS, V MOM. page 1 LEFT 168, 0 0. 0.0 0 , 168 ,0 268 , 7 -165, -22,0 . I PT 0 . 0 0 . -168.D 0 . 168 .0 230.6 551 . -22 , 0 OE - BDS - PC vl.3.7 11/01/02 1163 RAHCHO SANTA FE RD LEFT BENT CAP, Permit Loading LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ,2 PT ,3 PT ,4 PT .5 PT . 6 PT , 7 PT . 8 PT . 9 PT 0.0 0.0 0.0 O.D 0.0 O.D 0,0 0.0 0. 0. 0. -168.0 -168.0 -168.0 -168.0 -168.0 -336.0 -336.0 -336.0 D. 0. D. 0. 0, -2016, -2016. -2016, 168,0 168,0 168,0 168,0 168.0 336,0 336,0 336,0 290,7 252,6 ,2 PT 192 ,4 1050 . -38.0 762 . 230.1 . 1 PT . 2 PT 281 .0 -604 . -29.5 210.3 -331 . 218.7 115. -29 . 5 679 . 278 .2 212 , 9 624 , -29,5 577 . 212 ,4 1'7,2 221, LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ,3PT .4PT .5PT .6PT ,'PT ,8PT ,9PT 155.1 120,1 120.1 120,1 120.1 120.1 120.1 1330. -1646, -1132. -717. -303. 111. 526. -57.8 -B7.1 -125.4 -163,2 -199,7 -233,9 -261,9 980, 1206- 1360. 1280, 1012. 578. 20. 212.9 207.2 245.5 283.3 319.8 354.0 385.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .3PT .4PT .5PT .6PT ,7PT ,BPT .9PT 175.2 137,4 101,0 67,8 43.3 33.2 33.2 977. 1119, 1110. 971, 751. 38. 153, -46.8 -71.3 -106,6 -112.6 -180.6 -217 9 -252.8 775. 989. 1146. 1135. 939. 568. 51. 221.1 208.7 206.6 210.1 223.9 251.1 286.1 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .3 PT .4 PT .6 PT .6 PT , 7 PT . B PT . 9 PT 167 . 1 131 . 139.1 305. lie. 1 439. 94. 1 520. 6B.6 526 . 47.4 424, 15,4 -80, -336,0 •2016, 336,0 RIGHT 120,1 940, -291,B -604, 411,9 RIGHT 33.2 267 , -283,8 -556, 317,0 RIGHT 45,4 LL NO. 4. MEMBER I LEFT POS. V 168.0 NEG.V 0.0 LL NO. 4. HEHBER 2 LEFT POS. V 361.3 HEG, V 70.6 LL NO. 4. HEHBER 3 LEFT POS. V 38B.8 NEG. V 78.3 LL HO. 4. MEHBER 4 LEFT POS. V 296.8 HEG. V 43.7 DE - BDS - PC vl,3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE -2 PT ,3 PT ,4 PT .5 PT ,6 PT ,7 PT .8 F -4,5 -8.2 -12,6 -18,0 -24,3 -31,4 -172,5 -176,2 -180,6 -186,0 -192,3 -367,4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2PT .3PT ,4PT ,5PT ,6PT .7PT -39.4 -375.4 303.2 50.6 336.6 58 . 3 267 .2 33.9 215-1 14.7 187.8 132.8 112.8 92.9 72,9 52,9 -25,1 -74.4 -132,6 -190,5 -246.9 -301,1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE -2 PT . 3 PT , 4 PT , 5 PT , 6 PT , 7 PT 280,8 38.1 223,1 2,0 165,3 -43.1 108,9 55,7 11,2 -18.8 -97.7 -154.7 -212.6 -269.9 DEAD LOAD PLUS LIVE LOAD SHEAR EHVELOPE .2 PT .3 PT .4 PT .5 PT .6 PT . 7 PT 215.0 187.0 18.2 -2.3 161.8 -23,6 134.6 -46 . 8 105. 3 -68,8 75,2 -94.3 50,5 -128,3 Page 20 -48.2 -58,0 -384.2 -394,0 32,9 12.9 -352,1 -399.0 -38.8 -324.8 45,7 43.8 -164,9 -204,1 DE - BDS - PC vl.3,7 11/01,02 1163 RANCHO SANTA FE RD LEFT BENT CAP. Permit Loading LIVE LOAD SUPPORT RESULTS SUPPORT JT, POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE HAX. AXIAL LOAD AXIAL HOMENT- 168,0 D,0 HAX. LONGITUDINAL HOHENT 0,0 0,0 SUPPORT JT, POSITIVE NEGATIVE 4S6, 1 -22.0 318.4 -149.6 314 ,4 -46,1 202,6 -45,4 456,1 172, 8 249.6 -149.6 244.0 189 .6 0.0 0.0 660. -281. 180. -160. 147 . -69 . THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS l.DOO Page 22 .1 PT -279, UE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE HO LEFT BENT CAP, Permit Loading NEGATIVE LIVE LOAD MOMENT ENVELOPE AHD ASSOCIATED SHEARS .2PT .3PT ,4PT ,5PT ,6PT .7PT ,8PT ,9PT RIGHT -575, -870, -1166, -1462, -1757. -2090. -2681. -3273. -3864, 0,0 -3321, -2937,I 205,6 -1211, -1029,) 133,3 -975. -829.) -168,0 -168,0 -168,0 -168,0 -168,0 -16 -2 375, -1961, -1546, -1132. -717, -336,0 -336,0 -336,0 -336,0 -182, -561. -681, -1321, 120, 1 -795. 34,6 -778, 120,1 -676 . 34 ,6 -662 , 120.1 -657. 34,6 -679 , 120.1 120,1 120,1 -22,8 -437, -318, -199, -205, 34.6 -497, 34,6 34.6 -12,4 -414. -331. -248. -22.8 -122,5 -226,2 -248, -438, -1092, -12,4 -170.6 -166, -83, ii ii ii il il li ii ii i 381 . 119. 383 . -109. -120, 301 , 105, -302. -86 . -106 , 220, SHEAR 124.2 81.5 47.0 47.0 47.0 47, HORIZONTAL HEHBER STRESSES LL MAX NEG BOTTOH FIBER 1 0, 116, 169, 220. 271. 321, 2 671, 542. 162, 3 200. 155, 131. 1 161, 153, 133. HORIZONTAL MEMBER STRESSES LL HAX NEG TOP FIBER 1 0, -120, -173, -224, -275, -325. 2 -571, -545, -464, 3 -201. -155. -132. 4 -162. -154. -134. -221. -62. -92. 371. 139, -376 . -140, -39 . -78. -133, -94 . -40. -61. 538. 109. -542. -110. -49. -50. 645. 133 . -650, -134, -86. -36. 638, 218, 180, -642. •220. -181. 0. File: Ll NO. 5. MEM LEFT DE - BDS 11/01/02 , 1 PT D, -280, -3734, -2916. -3174,1 -1873. -1120. -1692.) -1330. -1042, -1131,1 , 3 PT PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE .5PT .6PT ,7PT .8PT -1525, -1857, -S06. -451, IB, 130, -461, -357. .2 PT -581 -2281 -732 -852 -1722. -413, -710. .4 PT -1202. -1230. -163. -581 . -2239. -311. -258, -2892. -620 . •141 , -167 , 9 PT RIGHT 3561, -1215, lOlD, -1983, -545, -1481, HORIZONTAL HEMBER STRESSES FOR DL MAX NEG BOTTOM FIBER 617. 309 , 230, 117. 567 . 218. 205 , 171 . 444 . 142 . 171. 226 . 335. 146. 279. 239 . 123 , 335, 157. 102, HORIZONTAL MEHBER STRESSES FOR DL HAX NEG TOP FIBER 1 0. 121. -175. -229. -283. -339. 2 -621. -570. -447. -337. 3 -311 . -219 . -143 . -81, 4 -221 -207, -172, -147, -240, -32. -121 , -168, -103. -84, -463. -67 . -67. -585. -121. -27. -50. 702. 196. 106 -707 . -197. -107. -35 . 701, 328. 245 . -706. -330. -246. 0. File: LL NO. HEM NO LEFT . 1 PT 0 . DE - BOS - PC vl.3.7 11/01/02 Pag 1163 RANCHO SANTA FE HD LEFT BENT CAP, Permit Loading POSITIVE LIVE LOAD HOMENT ENVELOPE AND ASSOCIATED SHEARS .2PT .3PT .4PT .6PT .6PT .7PT .BPT .9PT 0 . 0. 0. O.O 70 . -22 . 8 780 . -29.6 235 . -13.3 0.0 657, 210.3 679. -29.5 211. -13.3 0.0 1067. 196.7 626. 212.9 221. 177, 2 SHEAR 2 SHEAR 3 SHEAB 4 SHEAR HORIZONTAL MEHBER STRESSES LL MAX POS BOTTOM FIBER 0,0 1331 , 156,3 978, 176.4 393, 110.4 0 . 0 1458 0,0 1315, 0,0 1447 . 115.4 -118.6 -161.2 1182. 1226. 1165. 134.8 490. 121.6 -97.6 -110,3 -180 648. 563. 533 105.7 8 0.0 526. 120.1 159 . -216.3 31.6 162. 291. 100.9 -131.4 -165.3 0.0 1013 . -200.0 939. 0.0 589, -223,3 570 0,0 910, 120.1 278, 34,6 0, 0,0 -14 . -152 . -16. -108 . -132. -42 . -207. -121 . -14. 0. -259. -190. -Bl . 0, -283. -230 , -103. -281 . •23B , -120. 0 . -256. -226. -131 . -197, -183, -136 . 0. -Ill , -111, -136 , 0, -102. -31, -121 , -183, -54, HORIZONTAL HEMBER STRESSES LL MAX POS TOP FIBER IIIII PCAPL.PRT llliliiiililiiii -3609,I -1686,1 -1259,) 109, 133 , 209. 122, 45. 260. 191. 81. 285. 231 . 104 , 283 . 240. 122. 257. 228. 133 . 198 . 184 . 137. 115. 111. 139. 11/01/02 LL HO, 6, MEM LEFT -341 , -290,1 118, DE - BDS - PC vl,3,7 1163 RAHCHO SANTA FE RD LEFT BENT CAP. Permit Loading DEAD LOAD PLUS POSITIVE LIVE LOAD HOHENT ENVELOPE -120, -102,) 132. 364, -53, , 2 PT -7. 1157 , 569, 31 , ,3 PT -IB, 1569, 1121, 263. .4 PT -36 , 1771, 1457 , 105, . 5 PT -63. 1773 , 1662 , 498, ,6 PT -100, 1581, 1494, 5JB, HORIZONTAL MEMBER STRESSES FOR OL MAX POS BOTTOM FIBER 0, 14 , -23, -81, -69, -226 . -Ill . -345. -283 . -86. -345 . -301 . -109. -305. -218. 4 20. 10. -6. -54. HORIZONTAL MEMBER STRESSES FOR DL HAX POS TOP FIBER 1 0. -1. -2, -5. -9. -14, 2 -67, 81, 226, 307, 3 23, 69, 111. 219, 4 -20, -11, 6. 54. 347. 285. 317. 306 . 111. -307. -290. -125. -21 . 309 . 292 . 127 . .7 PT -119. 1151 . 1192. 523 . -221. -232. -132 . -31 . 226 . 233. 135. , 8 PT -211 , 529, 678 . 461 . -103 , -132, -136, 103, 133 . 139, ,9 PT BIGHT -288, -381, 200, 52- 292. 57, -39 . -10. -122. 279. -Ill . File LL NO. MEMBER POS. V MOM. NEG. V MOM. BANGE LL NO. HEHBER POS. V MOM. NEG, V HOH, RANGE LL HO, MEMBER POS. V MOM. NEG. V HOH. RANGE LL NO. HEHBER POS. V MOM. NEG. V HOM. RANGE DE - BDS - PC vl,3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP, Per ll/Dl/02 it Loading LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS 1 LEFT 168 ,0 0, 0.0 0, 168 ,0 295, 9 -892, -22,8 , 1 PT 0,0 0, -168,0 D, 168, 0 250,0 101. -22 ,8 318.8 272,8 3 LEFT , 1 PT 300, 1 -633. -29,5 780, 329,6 263, 1 -217. -29.5 679. 292 .6 4 LEFT .1 PT 258 . 9 -659 . -13.3 235. 272.2 229. 9 -335, -13,3 211, 243, 2 . 2 PT D,0 0. -168.0 D. 16B.0 .2 PT 212.8 51. -22 . 8 -88 . 265.6 .2 PT 226,2 363. -29,5 677. 255.7 196,9 -57, -13,3 , 3 PT .1 PT .5 PT 0,0 0.0 0.0 0. 0. 0, -168,0 -168,0 -168.0 0, 0, 0, 168,0 168,0 168,0 ,6 PT ,7 PT ,8 PT ,9 PT 0,0 0,0 D.O 0.0 0, 0, 0, 0, -168,D -336.0 -336,0 -336,0 0, -2016, -2016, -2016. 168.0 336.0 336.0 336.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .3 PT 189.8 763 . -29,7 991. 219,5 ,1 PT ,5 PT 138,6 120,1 1160, -1132, -77,2 -123.2 1316. 1382. 215.8 243.3 .6 PT 120 .1 -717, -166.7 1218 . 286.8 .7 PT , 8 PT .9 PT 120,1 120.1 -303. 111. -206.9 -243.0 861. 355, 327,0 363.1 120,1 526, -281,B -19, 401. 9 -336,0 2D16. 336.0 120.1 940. , -317.3 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS , 3 PT 185,6 BIO. -32.8 665. 218. 5 ,1 PT 112.6 10B3, -63.6 890 . 206.1 .5 PT 98.6 1164, -102.4 1179. 2D1.0 ,6 PT .7 PT 62.8 905, -145.3 1100 . 208.1 35.7 626. -186.9 851 . 221.6 . 8 PT 34.6 .9 PT RIGHT 34 .6 40. 159. -223.5 -265.3 562. -1. 258.1 299.8 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED M1M1ENTS . 3 PT 169.6 -20. -27.6 393 . 197.2 .4 PT 153.5 153. -46.4 490. 199. 8 .5 PT 131,3 297, -62 , 3 548, 196,6 .6 PT 111,8 396, -80, 0 563, 191,8 , 7 PT ,8 PT 60.8 .9 PT 85.9 60.8 47.0 131. 43. -83. -IDO.9 -131.4 -165,3 533. 462. 291. 186.8 192.2 212.3 34 .6 278. -301,0 -703. 338.6 RIGHT 47.0 0. -202,6 D, 249 . 6 ii il il ii ii ii il LL NO, 5, HEHBER I LEFT POS. V 168,0 NEG, V 0,0 LL NO. 6. MEHBER 2 LEFT POS. V 188 6 NEG.V 69.8 LL NO. 5. MEHBER 3 LEFT POS, V 408.0 NEG. V 78.3 LL NO. 5. HEHBER 4 LEFT POS.V 316.4 NEG. V 43.2 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP. Permit Loading DEAD LOAD PLUS LIVE LOAD SHEAR EHVELOPE .2 PT .3 PT ,4 PT ,5 PT , 6 PT - 7 PT . 8 PT -4,5 -8,2 -12,6 -18,0 -21.3 -31.4 -39.4 -172.5 -176.2 -180.6 -1B6,D -192.3 -367.4 -375,1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT ,5 PT . 6 PT . 7 PT . 8 PT 322.6 49 . 8 351.0 58. 3 276. 6 33 . 4 295.5 222.5 29.8 3.0 151,3 112.8 92,9 72,9 -64,5 -130.4 -191.0 -251,1 52,9 -ilO,2 DEAD LOAD PLUS LIVE LOAD SHEAB ENVELOPE .2PT ,3PT ,1PT .5PT ,6PT ,7PT 294 . 1 38,4 233,6 15,0 170,5 -35.6 106.6 50,7 3,7 -17.5 -91.6 -157,3 -217.9 -275.5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT ,4PT ,5PT ,6PT .7PT 231 , B 21,5 199.5 2.3 176,2 -23 , 6 150,8 -15,8 123,0 92.6 63.9 -68.8 -94.3 -128.3 -48.2 -384 .2 32 .9 -369.0 -37 .4 -337.3 47.4 -164.9 DE - BDS - PC vl.3.7 11/D1/D2 1163 HANCHO SANTA FE RO LEFT BENT CAP, Permit Loading LIVE LOAD SUPPORT RESULTS MAX. AXIAL LOAD AXIAL LOAD HOHENT HAX. LONGITUDINAL MOMENT SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE 389.0 -149.6 362,8 -47,9 202,6 -47,0 AXIAL LOAD 0,0 0,0 456.1 196,7 275.1 240.9 270.6 189 .6 D.O 0.0 MOMENT 660. -291 . 187 . -165. 153 . -69. -58. 0 -394,0 12,9 -424.5 -67 ,4 -396,0 45.5 -204 , 1 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1,000 File: DE - BDS - PC vl,3,7 U/01/02 Page 29 1163 BANCHO SANTA FE RD LEFT BENT CAP. Permit Loading LL NO. 6. NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HEM LEFT ,1PT .2PT 3PT ,4PT ,5PT ,6PT .7PT ,8PT .9PT RIGHT NO 1 0- -27 9, -67 5, -870. -1166, -1462. -1757. -2090, -2681, -3273, -3864, -168,0 -168. -1546. -1132. SHEAR 0.0 -168.0 -168.0 -168. 2 -3282. -2789, -237 5. -1961. 1 -2926.1 SHEAR 153.0 130.1 120.1 3 -1202- -882. -693. 1 -1022.1 SHEAR 93,5 86.0 77.1 4 -901. -782. -666. 1 -766.1 SHEAR 67,6 67.6 65,5 66,1 48.0 41, HORIZONTAL MEMBER STRESSES LL HAX HEG BOTTOM FIBER -168,0 -336,0 -336,0 -336,0 -336,0 -717. -444, -517. -793. -1320- 120,1 120,1 120. -448, -352, -256. 27,8 27.8 -562, -470. -391. 130.1 -21.1 -163. -206. -21.1 -250. -85.9 -208.2 -458. -1026. -12.4 -12.4 -38.5 -147,6 -184,1 -313, -235, -157, -78, 0. I i i I i PCAPL.PRT lliliililiiiliii 0 . 569. 199, 119. 116. 542, 171, 151, 169, 462, 115, 134. 230, 381 , 115, 271 , 301. 99, 321 , 230, 86, HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0, -120, -173, -221. -275. -325. 2 -572. -545. -464. -383. 3 -200, -173, -116, -88. 4 -150, -152, -135, -116, -302, -69 , -100. -221. -50 . -87 . 371. 139. -375. -140. -32. -74, -433, -87, -40. -60, 638 , 101. -542. -101. -49. -47. 645. 164. -660. -155. -90. -34. 638. 218. 169 . 0. -642 . -219. -170, Fil6 LL NO, 6, MEM LEFT 11/01/02 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE HD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE ,1 PT , 2 PT . 3 PT ,4 PT , 5 PT , 6 PT , 7 PT . 8 PT -280. -581. -8B8. -1202. -1525 . -1857 -2281. -1722. -1230. -806. -461. -649, -305. -78. BO. 166 2 -3692. -2915 ( -3138.1 3 -1864. -1207 t -1585.1 4 -1256, -1016, -856, -693, -565, -441, -339 ( -1067.) HORIZONTAL MEMBER STRESSES FOR DL MAX NEG BOTTOM FIBER -2239, -2892. -307, -577. -315, -142. -158 . 9 PT RIGHT 3561. -4245. 1119. -1981. -565. -1415. 207. 117 . 567. 235. 206. 171. 444 . 126. 172 . 325. 336 . 142 . 279 . 239 . 117 . 336. 157. -16 . 97. HORIZONTAL HEMBER STRESSES FOB DL MAX NEG TOP FIBER 1 0. -121. -175. -229. -283. -339. 2 -614. -570. -447, -337. -240. -158. 3 -310. -236. -127. -60. -15, 16. 4 -209, -208, -173. -143 . -118. -98. -396. -88. -80. -463. -60. -63 . 580, 112, -585. -113, -48. 702. 217 , 110. -707, -219 -110, -33. 127, 2 34 , -706, -32S, -235, 0, Pile; LL NO, 6, MEH LEFT NO DE - BDS - PC vl,3,7 11/01/02 Page 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading POSITIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS , 1 PT 0, ,2 PT ,3 PT ,4 PT .5 PT ,6 PT 0 . 0, 0 , 0, .7 PT 0, .8 PT 0,0 0.0 1344. 1350. SHEAR 2 SHEAR 3 SHEAR 4 SHEAR HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 0.0 64. -21.1 780. -29.5 189. -10.7 0.0 551. 230.6 679. -29.5 170. -10.7 0.0 1030. 187.3 628 . 207.8 221. 177 .2 0.0 1289. 149.5 966 . 170 .8 393. 140.4 O.D D.D 0,0 1183, 944, 596. 114,1 -125.4 -168,7 -172,B -311.9 1135. IIID. 1087. 920. 584. 101.0 -134.3 -172.4 -203.5 563. 533, 462, 135,1 19D, 121,6 548, 105,7 88,0 -IO0.9 -131,1 , 9 PT 0. 0.0 526. 120,1 162 , -79,4 291, -165,3 0. -13, -107, -152, -132, -37. -34, -200. -122 . 0. -261. -221 . -103. 0. -262. -222. -120. -230. -211. -131. 0. -184. -179. -136. -116 . -114, -136 . -102, -32- -121 , 0.0 940, 120.1 224, 27.8 0, 0,0 -183 , -44 , HORIZONTAL HEHBER STRESSES LL HAX POS TOP FIBER -3609,1 -1684,I -1203,) il ii il ilii 11 11 il 45. 81 , 322. 104, 223 . 122. 212. 133 . 180. 137. 114 . 139. LL NO, MEM DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS POSITIVE LIVE LOAD HOMENT ENVELOPE -346 . -294.) -166. -141 . 426, 3 54, -94 . .2 PT 1121. 572 . .3 PT -18, 1527. 1108 . 263. .4 PT -36. 1661, 1409, 406 . ,5 PT -63 , 167S. 1476 , 49B , HORIZONTAL MEMBER STRESSES FOR DL MAX POS BOTTOM FIBER 27 , -83. -69 , 19 , -218. -Ill . •6. -297 . -215. -54. -323, -274. -86 . 11. -326. -287. -109. HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0. -1. -2. -5, -9. -14, 2 -5B, 83, 219. 299. 325, 328, 3 23, 69, 112, 217. 276, 289. 4 -28, -19. 6, 54, 86, 111, .6 PT -100. 1450. 1115. 538 . 21, -282 . -275, -125. -21 . 283 . 277. 127. .7 PT -149. 1173. 623. 31 . -210. -228. -132. -31. 212 . 329. 135, ,8 PT -211 , 536, 692 , 461 , 42 , -101. -134, -136, -43 . 105, 135 . 139, RIGHT -381 . 279, -165. 0. -39 . -11 . -122. 11. 126. File LL NO, MEHBER POS, V MOM. NEG, V MOM, RANGE LL NO, MEHBER POS. V MOM. NEG. V MOM. RANGE LL NO. MEMBER POS. V MOM. NEG. V HOM. RANGE LL NO, MEHBEB POS, V MOM, NEG. V MC«, RANGE 11/01/02 page I LEFT 168.0 0. 0.0 0. 168.0 268.7 -165. -21,1 286, 7 -656 . -29.5 . 1 PT 0.0 0. -168.0 0. 168.0 230.6 551. -21,1 257 -76 -29 679 286 DE - BDS - PC vl,3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP. Permit Loading LIVE LOAD SHEAR ENVELOPES AMD ASSOCIATED MOMENTS 3 PT . 4 PT , 5 PT . 6 PT , 7 PT , 8 PT , 9 PT 0,0 0,0 0,0 0.0 0,0 0.0 0,0 4 LEFT ,1 PT 247 , 3 -155, -10,7 189, 258,0 218.8 -169. -10.7 170. 229.5 .2 PT 0,0 0. -168.0 0. 168 .0 .2 PT 231 .2 283. -31.1 -81. 252 . 3 . 2 PT 221, 1 105. -29, 6 577 . 263 , 6 .2 PT 187 ,6 -10.7 151. 0, 0, 0. 0. 0, 0. 0. -168,0 -168,0 -168,0 -168,0 -336,0 -336.0 -336,0 0, 0, 0, 0. -2016, -2016. -2016, 168.0 168.0 168,0 168,0 336,0 336.0 336.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ,3PT ,4PT .5PT .6PT ,7PT ,8PT .9PT 186.1 142.7 120.1 122.2 120.1 120.1 120.1 824. 1106. -1132. -121. -303. 111. 526. -51.7 -95.1 -134.8 -172.6 -208.2 -240.8 -269,9 799. 1117. 1216. 1114. 834. 410. -118, 210,8 238.1 355,0 294.8 328.3 360.9 390.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .3PT .4PT ,5PT .6PT .7PT ,8PT ,9PT 188.6 161,8 115,1 79,8 47.3 27.8 27,8 762. 967, 1010, 901, 666. 32, 12B, -46,5 -76.7 -110,5 -117,6 -184,1 -218.4 -252.8 688, 956, 1100, 1069. 880. 556, 51. 234,1 228,5 226.6 227,4 231.1 216.3 280.7 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS . 3 PT 159,4 106 , -27 ,6 393 , 187 ,0 ,1 PT 142.6 269 . -16.4 490, 188.9 ,5 PT . 6 PT ,7 PT .8 PT 9 PT 56.1 122.9 106,7 87,4 67,0 397, 439, 426, 356, 30, -62,3 -80,0 -100,9 -131.4 -165,3 548, 563, 633, 162, 291. 185,2 1S5.7 188.3 19B,3 221,3 -336 ,0 •2016, 336 ,0 RIGHT 120 , 1 940, -295.1 -709. 415.2 RIGHT 27. 8 221, -383,8 -556- 311,6 RIGHT 44 .5 D . -202.6 0. 247 . 1 DE - BDS - PC vl.3,7 1163 RANCHO SAHTA FE HO LEFT BENT CAP, Permit Loading ilii PCAPL.PRT ii II II il il 11 11 ii LL NO. MEHBER LL HO. MEMBER LL HO. MEHBER POS. V NEG. V LL NO. MEMBER 168.0 0.0 361,3 71,6 394 . 6 78.3 303,8 45,8 DEAD LOAD .2 PT , 3 PT -4,5 -8,2 -173,5 -176,2 DEAD LOAD ,2 PT , 3 PT PLUS LIVE .4 PT -13.6 -180.6 LOAD SHEAR ENVELOPE . 5 PT .6 PT , 7 PT -18.0 -24,3 -31,1 -186.0 -192,3 -367,4 PLUS LIVE ,4 PT LOAD SHEAR ENVELOPE . 5 PT , 6 PT .7 PT 303.2 61.6 344. 8 58.3 266.6 36.0 283 . 9 31.6 218.8 -22 .0 DEAD LOAD .2 PT .3 PT 393.0 236.4 38.4 2.4 DEAD LOAD .2 PT .3 PT 225.4 189.3 37.1 2.3 155.5 -82.7 PLUS LIVE .1 PT 179.7 -18.8 PLUS LIVE . 4 PT 165.3 -23,6 112.8 94,9 73,9 -112.1 -199,9 -255,4 LOAD SHEAR ENVELOPE , 5 PT , 6 PT .7 PT 123,0 67,8 16.2 -102.6 -169.7 -216.2 LOAD SHEAR ENVELOPE .5 PT .6 PT .7 PT 139.4 116.8 94.1 -45.8 -68.8 -91.3 -39,1 -375,4 62,9 -308.D -24.2 -270.5 70.0 -128.3 -48,2 -58,0 -384.2 -394,0 ,9 PT RIGHT 32,9 12,9 -357,1 -402,3 -44,2 -61.1 -321,8 -375,7 56.1 43,0 -164,9 -204,1 DE - BDS - PC vl,3,7 11/01/03 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading LIVE LOAD SUPPORT RESULTS SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE MAX, AXIAL LOAD 168.0 O.D 489 . 0 -21,1 333,9 -119,6 318,6 -38,6 202 ,6 -13 , 1 AXIAL LOAD HOHEHT- HAX. LONGITUDINAL MOMENT AXIAL MOMENT LOAD TOP BOT. 0,0 0,0 456,1 197 ,9 238,0 -149,6 367,6 189 ,6 0,0 0,0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1,000 660, -275, 151, -160, 144, -69, 11/01/02 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading 'APPROXIMATE QUANTITY' CONCRETE SUPER CONCRETE SUB 126 CY, 46 C.Y, THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAHE DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IH TRIAL 0, THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL D ONLY. THB P/S QUANTITIES FOB STRAND ONLy ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT OBOBR, STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR, Run Time: 00:00: 0,77 End ot Run. 1 i i I I I 1 i I i I ' i I I i I i PL C. .PRT iiiililiililii >i*iitii* itttitittii •tititiatiti •lit lltl a*at titi •••••••tilt •*iti>ittit ittt Ittl titi Ittl tititittitti tititittiti titititti itiititti itittitti tiitittti lilt I lilt • ttit I ttit t tttt t titt t titiittit iiiiit ititiiitit itiiiiiiiiti Ittl titi ttllt •itttti ttiitii tttii tttt tttt tittttttitit iititttitt tititi tittitii tttiit tiittiit •tiiittiit lltl IllttI iiiiti itit titt till till III! Itlllll •Itl lllltll •Itl III! ill till lltl •Itlltltit ttlttlltti Ittltitt llltltll •tint ttltll BDS PC Variion 1.3.7 (04/05/91) let 1990-93 Dokk«i BnginaarinB All tlghti [MarvMI. DaCai 09/20/01 Tim: 09:44il5 Fila: FL CAP.TXT User: Unknown Sorted Input Data 12345678901234567890 1231667B9012345678901234567S9D12]45678901234567B901Z]4667a9D 1163 RANCHO SANTA FE RD LEFT BENT CAP Saifltnic 000 010102? H 176 Dl 3600 150 100 SECTICM PROPERTIES - OUTPUT D20203 H 345 3600 150 100 030304 H 145 3600 150 100 Hra 040405 H 176 1600 150 100 HO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYV E 0506D2R 265 45 3000 150 100 060703R 265 45 1000 ISO 100 2 0.0 5.50 3.50 2.74 3B.61 97.96 15B.48 1600.00 070804R 265 45 looo 150 100 OlOODO 70 75 90 00 0 000000 00000 0 0 0 0 0 0 01 200 HBIBBR 2 PROPERTIES 01 71 70 55 660 02 200 02000002 zoo LENOTH: 34.5 KOI E-I: 0.353B<06 STIFF; 4.000 LT 4.000 RT C.O.I 0.500 LT 03000002 200 04000002 ZDD Svcclon ProparCiaa - Input 04 10501 SOO OSOOCO 159 60S 201 Mas Ra 060000 159 EOS 201 Ho Loc. Call Z Y M D Top Bot Ho H T H Fact T H Fact L 070000 159 SQS 201 stor* 0101 S40 P0091 ADL OIRODt 1 100 */- Coda V/D H Z Y Aran Izz 0101 3040 P0091 DL GIRDER 1 100 3 0.0 02 Racall Only 0102 B40 POOSO ADL OIRDES 2 100 0102 840 P 255 ADL OIRDBR 3 100 SECTIOW PROPERTIES - OUTPUT 0102 3040 POO 90 DL OIRDER 2 lOO 0102 3040 P 355 DL GIRDER 1 100 MB( 0103 B4 P SO ADL GIRDER 4 100 NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY B 0103 94 P 270 ADL OIRDER 5 100 0103 104 P SO DL aiRDER 1 300 3 0.0 5.50 3.50 3.74 38.61 97.96 15S.48 3600.00 0101 104 P 270 DL aiRDBR 5 100 0104 B4 P 45 ADL OIRDBR 6 IDO HmBER 3 PROPERTIES 0104 101 P 15 DL OIRDER 6 100 0405 223 P 00 COLUMN PLASTIC KOHUTT 100 LENOTH: 34.S HIN E'l: 0.353E-06 STIFF: 4.000 LT 4.OOD RT CO.! 0.500 LT 0406 233 0407 332 COLUKH PLASTIC MOMHW COLUMN PLASTIC MOMBfT 300 }D0 DE - BDS • PC vl.3.7 09/30/01 Pa^a 1163 RAHCHO SANTA FB RD LEFT man CAP SaliBiic FRAME DEBCRIPTICM BID Ha JT. COND NO LT RT LT RT DIR SPAN /.-_/ /. —/ —/ / / /. a 4 H n.6 14.5 34.5 17.6 26.S 26.5 26.S I HIWE / / / 0,00 O.l 0.00 0,00 0.00 0.00 0.00 0.00 O.D 0.0 0.0 4.S (.5 4.S E 3600. 3600. 3600, 3600, 3000, 3000, 3000. CARRY OVER DEAD LOAD K FACTORS RECALL UNI SEC LT RT LT BT MEM 0.00 0,00 0,00 0.000 .150 0.00 0.000 .150 0.00 0,00 0.000 .150 0.00 0.00 O.ODO .150 0.00 0.00 0.000 .150 0.00 0.00 0.000 .150 0.00 0.00 D.OOO .150 0.00 0.00 0,00 0.00 0.00 0,00 0.00 O.OD 0.00 0,00 0.00 0,00 0.00 O.OD Fila: DE-BOS-PC vl.3.7 09 1163 RAHCHO SANTA FE RD LEFT BOTT CAP Salanic Saceion Propartla« - li^ut Hm Ra Ho Loc, Call Top Bot Ho M T W Fact T H Fact L Ex In L Ex In E t/- Cod* V/D H Z Y Araa 1 0.0 0.0 0.0 7.0 0.75 9.DO 0.00 0 0, 0 0. 0.00 0 0, ** Sen* of tha abova data hai baan aaiumad. •* 1 7.1 0.0 0.0 7.0 S.SO 66.00 0,00 0 0. 0 0. 0.00 0 0. -* Scfna ot tha abova data hai bean aaiinnad. SECTICW PROPERTIES - OUTPUT Ixz E E-Stor* Store O.OD 0.0 0. 0. 0.0 0. 0. 36O0, 0.00 0.0 0. 0. 0.0 0, 0. 3600. 02 MSI NO LOC. DEPTH 1 D.O 0.75 1 7.1 5.50 KEHBER 1 PROPERTIES Z-BAR 3.50 1.50 y-BAR 0.36 3.74 AREA 5.36 38.Gl IZZ 0.37 97.96 lYT E 33.71 IGOO.00 1SS.48 1600.OD •* HARMItn - MEHBER LB«3THS DISAOREB. THAT OIVQI IN FRAKE DESC. IE USED. •• HIN3E AT LOCATICMi 0.1 LEHOTHi n.6 KIM E*Ii 0.9eiE*03 STIFF: 0.024 LT 61.575 RT C.O, Section Propertiea - Input 0,006 RT Hen Re No Loo, Call Z Store w Top Code V/D Recall Only Bot Ho W T W Fact T M Fact Z Y Area Ii Ex In L Ex In B-Stora S L Ex In B E-Store Store llllililiilliiiiiiillllliililililii>i< PL C. .PRT Section PcoparCiea - Inp^t Ham Re Ho Loc. call Z Y Store D Top Bot No W T H Fact T H Fact L Ex In L Ex In 4 0,0 02 File: */- Code V/D •• Racall Only Area III B E-Store Store DE - BDS - PC vl.3.7 09/20/01 1163 RAHCHO SANTA FE RD LEFT BEHT CAP Saiauic Section Propertiea - iT^ut Hem Ra No Loc, Call Z Store D Top Bot Ho W T H Fact T W Fact L Ex In L Ex In E /- Coda V/D Recoil Only Area Izz E E-Stora Ste 4 10.5 Dl SECTION PROPERTIES - OUTPUT HOI HO LOC, DEPTH Z-BAR y-BAR AREA 4 0,0 5.50 1,50 2,74 38.61 4 10,5 0.75 3,50 D,3S 5,36 MEMBER 4 PROPERTIES WARNIMO - MEMBER L LENDTH: 17,6 MIH E-I: O.9B1E-03 STIFF! 784 ,038 LT 66,887 RT CO.: 0.083 LT 0,970 RT Section Propertiea - Input Y w D Top Bot Ho W T H Fact T W Fact L Bx In L Ex In B •-/- Code V/D H Z y Araa Izz E E-Stor* Store •• ASSUHED DATA26 SECTIOH PROPERTIES - OUTPUT HQ[ NO LOC. DEPTH Z-BAR y-BAR AREA IZZ lyy B G.Oa 0,00 3000.00 5 0.0 0,DO 0.00 0.00 15.90 MQIBER 5 PROPERTIES LENOTH; 26.5 KIN E-l! 0.182E+05 STIFF: 4.000 LT 4.000 RT CO.: O.SOO LT 0,500 RT Section Propertiea - Input Ham Ra No Loc, Call Z Store ./- code V/D ASSUMED DATA2E D Top Bot No M T H Fact T H Fact L Bx In L Ex In B H Z Y Area Izz E E-3tor* Store SECTICW PROPERTIES - OUTPUT MB4 NO LOC DEPTH Z-BAR Y-BAR AREA IZZ 6.oa lYY E 0.00 3000,00 6 0,D 0,00 0,00 0.00 15.90 HEHBER 6 PROPERTIES LEHOTH: 36.5 HIN E*l: 0.182E.05 STIFF: 4.000 LT 4.000 RT CO,: 0,500 LT D,5D0 RT Section Propertiea - Input Ham Ra Ho Loc, Cell Z store a Top Bot Ho W T N Fact T W Fact L Bx In L Bx In E • /- Code V/D H E E-3tor* score File; DE - BDS - PC «1 , 3 ,7 09/20/01 1163 RAHCHO SAHTA FE RD LEFT BBIT CAP Seianlc Section Propertiea - Input Hem Ra END SUPPORT CARRY OVER DISTRIBUTIW KEM JT CCND OR FACTORS FACTORS lyy E HO LT RT LT RT DIR SPAN KIN B'l KIHOE E LT RT LT RT / —-/ /- — ,./ / / I — I / / / / / / / / /-/ / 158.48 IGOO.00 1 1 2 P H 17.G 0.9S07E+03 O.l 3600. 0,000 0.000 0.000 3 3 3 H 34.5 0.353GB»OG 0.0 3600. 0.500 0,500 l.DOO 0.500 22.71 3600,00 3 3 4 H 34.5 0.353GE»OG 0,0 3600. 0.500 O.SOO O.SOO 0.483 22.71 4 4 S H 17.G 0.9807E»03 0.0 3600. 0.081 0,970 o.sn O.OOO S G 2 R 2G.5 0,1834B»0S 4.5 3000. 0.000 O.OOO D.aoD 0.000 6 7 3 R 36.5 0.1B24B>0S 4.S 1000. 0.000 O.DOD O.OOO 0.000 THAT OIVEN IN FRAHE DESC IS USED, 7 a 4 R 36.5 0.1824B>0S 4.5 3000. 0.000 0.000 0.000 O.OOO No Loc. Call Z Store •/- Code V/D ASSUHED DATK3G D Top Bot No M T M Fact T N Pact L Ex In L Ex In E H Z Y Area Iiz E E-Stota Store SECTICM PROPERTIES - OUTPUT HEH HO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 6,08 lyy E o.oo 3000.00 7 O.O o.oo O.DO 0.00 IS.90 MEMBER 7 PROPERTIES LnWTHi 2G.5 MIN E*I: 0.1B3E«05 STIFF: 4.000 LT 4.000 RT CO.i 0.500 LT 0.500 RT File: DE - BDS - PC vl.3.7 D9/2D/01 Page 1163 RANCHO SAHTA FB RD LEFT BEHT CAP Salamic NO ERRORS POUND FRAHE PROPERTIES IF MBfBER IS HORIZCHTAL SUPPORT OR HINOB FIELD EQUALS LOCATION OF HIHOB FROH LEFT EHD OF MBIBER IF MSffiER IS VERTICAL SUPPORT OR HIH3E FIELD EQUALS SUPPORT WIDTH USED FOR HOUmT REEUCTION •*" IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARB NOT USED MOMENT REMJCTION WILL NOT TAKE PLACE Fila: DB - BDS - PC vl.3.7 09/20/01 1163 RAHCHO SANTA FE RD LEFT BENT CAP Saiaulc FIXED EHD MCMEHTS TRIAL 0 MEM FIXED END MCMENTS MEM FIXED BID MOHQITS ME FIXBD BID HOHSnS NO LT 0. RT -381. -11. NO LT -574. RT -574. DE - BDS - PC vl.3.7 09/30/01 1161 RA1K:HO SANTA FB RD LEFT BQ«T CAP Seiesic SIDESHAY N3T CCNSIDBRED, HORIZC»rrAL MiMBER MCMENTS TRIAL 0 KEM NO LEFT .1 PT .2 PT .3 PT .4 PT .S PT .G PT .7 PT .8 PT .9 PT RIQHT 1 0. -1. -7 . -18. -JG. -63. -loo. -149. -211. -388. -381. 3 -3B1. -100. 112. 255. 129. 315. 271. 138. -63 , -331. -671. ( -124 .1 3 -G73. -333. -62. 141. 274, 318. 114. 260. lis. -94. -374. 1 -573 .) 4 -174. -281. -304. -142. -93. -56. -29. -11. 0. 5. 7. i -3ia .1 HORIZCMTAL NB<BER STRESSES TRIAL 0 BOTTCM FIBER 1 0. 1. 2, S, a. 14. 21. 31. 42. 57. 61, 3 63. 20. -32. -50. -64. -65. -53. -27. 12. 6S. 111. 1 Ill 65. 13. -27. -53, -GG, -65, -SI. -23. 18. 62. 4 62. SS. 41. 29. 20, 12. 7. 3. 0. -3. -61. HORIZONTAL HB4BER STRESSES TRIAL 0 TOE FIBER 1 0 -1. -2. -5. -9. -14. -21. -11. -43. -57, -63. 2 -61 -20. 32. 50. 64. 65. 51. 27. -13. -65. -112, 3 -112 -65. -12. 27. 54. GG. G5. 51. 31. -IB. -G2. 4 -62 -56. -41. -29. -30. -13. -7. -J. 0. 2. 64. -124,1 -572,I -318.1 liiiiiiiiiiiiiii I I i I I I PL C. .PRT iliiiiilillliiii VERTICAL HEHBER MOMENTS TRIAL 0 File; DE - BDS - PC vl.3 7 09/20/01 Page 10 5 0. 0, 0. 0, 0. 0. D. 0. 0. 0. D. 11G3 RAHCHO SAHTA F •E RD LEFT BEHT CAP Seianlc 6 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. LOAD DATA TRIAL 1 7 0, 0. 0. 0. 0. 0. 0. 0. 0. 0. 0, LOAD FIXED EHD HOMEOTS LINE MEH yi OR t CODE A B LEFT RIOHT DEFLT cctDtaiTs HORIZONTAL MBIBER SHEARS TRIAL 0 1 84.000 P 9.1 0.0 0. 0. ADL OIRDER 1 1 304.000 P 9.1 0.0 0. 0, DL OIRDER 1 1 0.0 -1.8 -4.5 -8.2 -12.6 -IB.O -24.1 -31,4 -39,4 -48,2 -SB.O 2 84,000 P 9,0 0.0 0. 0, ADL OIRDER 2 2 B4.000 P 2S,S 0.0 0. 0. ADL GIRDER 3 2 91.5 71.5 51,5 31.5 11.S -8.4 -2B.4 -48,4 -GS,4 -88,4 -1DB.4 2 304,000 P 9.0 0.0 0. 0. DL OIRDER 3 2 304.000 P 2S.S 0.0 0. 0. DL OIRDER 3 3 lOB.G aS.G 6B.6 48.G 28.6 8.7 -11.3 -31.3 -51,3 -71,3 -91.3 3 84.000 P S.O 0,0 0. 0. ADL OIRDER 4 3 84.000 P 27.0 0.0 0. 0. ADL OIRDER 5 3 304.000 P 8.0 0.0 0. 0. DL OIRDER 4 File: DE - BDS -PC vl.l 7 09/20/01 Page B 3 304.000 P 27.0 0.0 0. 0. DL OIRDER S 4 84,000 P 4.5 0.0 0. 0. ADL OIRDER 6 1163 RAHCHO SA^f^A FE BD LEFT BENT CAP Seianlc 4 304.000 P 4.5 0.0 0. 0. DL OIRDER 6 SIDESHAY NOT CCNSIDBRED. HORIZCWTAL MEMBER SHEARS TRIAL 0 MEM NO LEFT .1 PT .2 PT .1 PT .4 PT 4 58.0 48.2 39.3 31.1 24.2 VERTICAL MEMBER SHEARS TRIAL 0 5 0,0 0,0 0.0 0.0 0,0 6 D,D 0,0 0.0 D.D 0,0 7 0,0 0.0 0.0 O.D 0,0 VERTICAL MEMBER REACTIONS TRIAL D HQf LT RT NO REACTION 212.7 280,1 212.4 REACTION 149.5 216.9 149.2 .S PT 18.0 0,0 0,0 0,0 MEMBER WEIGHT 63.2 63,2 63,2 .6 PT 12.6 0,0 D,0 0,0 .7 PT 8,1 D.O 0,0 0.0 .8 PT 4.S D.D O.O O.D .9 PT 1.8 0,0 0.0 O.D RIGHT -0.1 O.D 0,0 D.O OE - BDS - PC vl.1.7 1161 RANCHO SANTA FE RD LEFT BBTT CAP Saiaulc TANGENTIAL ROTATICWa - RADIANS - CLOCKWISE POSITIVE SPAH LT. END RT, END SPAH LT. END RT. END SPAN 0.000678 -0,000014 -0,000014 0.000031 a.oaooDo -0.000034 0.0OOD33 0.DODO33 O.ODOOOO 0.000033 LT. OfD 0.000000 0.000000 RT. EHD -0.000034 O.DODOOD HORIZONTAL MH4BER DEFLECTIOHS IH FEET AT 1/10 POINTS FROM LEFT HJD - DOWKWARD POSITIVE 0.000 0.000 0.000 D.OOO 0.000 0,000 0.000 0.000 D.OOO 0.000 0.000 U>l*3 HINGE 1/4 0.000 1/2 0.000 0,000 0.000 0.000 0.001 0,0DD 0 ,DOD 0.000 0.000 0.000 0.000 O.ODO 0.000 3/4 D.OOO 0.000 0.000 D.OOO 0.000 0.000 0.000 0,000 0.000 0.000 O.DOD 0.000 0.000 VERTICAL HIMBER DEFLECTICWS IH FEET AT 1/10 POIHTS FRCM LEFT END. MB4BER 5 E- 3DD0. -0.001 0.000 0 ,000 D ,000 0,001 0.000 -0.001 0.000 O.ODO D.DDO 0,001 O.DOD -0.001 0,000 0.000 0,000 0,001 0,000 -O.DOl O.OOO 0.000 O.ODO 0.001 0.000 0.001 0.000 0.001 0.000 0.000 0,000 -O.DOl O.ODO 0,000 0,000 0.001 0,000 FIXED END HOHENTS TRIAL 1 HEM FIXED EHD MCMEHTS -3298. -36. FIXBD BND HCMENTS FIXED END MCMEHTS DE - BDS - PC vl,3,7 1163 RAHCHO SAHTA FE RD LEFT BEHT CAP 09/30/01 Sainnlc SIDESHAY HOT COHSIDBRED, HORIZCWTAL KQ(BER HCMBn'S TRIAL HD< HO LEFT .1 PT .2 PT .1 PT .4 PT .5 PT .6 PT .7 PT ,8 PT ,9 PT RIOHT 1 0. D , 0. 0, D , 0. -566. -1249. -1912, -2615. -3298, ( -2BD3,( 2 -1298. -1869. -439. 467, 557. 648, 739. 830, 106, -1142. -2389. 1 -2803. ( -2031.) 3 -33B9. -1019. 352. 811. 843. 875. 907. 919. 738. -56B. -1875. ( -2031, ( -1591.1 4 -1875. -1177. -480. -86, -71. -S7. -43. -39. -14. 0. 14. ( -1593. H(»tIZ(»ITAL MEMBER STRESSES TRIAL 1 BOTTCH FIBER 1 0. 0. 0. 0. 0. 0. 120. 356. 388. 516. 545. 2 S45. 363. as. -91. -108. -126. -144. -161. -21. 222. 395. 1 195. 198. • GB. -isa. -1G4. -170. -17G. -183. -144. 110. 310. 4 110. 212. 96. la. 15. 13. 10. 7. 4. 0. -134. HORIZCMTAL MQIBER STRESSES TRIAL 1 TOP FIBER 1 0. 0. 0. D. 0. 0. -121. -259. -391. -519. -548, 2 -54B. -365. -86. 91. 109, 127. 145. l«2. 21. -223. -397. 3 -397. -199, G9. 159. 165. 171. 177. 184. 144. -111. -312. 4 -312. -234. -97. -18. -15. -13. -10. -7, -4. 0. 141. VERTICAL KQtBER KCMENTS HtlAL 1 5 0. 0. 0. 0. 0. 0. 0. 0, 0. 0. D. 6 0. 0. 0. 0, 0, 0. 0. 0. 0. 0. 0, 7 0. D. 0. 0. D. D , 0. 0. 0. 0. 0. HORIZCMTAL MSIBER SHEARS TRIAL 1 1 0.0 0.0 0.0 0.0 0.0 0.0 -1S8.0 2 414,3 414.1 414,3 2G.3 26.1 26.3 26.1 1 397.3 397.1 397,3 9.3 9.1 9.3 9.J File: DE - BDS - PC vl.1.7 11G3 RAHCHO SAHTA FE RD LEFT BENT CAP -laS.O -388.0 26.3 -361.7 9.3 -378.7 09/20/01 Saiamic -388,0 -388.0 -361.7 -361.7 -378.7 -17B.7 Pag* 12 iliiiiilillliiii i I i I i i PL C. .PRT illiiiiiiiiiiiii SIDESWAY NOT CWSIDERED, HORIZONTAL HEHBER SHEARS TRIAL 1 KEK HO LEFT .1 PT .2 PT ,3 PT .4 PT 4 196.1 396.1 396,1 8.1 8,1 VERTICAL MEMBER SHEARS TRIAL 1 5 0.0 D.O 0,0 0.0 0.0 6 0.0 0.0 0.0 0,0 0.0 7 0,0 0.0 0,0 0,0 0.0 VERTICAL MEKBER REACTIONS TRIAL 1 xm LT RT HO REACTICW 802,3 759,0 774 .8 REACTION 802.3 759,0 774,8 ,S PT 8.1 0.0 0.0 0.0 KEMBER HBIOHT .6 PT 8,1 0,0 0,0 O.D .7 PT 8.1 0.0 O.O 0.0 ,9 PT RIOHT 8.1 8.1 0,0 O.O 0.0 0.0 0.0 0.0 0,0 0,0 0,0 DE - BDS - PC vl.1.7 1163 RANCHO SANTA FE RD LEFT BEHT CAP SeiaBilc TAM3ENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. BJD RT. [»D 0 ,072876 -0,000097 -0 ,000097 -0.000141 D.DOODDO -0.000097 -0.000141 -D.DD0141 0.000018 -0.000141 LT. EHD 0,000038 0.000038 RT, DID -0,000097 0.000038 HORIZONTAL MEHBEB DEFLECTIOHS IN FEET AT 1/10 POIHTS FROM LEFT BID - DOWNWARD POSITIVE MBIBER 1 E' 3600. 0.000 0.006 O.OOG 0.005 0 004 D.DDl 0 ,002 O.O02 0,001 0.000 0 000 LOWJ HI?*3E LT 1/4 1/2 3/4 RT 0 007 0.005 0.003 0.001 O.ODO HEMBER 2 E= 3600. 0,000 0.000 O.OOD 0.001 0 001 O.ODl 0,001 0.001 O.OOO 0.000 0 OOO HBIBER 1 E> 3600. 0,000 0,000 0,001 0.001 0 002 0.002 0 ,002 0,002 0,001 0.001 0 000 HBIBER 4 E= 3600. 0.000 0.000 0,000 O.DOD D 000 O.OOO O.OOO 0.000 0.000 0.000 0 ODD VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT BID. HBIBER 5 E- 3000. 0.DD4 0 ,003 D ,003 0.003 0 002 0.002 0.001 0,001 0.001 O.DOO 0 000 HBIBER 6 1000. -0.001 -0,001 -D,D01 -0,001 -0 001 -0.001 0.000 0.000 0.000 0,000 0 000 MEHBER 7 E' 3D0O. O.O03 0,002 0.003 0.002 0 002 0.001 0,001 O.DO] 0.001 0.000 0 000 Fil*: DE - BDS - PC vl . 3.7 09/20/01 Pag* 14 1163 BAHCHO SAHTA PE RD LEFT BBIT CAP Saiam. LOAD DATA TRIAL 4 LOAD FIXED El •m KCMENTS LINE MEM M OR P CODE A B LEFT RIOHT DEFLT CCHHEHTS 5 222.000 P 0.0 D.O 0, 0, COLUMN PLASTIC G 322.000 P 0.0 0,0 0, 0, COLUKH PLASTIC 7 222.000 P 0.0 0.0 0, 0, COLUMH PLASTIC FIXED EHD HCMBITS TRIAL 4 HBI FIXED EHD H0HBIT3 FIXED END KCMBITS FIXED DID HCMENTS D. -5883, DE - BDS - PC vl.3.7 11G3 RAHCHO SANTA FE RD LEFT BBIT CAP 09/20/01 Saiamic Page IS SIDESWAY NOT CGN5IDERED. HORIZCNTAL KEHBER KCMENTS TRIAL 4 MEH NO LEFT .1 PT .3 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT .B PT .9 PT RIOHT 1 0. 2 -5883. ( -5194.1 1 -2242. ( -1906.1 4 -2798. ( -2378.) 0. -4911. -1709. -2495. 0. -3978. -1177. -2192. 0. -3026. -644, -1889. 0. -3073. -111. -1586. 0. -1131. 431, -1283. 0. -169. 954 . -980. 0. 784. 1487. -677. 0. 1736. 2020. -374. 0. 2689. 2552. -71. 0. 3641, 3D8S, 232. HORIZCMTAL HBIBER STRESSES TRIAL 4 Bomw FIBER 1 0. 0. 0, 0, D. D. 0. 0. 0. 0. 0, 2 IDID. 9sa. 773. 588, 403. 218. 33. -153. -337. -521. -708. 3 170. 332. 229. 13S, 32. -82. -IBS. -389. -393. -496. -600. 4 462. 469. 440, 388, 33S. 282. 228. 171. 110. 30. -21S4. HORIZCMTAL MBIBER STRESSES TRIAL 4 TOP FIBER 1 0. 0. 0. 0. 0. 0, 0. 0. 0, 0. 0. 2 -1016. -9S4. -778. -S92. -405. -219. -33. 151. 139. 526. 712. 3 -171. -334. -210. -126. -22. 82. 187. 291. 395. 499. 603. 4 -465, -472. -443. -391. -338, -285. -231. -174. -111. -31. 2271, VERTICAL MBIBER MOMBITS TRIAL 4 5 0. -588. -1177, -1765, -3353. -2941. -3510. 6 0. -588. -1177, -1765, -23S3. -3941. -3530, 7 0. -588. -1177. -1765, -2351. -2941, -3510, HORIZCMTAL MBIBER SHEARS TRIAL 4 -4118. -4706. -4118, -4706. -5295. -5295. -5295, -5881, -5881, -5883, 1 0,0 0,0 0.0 0 0 0.0 0.0 0.0 0.0 0,0 0,0 0,0 2 276.1 276.1 276.1 276 1 276.1 276.1 376.1 37G,1 276.1 276,1 276.1 3 154.4 154.4 154.4 154 4 154.4 154.4 154.4 1S4.4 154.4 154.4 154.4 DE - BDS - PC vl.1.7 09/20/01 I1G3 RAHCHO SANTA FB RD LEFT BEHT CAP Seiimic ••• SIDESWAY HOT CCNSIDBRED. ••• HC»IZC«TAL HBIBER SHEARS TRIAL 4 MBI NO LEFT .1 PT .2 PT . 1 PT .4 PT 4 172.1 172.1 173.1 173,1 172.1 VERTICAL MBIBER SHEARS TRIAL 4 5 -222.0 -322.0 -323.0 -322.0 -232.0 G -222.0 -222.0 -333.0 -222.0 -322.0 7 -222.0 -222.0 -323.0 -222.0 -222.D VERTICAL HBIBER REACTIONS TRIAL 4 MEM LT BT NO .S PT 172.1 ,G PT 172.1 .7 PT 172.1 .8 PT 172.1 Page 16 .9 PT RIOHT 172.1 172.1 -332.0 -322.0 -222.0 -222.0 -232,0 -232.0 -222,0 -332.0 -222.0 -222,0 -222.0 -222,0 -222.0 -223.0 -222.0 -222.0 -222,0 -222,0 REACTICH 37G.1 -121.7 17.7 REACTICW 276.1 -121.7 17.7 DE - BDS - PC vl,3.7 09/20/01 1163 RANCHO SANTA FE RD LEFT BQIT CAP Saiamic liiiiiiiiiiiiiii 1 1 i I i I PL C- .PRT illiiiiiiiiiiiii TANGENTIAL ROTATlOIS SPAH LT, EHD 1 D.160999 4 -0.DDO445 7 -D.030122 RADIAHS - RT, EHD -0.000920 O.DOOODO -D,000445 CLOCKWISE POSITIVE SPAH LT, END -0.000920 -0.010598 RT. BID -0,000158 -0.000920 LT. END -0.000158 -0,029836 RT. END -0,000445 -0,000158 HORIZOHTAL MBIBER DBFLECTICMS IH FEET AT 1/10 POIHTS FROM LEFT EHD - DOWNWARD POSITIVE MEMBER I E- 1600, 0.000 0,015 0,011 D.Oll 0,010 0,008 0,006 0.005 0,003 0,OD3 0,DOO lom HINGE LT 1/4 1/2 1/4 RT 0.016 D 012 0,008 0.004 0.000 MBIBER 2 Ei^ 3600, 0,000 -0.003 -0.004 -0,004 -0.004 -0,003 -0.002 -O.DOl O.OOD 0,000 O.OOD MEMBER 3 E': 36DO, O.ODO 0,000 D.OOO O.DOO 0.001 0 ,001 0.D02 0,002 0.002 0,001 D.OOO HBCBER 4 E> 1600, 0.000 -0.001 -D ,001 -0.DD2 -0.D02 -0.002 -0.002 -0,001 -0.001 -0.001 O.DOO VERTICAL MBIBER DEFLECT IMIS IN FEET AT 1/10 POIKFS FRCM LEFT BHD. MEMBER S E' 3000, D,S49 0.4SB 0.389 0.113 0.241 0.176 0,119 0.071 0.014 0.010 0.000 MBIBER G E' 30D0. 0.S29 0.450 0.372 0.298 0.239 0.1G6 0.111 0.065 0.010 0.008 O.OOD MBIBBR 7 E< 3000. 0.53G 0.4S7 0.179 0.304 0.314 0,170 0.114 0.D67 0.012 0.009 0.000 File: DE -BDS - PC vl 3.7 09/30/01 Page 1163 RANCHO SAHTA FE RD LEFT BBIT CAP Selamic •APPROXIMATE CUAMTITY- CCWCRETE SUPER CX»K3IETB SUB 13G CY. 46 C.Y. THE SUPERSTRUCTURE CCWCRETE QUANTITY IS BASED CM THE UNIT WEIOHT OF CONCRETE SUPPLIED CM THE FRAME DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS OIVBI IN TRIAL 0. THE CCWCRETE SlffiSTRUCTUBE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND MILY ARE FOR EACH TRIAL THAT WAS ENTERED AHD IH THAT ORDER, STRAND USE IS BASED OH THE LE»3TH FROM AHCHOR TO ANCHOR. Run Tine: 00:00: 0.33 End of Run. Mi m DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego. CA 92123 (858) 514-8377 m m BENT CAP DESIGN kip := 10001b m m 1.3(DL+1.67H) m fc := 4000— Area of Steel mm m m . 2 in fv := 60000— in D4 := .2.in^ D5 := .31-in^ D9 := l.OO in^ Dio:= 1.27.in^ b := 7-ft De := .44-in^ Dn := 1.56.in^ im m d := 5 ft D7 := .60-in^ 2 Di4 := 2.25.in m m Y := 1.3 Dg := .79-in^ D18 := 4.00-in^ mm Pu := 1.67 m POSITIVE MOMENTS Mdlpos := 1206.kip-ft UNFACTORED DEAD LOAD MOMENT (From BDS, GAPL, 0.6 Mem 3) m mm Mupos := 519.kip-ft UNFACTORED LIVE LOAD MOMENT (From BDS, CAPL, LG 5) m m M.Demandpos := Y" ( Pdi'Mdlpos + Pu-Mupos) m Ml M.Demandpos = 2.69 x 10^ kip ft m NEGATIVE MOMENTS m m Mdlneg := 3127-kip-ft UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) m m Miineg := 1427-kip.ft UNFACTORED LIVE LOAD MOMENT (From BDS, CAPL) «• M_DeinandNeg := Y'(Pdl'Mdineg + PlI-Muneg) m M_DeniandNeg = 7.16X 10^ kip-ft m m JOB: 1163 Rancho Santa Fe Rd. SUBJECT: Bent Gap Flexural Reinforcing BY: mb 1163 CAP H.mcd 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 "posBars I'* DposBar -= ^pos ^posBars'^-^posBar 2 Aspos = 21.84in (t> := 0.9 Use14ea#11 bars for Lower Main Reinforcing Ppos Aspos b-d R •- Ppos"fy' •l^MnPos '•= R b d (tl <t>MnPos = 5.67 X lO^kip.ft 3 M_Demandpos = 2.69 x 10 kip-ft OK "negBars-^ 1^ I>negBar := ^neg ^negBars'^egBar 2 Asneg = 40.5 in 18 ea #14 bars for Upper Main Reinforcing Pneg Asneg b-d R •- Pneg'fy" 4,. *t>Mnneg= 1-02X 10 kip.ft M_DemandNeg = 7.16x 10 kip-ft OK m JOB: 1163 SUBJECT: BY: mb M Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing 1163 CAP H.mcd Bent Cap Flexural Reinforcing 1/25/2002 1-2S' DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 CHECK CRACK CONTROL Per BDS 8.16.8.4 fs := fy O.6 Service Moment Capacity: MserCap '•= ^neg'^s'^ MserCap = 7.29x 10^ kip-ft Service Moment Demand: M.Serneg := Mdineg + Mti„eg M_Serneg = 4.55 x 10^ kip-ft Use Negative Moment (Greater Magnitude) MpserC^ '•= Aspos'fs'd MpserCap = 3.93 X 10^ kip-ft M.Scfpos := Mdipos + ^Upos 3.. M_Serpos = 1-73 x 10 kip-ft OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing 1163 CAP H.mcd 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA92123 (858) 514-8377 CONSTRUCTION REINFORCING: (BDS 8.17.2) Compute the construction DL moments by pro-rating the full span DL moments: Spanj := 116-ft Muconst:= ^-^'Mdineg- Muconst = 671.92 kip-ft dconst:= d - 16-in °constBars 4 DconstBar := Asconst iiconstBars'^constBar Asconst = 6.24 in^ Span2 := 126-ft Spans '•= 126 ft 10-ft + 10-ft Span] Span2 + Use 4ea #11 bars for Upper Construction Reinf. Pconst ^sconst bdconst R Pconsf%' 1 - .59 P const' *Mnconst := R-b-dconst 0Mnconst = l-22x 10^ kip-ft Muconst = 671.92 kip-ft OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing 1163 CAP H.mcd 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 SIDE FACE REINFORCING: (BDS 8.17.2.1,4) Aside := 0.1-max 2 Aside = 4.05 in Aspos ^^Asneg^ _ ^i*ls Inside "TT Nside = 5.13 Aprovided '•= ^ Dg + 1-Dn 2 Aprovided = 393 in Count 1 ea #11 Const. Bar Provided: 3 ea #8 bars OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing 1163 CAP H.mcd 1/25/2002 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858)514-8377 BENT CA? DESIGN kip ;= 10001b 1.3(DL+P) fj.:= 4000— Area of Steel . 2 m fv := 60000-— ' . 2 m D4 - .2 in^ Dg := .31in^ D9 := l.OOin^ Dio:= 1.27-in^ b := 7-ft := .44in^ Dll := 1.56-in^ d := 5-ft D7 := .60-in^ Di4 := 2.25-in^ Y := 1.3 Pdi:= 1-0 Dg := .79-in^ D18 := 4.00 in^ Pu:= 1.0 POSITIVE MOMENTS Mdipos1206-kip-ft UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) Mupos := 1156-kip-ft UNFACTORED LIVE LOAD MOMENT (From BDS, PCAP, LC4) M_Demandpos := Y-[ Pdl-^dlpos + Pu-(Miipos) ] 3 M_Demandpos = 3.07 x 10 kip-ft NEGATIVE MOMENTS Mdlneg •= 3127-kip-ft UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) Muneg := 3284-kip ft UNFACTORED LIVE LOAD MOMENT (From BDS, PCAP, LC5) M.DemandiMeg := Y-[ Pdl'Mdlneg + Pll(Miineg)] M_DemandNeg = 8.33 x 10^ kip-ft JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Flexural Reinforcing 1163 CAP P.mcd •«>» 1/25/2002 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA92123 (858) 514-8377 "posBars 14 DposBar := ^11 Aspos ^posBars'^^sBar Aspos = 21.84 in^ Ppos Aspos bd R •- Ppos'fy' 't'MnPos := R b d <t»MnPos = 5-67 x 10^ kip-ft ^egBars 1^ DnegBar == ^14 Asneg ^negBars'l^negBar 2 Asneg = 40.5 in Pneg Asneg b-d := 0.9 Use14ea#11 bars for Lower Main Reinforcing 3 M_Demandpos = 3.07 x 10 kip-ft OK 18ea#14bars for Upper Main Reinforcing R •- Pneg'fy* (t)Mnneg:=R-b-d •(> *Mnneg = 1-02 x lo'*kip-ft M.DemandNeg = 8.33 x lO"* kip-ft OK 3.. m JOB: 1163 SUBJECT: By; mb Rancho Santa Fe Road Bent Cap Flexural Reinforcing 1163 CAP P.mcd 1/25/2002 *•» DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 CHECK CRACK CONTROL Per BDS 8.16.8.4 fs := fy-0.6 Service Moment Capacity. MserCap '•= Asneg'fs'd MseiCap = 7.29x 10^ kip-ft Service Moment Demand: M.Serjieg := Mdineg + Muneg M_Serneg = 6.41 x 10^ kip-ft Use Negative Moment (Greater Magnitude) MpserCap := Aspos'fs'd 3.. MpseiC^,= 3.93x 10 kip-ft M_Serpos := Mdipos + Mupos M_Serpos = 2.36 x 10^ kip-ft OK JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Flexural Reinforcing 1163 CAP P.mcd 1/25/2002 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA92123 (858)514-8377 CONSTRUCTION REINFORCING: (BDS 8.17.2) Compute the construction DL moments by pro-rating the full span DL moments; Spani := 47930 nmi Span2 := 46710-mm Span3 := 120 ft Muconst-= 1-3-Mdlneg- f lO-ft-t- 10-ft ^ Muconst-= 1-3-Mdlneg-Spani + SpanT 2 J Muconst = 523.69 kip-ft •^const := d - 12-in ^constBars '" ^ DconslBar •= ^11 Use4ea#11 bars for Upper Construction Reinf. Asconst '^constBars'^constBar 2 Asconst = 6-24 in Asconst Pconst , J "const f R :- Pconsffy 1 -59- V P const* fy fc J 2 <t>Mnconst := R-b-dconst <t>M„const= 1-33x10^ kip-ft Muconst = 523.69 kip-ft OK JOB: 1163 SUBJECT: By; mb Ml Rancho Santa Fe Road Bent Cap Flexural Reinforcing 1163 CAP P.mcd *(• 1/25/2002 m DOKKEN Engineering SIDE FACE REINFORCING: (BDS 8.17.2.1.4) Aside := 0.1-max 2 Aside = 4.05 in Aspos ^ Asneg ^ Nside := Aside D9 Nside = 4.05 Aprovided := 3-I>9 •»• l-Dn 2 Aprovided =4.56 in 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 Provided: 3 ea #9 bars Pius 1 ea#11 Bar, (Const) OK JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Flexural Reinforcing 1163 CAP P.mcd 1/25/2002 DOKKEN Engineering 9965 Chessapeake Dr. Ste. 435 San Diego, CA 92123 (858) 514-8377 BENT CAP DESIGN 1.0(DL+Seismic) fc := 4000— . 2 in fv := 60000-— ' . 2 in bcap := 7-ft kip := 10001b Area of Steel tdeck '•= 7.875-in Beff := bcap + l2-tdeck d := 5.5-ft - 6-in Y := 1.0 Pdi:= 1-0 POSITIVE MOMENTS Mdipos := 1206-kip-ft Mo := 2192-kip-ft M.Demandpos := Y-(Pdl-Mdlpos + MQ) 3 M_Demandpos = 3.4x 10 kip-ft NEGATIVE MOMENTS Mdlneg := 3127-kip-ft MoNeg •= 5194-kip-ft M_DemandNeg := Y-Pdl'^dlneg + 3 M_DemandNeg = 5.32 x 10 kip-ft D4 := .2-m D9:= = 1.00-in^ r>5 •= .31-in^ DlO := 1.27-in^ = .44-in Dll - 1.56-in^ E>7 = .60 in^ • Di4 = 2.25-in^ I>8 = .79-in^ I>18 = 4.00-in^ UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL, 0.6 Mem 3) MAX MIDSPAN MOMENT (From BDS, PLCap) UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL, 0.6 MEM 3) MAX MOMENT AT SUPPORTS JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing Cap EO.mcd 1/25/2002 DOKKEN Engineering 9965 Chessapealce Dr. Ste. 435 San Diego, CA 92123 (858) 514-8377 nposBars'- 14 DposBar := ^11 Aspos "posBars'DposBar . 2 Aspos = 21.84 in a := Aspos'fy .85-fc-Beff a = 2.16in <t>MnPos := Aspos-fy <t>MnPos = 5.79 x 10^ kip-ft 0 := 0.9 Use14ea#11 bars for Lower Main Reinforcing Ht of Whitney Stress Block Less Than Top Deck Thickness M_Demandpos = 3.4 x 10^ kip-ft OK JOB: 1163 SUBJECT: By: mb M Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing Cap EO.mcd •mm 1/25/2002 m DOKKEN Engineering 9965 Chessapeake Dr. Ste. 435 San Diego. CA 92123 (858) 514-8377 nnegBars'= 16 DnegBar := ^14 Asneg '= *inegBars'l-*negBar Asneg = 36 in^ Wf'= 155-mm Bneg '•= bcap + 12-tsoff ISea #14 bars for Upper Main Reinforcing *neg •- Asneg'% .85-fc-Bneg aneg = 4.04in Ht of Whitney Stress Block Less Than Soffit Thickness d-»neg <l>Mnneg = 9.39 x 10^ kip-ft M_DemandNeg = 5.32 x 10^ kip-ft OK 3, . JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Rd. Bent Cap Flexural Reinforcing Cap EO.mcd 1/25/2002 mm I i I I i « ft DOKKEN Engineering SHEAR DEIVIAND t I f I f t i 4 1 i » r f / li li f#4.»ti fi ft 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 DEAD LOAD: From CAPL (BDS) Trial 0 Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -1.8 -4.5 -8.2 -12.6 -18 -24.1 -31.4 -39.4 -48.2 -58 2 92.6 72.6 52.6 32.6 12.7 -7.3 -27.3 -47.3 -67.3 -87.3 -107 3 107.8 87.8 67.8 47.8 27.8 7.9 -12.1 -32.1 -52.1 -72 -92 4 57 47.3 38.4 30.4 23.3 17 11.7 7.2 3.6 0.8 -1 DEAD LOAD: From CAPL (BDS) Trial 1 Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 0 0 0 0 0 -388 -388 -388 -388 -388 2 410.8 410.8 410.8 22.8 22.8 22.8 22.8 22.8 -365.2 -365.2 -365.2 3 397.6 397.6 397.6 9.6 9.6 9.6 9.6 9.6 378.4 378.4 378.4 4 392.4 392.4 392.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 HS 20-44 LIVE LOAD: Max Pos Shear From CAPL (BDS) LL NO 5 Live Load Shear Envelope Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 73 0 0 0 0 0 0 0 0 0 0 2 160.4 129.8 134 102.3 71.4 51.7 51.7 51.7 51.7 51.7 51.7 3 158.2 137.1 113.6 94.4 74.5 52.1 30 13 13 13 13 4 146 146 146 146 73 73 73 73 73 73 0 HS 20-44 LIVE LOAD: Min Neg Shear From CAPL (BDS) LL NO 5 Live Load Shear Envelope Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -73 -73 -73 -73 -73 -73 -146 -146 -146 -146 2 -13 -13 -13 -13 -30 -52.1 -74.5 -94.4 -113.6 -137.1 -158.2 3 -51.7 -51.7 -51.7 -51.7 -51.7 -51.7 -71.4 -102.3 -134 -129.8 -160.4 4 0 0 0 0 0 0 0 0 0 0 -73 P-13L0AD: Max Pos Shear From PCAP (BDS) LL NO 5 Live Load Shear Envelope Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 168 0 0 0 0 0 0 0 0 0 0 2 295.9 250 242.8 189.8 138.6 120.1 120.1 120.1 120.1 120.1 120.1 3 300.1 263.1 226.2 185.6 142.6 98.6 62.8 35.7 34.6 34.6 34.6 3^ o Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shear.xls 11/1/02 4 » ^ 1 I i t 1 • i < I « i ^ 1 i $ 1 f t i 1 1 1 1 1 1 > till DOKKEN Engineering 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 4 258.9 229.9 196.9 169.6 153.5 134.3 111.8 85.9 60.8 47 47 P-13LOAD: Min Neg Shear From PCAP (BDS) LL NO 5 Live Load Shear Envelope Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -168 -168 -168 -168 -168 -168 -336 -336 -336 -336 2 -22.8 -22.8 -22.8 -29.7 -77.2 -123.2 -166.7 -206.9 -243 -281.8 -317.3 3 -29.5 -29.5 -29.5 -32.8 -63.5 -102.4 -145.3 -185.9 -223.5 -265.3 -304 4 -13.3 -13.3 -13.3 -27.6 -46.4 -62.3 -80 -100.9 -131.4 -165.3 -202.6 SEISMIC LOAD: From PL CAP (BDS) TRIAL 4 Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 0 0 0 0 0 0 0 0 0 0 2 276.1 276.1 276.1 276.1 276.1 276.1 276.1 276.1 276.1 276.1 276.1 3 154.4 154.4 154.4 154.4 154.4 154.4 154.4 154.4 154.4 154.4 154.4 4 172.1 172.1 172.1 172.1 172.1 172.1 172.1 172.1 172.1 172.1 172.1 LOAD CASE IH.DL+1 67HS Max Positive Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 158 -2 -6 -11 -16 -23 -536 -545 -556 -567 -580 2 1003 910 893 294 201 132 106 80 -450 -476 -502 3 1000 929 852 280 210 136 62 -1 452 427 401 4 901 889 877 362 194 186 179 174 169 165 4 DL-t- 1.67HS Min Negative - Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -161 -164 -169 -175 -182 -694 -862 -873 -884 -897 2 626 600 574 44 -19 -93 -168 -237 -809 -886 -957 3 545 519 493 -38 -64 -89 -158 -251 133 117 24 4 584 572 560 45 36 28 21 15 10 7 -154 SHEAR ENVELOPE FOR CASE IH Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 158 161 164 169 175 182 694 862 873 884 897 2 1003 910 893 294 201 132 168 237 809 886 957 3 1000 929 852 280 210 136 158 251 452 427 401 I i Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shear.xls 11/1/02 DOKKEN Engineering 901 889 I i i » f I « o t 877 362 194 186 179 174 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 169 165 154 LOAD CASE IPw, DL-^HS+1.15 P Max Positive Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 346 -2 -6 -11 -16 -23 -536 -545 -556 -567 -580 2 1305 1171 1140 489 346 267 241 215 -315 -341 -367 3 1311 1203 1091 475 359 238 130 41 493 467 441 4 1161 1105 1044 489 360 323 283 238 196 172 75 LOAD CASE IPw. DL•^HS+1.15 P Min Negative Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -348 -352 -357 -362 -369 -882 -1237 -1248 -1259 -1272 2 603 577 551 11 -108 -232 -352 -464 -1073 -1188 -1294 3 546 520 494 -42 -114 -198 -313 -440 -84 -167 -291 4 564 552 540 4 -33 -65 -99 -136 -186 -240 -393 SHEAR ENVELOPE FOR CASE IPW Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 346 348 352 357 362 369 882 1237 1248 1259 1272 2 1305 1171 1140 489 346 267 352 464 1073 1188 1294 3 1311 1203 1091 475 359 238 313 440 493 467 441 4 1161 1105 1044 489 360 323 283 238 196 240 393 CASE VII. DL-^ SEISMIC Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -2 -5 -8 -13 -18 -412 -419 -427 -436 -446 2 780 760 740 332 312 292 272 252 -156 -176 -196 3 660 640 620 212 192 172 152 132 481 461 441 4 622 612 603 207 200 194 188 184 180 177 176 CASE VII. DL-SEISMIC Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -2 -5 -8 -13 -18 -412 -419 -427 -436 -446 Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shear.xls 11/1/02 i I « f t 1 i t 1 1 1 f 4 J 4 f 1 1 i P f 1 1 i % 1 t 1 < 1 f 1 1 i t 1 DOKKEN Engineering 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 2 227 207 187 -221 -241 -261 -281 -301 -709 -729 -748 3 351 331 311 -97 -117 -137 -157 -177 172 152 132 4 277 268 259 -137 -144 -151 -156 -161 -164 -167 -169 SHEARS ENVELOPE FOR CASE VII Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 2 5 8 13 18 412 419 427 436 446 2 780 760 740 332 312 292 281 301 709 729 748 3 660 640 620 212 192 172 157 177 481 461 441 4 622 612 603 207 200 194 188 184 180 177 176 DESIGN SHEAR, MAXIMUM SHEAR OF ALL CASES Member # Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 346 348 352 357 362 369 882 1237 1248 1259 1272 2 1305 1171 1140 489 346 292 352 464 1073 1188 1294 3 1311 1203 1091 475 359 238 313 440 493 467 441 4 1161 1105 1044 489 360 323 283 238 196 240 393 t i Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shear.xls 11/1/02 4W DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 BENT CAP SHEAR DESIGN Sampie Calcuiation kip := 1000 Ibf Inputs: ^ := 0.85 ibf fc:= 4000 tn kip in bcap '•= '^•ft Reduction Factor for Shear Concrete Strength Yield Stress of Reinforcing Width of Bent Cap DCap-= 5.5-ft Cover:- 8-/« r:- 1.3 >5z):= 1.0 PH-= 1-67 Structure Depth Concrete Cover oif Main Reinforcing Gamma Factor for Load Case 1^ and Ipy^ Dead Load Factor H-Load Factor for 1^ >ffp:= 1.15 P-Load Factor for Ip^ ^DLcap'= 485.4-A(> yffcap'^ 107.7-A//I ypLcap-= 247.9-kip Vseis-= 154.4-fti> 2 Ay:= 1.76-m DeadLoad Shear at Member 3. 0.1 Point (CapL. Trial 0 +Trial 1) HS Load Shear at Member 3. 0.1 Point (CapL) Pennit Shear at Member 3, 0.1 Point, (PCap) Seismic Shear at Member 3, 0.9 Point (PL Cap) Area of Stirrups, 4ea #6 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb CapShear.mcd 12/28/2001 13 m mi m m^ m m DOKKEN Engineering Load Case 1^: Vu1 := r{fiDyDLcap+ J^H-yHcap) Vui = 864.837 A/> Load Case Ipy^: Vu2 := r (/?/)• yDLcap + yHcap + ^P- ypLcap) 9665 Chessapeake Dr. Ste. 435 San Diego. CA, 92123 Max Positive Shear for Load Case, see spreadsheet Vy2= 1.142 X 10^ kip Load Case VII: Vu3 := yULcap + '^seis Vu3 = 639.8 *i> V|j := inax(Vu2,Vu2,Vu3) Vu = 1.142 X 10^*i> Shear Capacity: Concrete: Max Positive Shear for Load Case, see spreadsheet Max Positive Shear for Load Case, see spreadsheet Design Shear, see spreadsheet d := Z>Cop - Cover Effective Depth of Section Ibf Vc-= 2\fc~bcap-^ J in m Vc = 616.265 Jfci> Job: Rancho Santa Fe Road Shear Capacity of Concrete Stinups Required Subject: Bent Cap Shear Sample Calc BY; mb CapShear.mcd 12/28/2001 ^ DOKKEN Enaineerina 9665 Chessapeake Dr. Ste. 435 ^ ^ San Diego, CA, 92123 Shear Capacity for Stirrup Spacing, 6" and 12": FOR; s:= 6in VFactored == ^*-(Vc + Vs) Vpactored = 1-392 x 10^ kip FOR: 5:= n-in m Ayfyd I* Vpactored := H'^c + Vs) Vpactored = 957.665 kip Job: Subject: BY; mb Rancho Santa Fe Road Bent Cap Shear CapShear.mcd Sample Calc 12/28/2001 '8 •mK DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, OA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 (CAP <,H^ry\rZ, /^c-p) 1 1 (§> s - & / 5 JOB SUBJECT DATE CHECK JOB NO. SHEET II II II il lltl II 11 fl f I |] II it II li li li ii i 33 I ffi , 3 Ol a— z O fAlPfli) 0-7 €>4 /7.6 ' Z% 55 2. 35 7 ^^T- 3i>f BS-^ /237 IZj-S I y liilltillllllificifjfllilliililliilill •3? 9. w ^.5 Jf5 liti ii tiii 11 III llililliilll I i i i I I i -4- c {A b 6 o G~ Z 1° <0. 0 V .^.3 ^ CJ,^ ^> -i^-? O-S o.^ C •o X -< o > m > 3 > 01 -I S Ul w > CD > CO Z -n g cog CD (D —' N) Cfl ro •Ck. CO 09 cn -u O CO 00 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 BENT CAP SHEAR DESIGN Over Utility Openings (0.4, 0.5, 0.6) kip := 1000-»/ Inputs: iff 0.85 Reduction Factor for Shear Ibf fc := 4000 in Concrete Strength kip fy:= 60.— in Yield Stress of Reinforcing bcap '•= 7-^ Width of Bent Cap ^>Cap •= 23-in Structure Depth Cover := 3-in Concrete Cover oif Main Reinforcing A„:= 2.48-Hi^ Area of Stirrups, Sea # 5 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Utit Shear.mcd 12/28/2001 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 Shear Capacity: Concrete: d := DQJP - Cover Effective Depth of Section Ibf Vc:= 2\fc.— bcap6 J tn Vc = 212.505 toip Shear Capacity of Concrete Stirrups Required Shear Capacity for Stirrup Spacing, 9" each way: s := 9-in Ayfy'di m Vpactored - <* (Vc+Vg) Vpactored = 461.696A3p Ckl := 2-V. Ckl = 0.778 OK per BDS 8.16.3.8 Ck2 := 4-V Ck2 = 0.389 OK per BDS 8.16.6.3.9 OK - Max Shear is 329 kips Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear.mcd 12/28/2001 mK m DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 BENT CAP SHEAR DESIGN Over Utiiity Openings (0.3, 0.7) kip := 1000-^/ Inputs: (p := 0.85 Reduction Factor for Shear fc := 4000 Ibf . 2 in fy:= 60- kip . 2 in Concrete Strength Yield Stress of Reinforcing bcapf := Width of Bent Cap, (full depth) bcapo •= 3.5^ Width of Bent Cap, (over opening) i^Capf '•= 65-m Structure Depth, (full depth) ^Capo ••= 20-in Cover := 8-m Structure Depth, (over opening) Concrete Cover oif Main Reinforcing Ayf:= 1.24-m^ Area of Stirrups over opening, 4ea # 5 Ayg := 1.32-in^ Area of Stirrups full depth, 3ea # 6 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear_3_7.mcd 11/6/2000 15'S3 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 Shear Capacity: Concrete: FULL SECTION: Effective Depth of Full Section Ibf Vcf := 2-\fc— bcapf <^ J in Vcf = 302.82 jkip Shear Capacity of Concrete at Full Section PART SECTION: 6:=Dc apo Effective Depth of Part Section m Ibf Vco := 2- Ifc—- bcapo-^ J in Vco = 106.253 Jfeip Shear Capacity of Concrete at Part Section Shear Capacity for Stirrup Spacing, 12" each way, (full section): Sf := 12 in Ayffy6 Vsf- Vfpactored •= «^-( Vcf + Vgf) Vfpactored = 362.797 kip Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear_3_7.mcd 11/6/2000 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 SQ := 9-in ^vofy-^ Vso:= — Vopactored := (* {Vco + Vso) Vopactored = 239.9l5kip Total Shear Capacity at Section: Vfactored := Vfpactored + Vopactored Vfactored = 602.711 *ip OK, Vmax = 423k Job: Rancho Santa Pe Road Subject: Bent Cap Shear Sample Calc BY; mb Util Shear_3_7.mcd 11/6/2000 13-S5 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 BENT CAP SHEAR DESIGN Over Utility Openings (0.2,0.8) kip := lOOO'lbf Inputs: ^ := 0.85 Reduction Factor for Shear Ibf fc := 4000 ^ . 2 m kip fy:= 60-— in Concrete Strength Yield Stress of Reinforcing bcapf '•= 5 fi Width of Bent Cap, (full depth) bcapo 2ft Width of Bent Cap, (over opening) ^Capf := 5.5 ft Structure Depth, (full depth) DCapo ••= 20 in Cover := B in Structure Depth, (over opening) Concrete Cover oif Main Reinforcing A„„ := .62-in^ Area of Stirrups over opening, 4ea # 5 Ayj- := 1.32-in . 2 Area of Stirrups full depth. Sea # 6 Job: Rancho Santa Pe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear_2_8.mcd 11/6/2000 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 Shear Capacity: Concrete: FULL SECTION: df •= ^Capf - ^over Effective Depth of Full Section Vcf •= 2 \fc—-bcapf A •J in m Vcf = 440.189Jfci> Shear Capacity of Concrete at Full Section PART SECTION: do := ^>G apo Effective Depth of Part Section Ibf Vco •- 2- I/c—J *c<yw'do J in Vco=60.716jfci> Shear Capacity of Concrete at Part Section Shear Capacity for Stirrup Spacing, 12" each way, (fuii section): Sf := 6 in Vsf:= Ayffy6^ Vfpactored - ^* (Vcf + Vgf) VfFactored = 1-025 x lO^Aip Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear_2_8.mcd 11/6/2000 7^5,7 Itt DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 SQ := 9-in Vso := Avo'fy'<^o Vopactored := (* (Vco + Vgo) Vopactored = 121.875fcip Total Shear Capacity at Section: Vfactored := Vfpactored + Vopactored Vfactored = 1147x 10^ kip OK, V max = 1052k Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Calc BY: mb Util Shear_2_8.mcd 11/6/2000 15 5^ m mm m 9665 Chessapealce Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 <«« IM JOINT SHEAR AT BENT CAP kip := 10001b From SDC July 1999 Section 7.4.4 mm m ^cap:=7-ft Width of Bent Cap m lac '•- 60* in Lenght of Main Column Bars Embedment into Cap «• Pc:= 1710-kip Column Axial Force, Including Overturning m Pb:= 1710-kip Effective Axial Force at the Center of the Joint, Including P/S m m Dc:= 51-in Dimension of Column in Direction of Bending m Mo := 10736-kip-ft Column Overstrength Moment, 1.2 x Mp m Dg := 5.5 ft Depth of Superstructure atr Bentcap m m Mo Column Tensile Force Associated with M^ m 2 m m fc := 4000— . 2 in Compressive Strength of Concrete m mm := 0.44-in^ Area of #6 Hoops m m Pitch := 4-in Hoop Spacing m m in Yield Stress of Hoops m Hsprial := 54-in Height of Hoops into Bentcap • Mi HSprial m Vsprial := 't-(^c - -75-in)-As Volume of Confinement Reinforcement m mm Vconc '•= "^•'^•Hsprial Volume of Concrete Confined m mm mb Joint Shear.mcd 1/25/2002 m t)-.5^ Ajv •- lac'^cap Ajh:= (Dc + Ds)Bcap fv:= £c_ 9665 Chessapeake Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 Effective Vertical Joint Area Effective Horlaontal Joint Area EQ 7.15, Average Normal Stress, Vertical Pb ^cap'^s Average Normal Stress, Horizontal Vjv EQ. 7.13 Pt •= (*h+fv) *h-fv + V JV EQ 7.11 Pc := 4 + V 2 , + V; jv PJ = -763.462 — . 2 in PtAUow := 3.5-.^;^ EQ 7.12 Principal Tensile Stresses PtAUow = 2656.313 Ib^'^ft"* No Additional Join Shear Reinforcing is Required Ps := VSprial 'cone Ps = 6.297 X 10 -4 Psmin "~ fc 3.5-lb . 2 in . 2 Minimum Reinforcing not Met Psmin = 0-004 EQ7.18 mb Joint Shear.mcd 1/25/2002 9665 Chessapealce Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 Provide Additional Joint Shear Reinforcing Verticle Stirrups Required: . 2 Ast := 24.32-in Asv := 0.2-As, 2 Asv - 4.864in Verticle Stirrups Provided: Sti := 5-2-.44 in^ St2:= 12-3-.44-in^ Ay := Sti + St2 Horizontal Ties Required: Ash O.I-A5, Ash = 2.432 in^ Horizontal Ties Provided: Sth:= 16-.31-in^ Sth = 4.96in^ J-Dowels Required: Ajbar := -08-A,; 2 Ajbar = 1.946in J-Dowels Provided: 2 Sjbar:= 16-.31-in 2 Sjbar = 4.96 in #11 tot 20 Main Column Bars Provide Verticle Stirrups at the Column Area . 2 Av = 20.24 in OK Provide Horizontal Ties at the Column Area Provide 16 #5 Ties OK Provide 16 #5 J-Bars OK mb Joint Shear.mcd 1/25/2002 PIN.OUT 9/28/2000 7:11 AM ^ Input FileName: Pin.IN 09-28-2000 ^ .V******* COLDUCT (COLxN) ******** ^ DUCTILITY of CIRCULAR and OBLONG COLUMNS, Ver 6.02, SEP-25-92 ^ By Mark Seyed, Special Analysis Section, CALTRANS Version 6.01 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6,02 Add Steel Strain Output by Gong Chao, Dokken Engineering «• JOB TITLE: Rancho Santa Fe, Column Pin CIRCULAR Column Data Column Diameter (in.) Column Height (ft.) Plastic Hinge length (in.) Cover to lateral rebar (in.) 18.0 5.0 fixed-fixed 12.6 3.500 Reinforcing Steel Data Main bar Number of bars Yield stress Ultimate stress Young's Modulus Yield strain Hardening strain Ultimate strain = # (ksi) (ksi) (ksi) 9 12 68.00 100.47 29000 .00234 .00328 .10956 Confinement Steel Data Spirals Bar Bar pitch/spacing ield stress (in.) (ksi) = # 4 = 4.000 = 68.00 Concrete Data ^ Compressive strength (unconf.) Compressive strength ( conf.) Ultimate strain (unconfined) Ultimate strain (confined) (ksi) (ksi) 5.200 8.621 .00500 .02750 Column axial load (kip) = 830.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0900 Max. Allowabe Displacement Ductility Assigned by User: 4.00 Effective Moment of Inertia calculation Mcr Mplastic Igross Agross (k-ft) (k-ft) (ftA4) (ftA2) 26 537 0.25 1.77 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 0.10 SUMMARY OF RESULTS Case Defl. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 0.39 0.000648 456 Nominal 0.31 0,000518 417 Ultimate 1.91 0.003196 537 Idealized Yield 0.46 0.000771 543 Idealized Ultimate 1.91 0.03044 0.003195 543 Page 1 of 2 f-l PIN.OUT 9/28/2000 7:11 AM Displacement Ductilities: ** Ideal. Ult. / Ideal. Yield = 4.12 Curvature Ductilities : Ideal. Ult. / Ideal. Yield = 4.15 Maximum Strains : Compression Cone. = 0.027500 Compression Steel = 0.012913 Tension Steel = 0.015444 Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0154 Step Number 40.00 Cervature (rad/in) 0.003196 Moment (k-ft) 536.94 Displacement (in) 1.91 Displacement Ductility 4.12 Shear at Top (kips) 214.77 This is not the Mp! This is not the vp! *H Additional Output Part Two Considering Max. Allowable Displacement Ductility set by user Max. displacement ductility 4.0000 Step Number 39.68 Steel Tension Strain 0.015025 Cervature (rad/in) 0.003102 Moment (k-ft) 536.88 Displacement (in) 1.85 Shear at Top (kips) 214.75 END OF THE ADDITIONAL OUTPUT NOTICE!! This is not the Mp! This is not the Vp! Page 2 of 2 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 t 5 JOB DATE JOB NO. JOB / BY SHEET JOB BY SHEET JOB CHECK of JOB CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 fae^/\J^ Sensr^-i(^ Cor^p-b '. 637 '-f^ 72e5uc.r TTT^ £:^C^^/V Pi^^-n^ S^^E^t^ 215 30 • 70' r4 A 70 Appu^ ZgO*^ AyAu yyrrT^ JOB SUBJECT DATE BY CHECK JOB NO. SHEET iiiitltiliiifiti lltl II B2 Fi..RT • lltlll«>)tl>l mttii **** ******** «>t«t«lll • ttiitata **** **** • tmi • *•• ********* ********** it«ttii>«ti •t ttll •t **** *i **** ** **** ** **** •I t««t >f Ktlltlttll •«>«l«t»«l tlltit tIKI •tlltttlll • iiatttiiti •III II III! II III! 11 iiii II nil II nil tl iiitiiiiti iiiiiiiiii aitiitiii nil • III • III itit • til • tn lltl lltltl iiiiti iiKiati •ititiit tlltllllll •itl Itll II nil >itt II ti^iiit iitiit II ttiiiit iitnt II Itll ait nil ataa iitaint tntiaiiit ntni nnini • aia tntai FOOT PC Version 2.11 (07/17/921 Copyright (cl 1984 State ot califocnia. Department of Tranaportati (cl 1990-92 Dokken Engineering Ail rights reserved. Date I Time I File; Uaer: 11/06/00 11;32:13 b2_£t.in Unknown 123*56789012345678901234567890123456789012)4667890123*5678901234561890123*567890 1163 Rancho Santa Pe Rd. CHECK 3250. Left 15.9 VERSION 2.25 PIN PIN 3.00 3.00 12.00 2S.00 LOADS TOP 12.00 120.00 28.00 12.00 170.00 2*7.00 1255. 251. 260. 1004 502 241 I 753 . 753. 221 . 502. 1004 . 201 . 251. 1265. 182. 1506. 162. Title 1163 Bancho Santa Fe Rd. Lett im2:13 11/06/00 Page 1 lltl 11^:1 ilia lit Pile and Spread Footing Deaign Program Vereion 2.23 07/17/92 Column Data Column Width x-dir ITcansI Column Depth Y-dir (Longl Column Area Equivalent Width X-dir (Tranal Equivalent Depth Y-dir ILongl Live Load Percent Irqjact End Condition about X-axis End Condition about Y-axis Number o£ Columns in Bent 4.50 ft 4.50 ft 15.90 ff2 3.99 ft J.99 ft 20.00 percent PIN PIN 3 columns Footing Key Data Key Length X-dir ITransI Key Width Y-dir (Longl = Key Area - Ecfuivalent Length X-dir ITrans) ^ Equivalent Width Y-dic (Long) = 2.00 ft 2.00 ft 4.00 ff 2.00 ft 2.00 ft Footing Data Type of Footing Analysis Footing Length X-dir (Tran) Footing Width Y-dir (Long) Hin Footing Depth Considered Kax Footing Depth Considered Type of Footing Footing Material Properties CHECK 11.00 ft 11.00 tt 4.00 ft 5.00 ft SPREAD Ultimate Concrete Conpressive Stress Yield Stress of Steel Reinforcement Unit Weight of Concrete Modular Ratio lES/ECI Title 1163 Bancho Santa Fe Rd. Left • Top Flexure Beinforcement Data • (FCI = 3250.0 psi (FY) ^ GOOOO.O psi 150.0 pcf (N) - 8.9 ll:32a3 11/06/0O Page 2 Nufflbet of Bars X-dir ITran) = 12 Number of Bars Y-dir ITran) - 12 Bar Size in X-dir ITran) • 6 Bar Size in Y-dir ILong) = 6 Top Bar Clearance ± 3.00 inches Direction of Top Bars - X direction Bottom Flexure Reinforcement Data Number of Bars X-dir (TranI Number of Bars Y-dir (TranI Bar Siie in X-dir ITranI Bar Size in Y-dir (Long) Bottom Bar clearance Direction of Bottom Bars Shear Reinforcement Uata 3.00 inches X direction Stirrup Bar size = Stirrup Spacing X-dir ITran) = Stirrup Spacing Y-dir ILong) -12.00 inches 12.00 inches stiitiitiiiit i i I I t I B2 FlRT Depth of Earth Cover Unit Weight of Cover Environmental Factor (Z) Net Bearing Capacity (Service) Hax Bearing Capacity (Service) (includes weight of Overburdenl Spread Footing Cost Data ^ 12.00 ft ^ 120.00 pcf - 170.00 k/it 5.00 toni 5.96 ton. /ft- /ft- Contr ct rte Structure Excavation (Bridge) Structure Backfill (Bridge) Structural Concrete Bridge Foi Ear Beinf orcement (Bridge) Price Unit = 25.00 S/cy = 28.00 S/cy iting = 247.00 S/cy 0.41 S/lb Title 1163 Bancho Santa Pe Rd, Left • Footing Load Data (k-ft) 11:32:13 11/06/00 Page 3 LOADS TOP : - - - - LL* Iliq:^act i Case 1 Case 2 Case 3 Dead Pre Trans Long Axial Load Stress KY-Kax NX-Max N-Max Wind WL LF CP-MV Temp HY 0 0 0 0 0 0 0 0 0 0 KX 0 0 0 0 0 0 0 0 0 0 P 902 23 155 27 232 55 0 0 0 0 PMY 0 0 0 0 PMX 0 0 0 0 P 250 74 407 0 (ARS) Unreduced Seismic A rbitrary Loads Arbitr ry Loads Case 1 Case 2 Sei vice Sf rvice Factored Factored Max Tran M ax Long ALl AL2 ALl AL2 MY Tran 0 . 0 . 0. 0 . 0. 0 . MX Long 0 . D. 0. 0 . 0. 0 . P Axial 0. 0. 0 . 0 . 0. 0 . Caae I - Maximum Axia 1 Load Probable Plastic IPB) Loads (1-3 X Nomina: Moment 1 (k-ft) PBl PB2 PB3 PB4 FB6 PB6 PB7 Max Tran 75-degree 60-degreo 45-leg re e 30-degree 16-degree Max Long KY 1506. 1255, 1004 . 763 . 502. 251. 0. HX 0. 251. 502. 753. 1004 . 1255, 1506 . P 280. 260 . 241. 221. 201. 182. 162 . Case II - «i Probable Pla A Axial Load (FBI Loads 11.3 X Nomi al Moment! Ik-ftI PBl PB2 PB3 FB4 PB5 PB6 Max Tran 76-degree 60-degree *5-degree 30-degree 15-degree PB7 Max Long Title 1163 Rancho Santa Fe Rd. Left 11:32:13 11/06/00 Page 4 • Service Loads (SEHI for Footing Deaign (k-ft) NOTE: Ratio - Max Bearing Capacity / Max Press, Max Bearing I 1 fill Iliill Ilia Capacity (kaf) 11.92 ApplI ed Loads Min Kax Loading Tran Long Comb Axial Press Press Ratio Grp Ca HY HX M P (ksf 1 (ksf) IH 1 0 . 0. 0 , 1278. 10,66 10,66 1,13 OK IH 2 0. 0. 0. 1171. 9.6S 9,68 1,23 OK IH 3 0. 0. 0 . 1342. 11.09 11.09 1.07 OK II 0. 0. 0. 1008, 8.33 8.33 1.43 OK III 1 0. 0. 0, lOBO, 8.93 8.93 1.33 OK III 2 0. 0. 0. 995, 8.22 8.22 1.45 OK III 3 0. 0. 0. 1132. 9.36 9.36 1.27 OK IV 1 0. 0. 0. 1067. 8.82 0.82 1.35 OK IV 2 0, 0. 0. 9S2. S.12 B.12 1.47 OK IV 3 0 . 0. 0. 1119, 9.24 9.24 1.29 OK u 0 . 0. 0. 924. 7,64 7.64 1,56 OK VI 1 0 . 0 . 0. 989. 8.n 8.17 1.46 OK VI 2 0 . 0. 0, 913. 7,54 7.54 1,58 OK VI 3 0 . 0. 0, 1035. B,55 8,55 1,39 OK The folio wing arc in -luded lo the Applied Loada above: Weight Weight Total 5f Cover = jf Footing = 151. kips 73. kips 224, kips For Group IH Case 3 the footing atreas 11,09 11,09 11.09 11,09 Title 1163 Rancho Santa Fe Rd. Left 11:32:13 11/06/O0 Page 6 • Factored Loads (FAC) tor Footing Design (k-ftI NOTE : Rat] o = Hax Bearing Capacity / Max Press PHI - .50 Hax Bear ng Capacity IkstI 16 92 Loat ing Tran Long Comb Axial Pr BBS Pr 9SS Ratio Grp Ca HY HX K P (k f ) (ksf) IH 1 0 , 0. 0. 1767. 14 60 14 60 1 16 OK IH 2 0 , 0 , 0. 1635. 12 69 12 69 1 33 OK IH 3 0 , 0 , 0, 1906. 15 75 15 75 1 07 OK IP 1 0 , 0 , 0. 1768. 14 S3 14 53 1 16 OK IP 2 0, 0 , 0, 1567. 12 95 12 95 1 31 OK IP 3 0 , 0. 0, 1938, 15 93 15 93 1 06 OK II 0. 0. 0, 155S, 12 88 12 88 1 31 OK III 1 0. 0. 0, 1676, 13 85 13 85 1 22 OK III 2 0. 0. 0, 1637 , 12 71 12 71 1 33 OK III 3 0. 0. 0. 1760, 14 54 14 64 1 16 OK IV 1 0. 0. 0 , 1656, 13 67 13 67 1 24 OK IV 2 0. 0, 0 , 1616, 12 53 12 53 1 35 OK IV 3 0. 0. 0 , 1738, 14 36 14 36 1 18 OK V 0. 0. 0, 1610, 12 48 12 48 1 36 OK VI 1 0. 0, 0. 1624, 13 42 13 42 1 26 OK VI 2 0. 0. 0. 1490, 12 32 12 32 1 37 OK VI 3 0. 0. 0. 1704, 14 08 14 08 1 20 OK The follow ing are included in the. Applied Load a above Weight ot Cover • 197, kips Weight ot Footing = 9*, kips Total ^ 291, kips For tjroup IP Case 3 the tooting str 15,93 15.93 15.93 15,93 Title 1163 Rancho Santa Fe Rd, Left 11:32:13 11/O6/0O Page gliitiitii li i^ftiti il il fill i>ii ifii B2 Fl.iRT • Earthquake Loads (EQ) tor Footing Deaign (k-ft) • Note: Ratio ' Hax Bearing Capacity / Hax Press. ABS Unreduced Eeimnic iVIII & Probable Plastic IPS) PHI =1,00 Max Bearing Capacity (ksfl 31.92 Applied Loads Loading Tran Long Comb Axial Press Press Ratio Orp Ca MY KX H P Iksf) Iksf) PBl 1 1506. 0. 1506. 604, 4,16 4.16 7.66 OK PB2 1 1255. 261. 1280. 48*. 4,00 4.00 7.98 OK PB3 1 1004. 502. 1123. 465, 3 ,84 3.84 8.31 OK PB4 1 753. 753. 1065. 445, 3 ,68 3,68 8.6B OK PBS 1 502. 1004. 1123. 425. 3,61 3,51 9.09 OK PB6 1 251, 1255. 1280. 406. 3,35 3,35 9.51 OK PB7 1 0. 1506. 1506. 386. 3 , 19 3.19 10.01 OK The Collm ing are included in the Appl ied Load B above: Weight of Cover = 151. kips Weight of Footing 73. kips Total - 224 . kips For Oroup PBl Cas 1 the f ooting stres ses at e ich corne 4,16 4 ,16 4,16 4,16 Title 1163 Rancho Santa Fe Rd, Left 11:32:13 11/06/00 Page " Design f Bottot n Flexura 1 Reinforcement * Key to Types of Loads: SER - Service Loads, FAC = Factored Loads. PHI '0,90 EQ = Earthquake Loads. PHI ' 1,00 MINI = Minimum ReinforcMient lArt 8,17,1,11 based on 1.2 X the Cracking Homent. MIN2 ' waiver of Blniraum Reinforcement (Art based on steel area one third greater HAX ' Maximum Reinforcement lArt 8,16.3.11 baaed on .75 x balanced steel ratio. 1,17,1.21 than required by Footing Depth = 4.00 ft Bar Bar Load Control Size Dir Type Grp Ca Depth Effective Applied Required Num Moment Steel Area Bars MINI MINI MIH2 MIN2 HAX MAX 44 ,44 43.31 44,44 43,31 44,44 43.31 2167. 2167 , 1344, 1344 , 16530, 16700, 11.07 11,37 14,21 15.6* 101.89 129 99.30 126 )4IN1 SER 44.44 43.31 2167, 11,07 1008. 11,73 Title 1163 Rancho Santa Fe Bd. Left ll:32!l3 11/06/00 Page 8 (inches) Ik-ft) (sq in) a X SER IH 3 44.44 1008 , 10.66 14 Load Cont col Min Footing Control Hax Footing Hax Bearing 8 Y SER IH 3 43.31 1008. 11,73 15 Type Grp Ca Stress Grp Ca Stress Capacity (ksfl (ksf) IkstI 8 X FAC IP 3 44.44 1479. 7,50 10 8 y FAC IP 3 43.31 1479. 7,70 10 SER VI 2 7.54 IH 3 11.09 11.92 OK FAC VI 2 12,32 IP 3 15.93 16.92 OK 8 X EQ PBl 1 44.44 237. 1,07 2 Eg PB7 1 3.19 PBl 1 4,16 31.92 OK 8 Y EQ PSI 1 43.31 237. 1,10 2 4,16 31.92 OK - Deaign of Top Flexural Reinforcement Key to Types of Loads: SER FAC EQ MINI MIN2 MAX MIN3 ^ Se ce Loads - Factored Loads, PHI '0,90 Earthquake Loads. PHI - 1,00 Minimum Reinforcement (Art 8.17,1,11 based on 1,2 X the Cracking Mcnent, Waiver of Minimum Reinforcement (Art 8,17.1.21 based on steel area one third greater than required by analysis Maximum Reinforcement (Art 8.16.3.11 based on ,75 x balanced steel ratio. Hinimmim Reinfe based on 18' ma nC |Tmn»eratu bar spacing. a) (Art 8,20) Footing Depth - 4.00 tt r Bar Load Cont ol Depth Applied Bequired Num ze Dir Type Grp ca Effective Monent Steel Area Bars (inches) Ik-ftI Isq in) 6 K SEB IH 1 44 56 0 , 0 ,00 0 6 Y SER IH 1 *3 68 0. 0 ,00 0 6 X FAC IH 1 44 56 0. 0,00 0 6 Y FAC IH 1 43 68 0. 0.00 0 6 X EQ PBl 1 44 56 0, 0.00 0 6 Y EQ PBl 1 43 68 0, O.DO 0 6 X HINl 44 56 2167, 11.03 26 6 Y HINl 43 68 2167, 11.27 26 6 X HIN2 44 56 0, 0.00 0 6 Y HIN2 43 6S 0, 0,00 0 6 X MAX 44 56 16623, 102,18 233 6 Y HAX 43 68 15973, 100.16 228 6 X HIH3 44 66 701, 3 ,52 8 6 Y HIH3 43 68 667. 3,52 8 L'ontroi 6 X M1N3 44 66 701, 3.52 8 6 Y MIN3 43 68 687. 3.52 8 Title 1163 Rancho Santa Pe Rd, Left * Final Results tor Footing Check * 11:32:13 11/06/00 Page 9 Footing Length Footing Width Input Depth 11,00 ft 11,00 ft 4,00 ft * Spread Footing Stress Results Shear Results Depth = 4,00 ft Perimeter IBO) = 22,62 ft Ratio = Capacity / Applied Load Cont rol Depth shear Shear Type Grp Ca Effective Applied Capacity Ratio (inches) (kips) Ikips) FAC IP 3 DX • 44.44 vx = 116. vux 1105, 9.49 OK FAC IP 3 DY - 43.31 VY » 130. VUY 1077. B.27 OK FAC IP 3 DP - 43.87 VP = 1182. VUP 2308, 1.95 OK EQ pai 1 DX - 44,44 VX = 19, VUX 1106, 59.32 OK EQ FBI 1 DY = 43.31 VY = 21. VUY 1077, 61.70 OK EQ PBl 1 DP r 43,87 VP -189. VUP 2308, 12.21 OK • Top and BottO] n Flexure Res Its • i I f I f I I ^ f I Footing Depth = 4.00 ft Bar Bar Load control Etf Applied Bar Area Bars Bars Error Size Dir Type Grp Ca Depth Moment Space Req Req Input Code (in! Ik-ftI (inl lei) Top 6 X HINl 44.56 701. 11 , 37 3 ,52 8 12 OK 6 Y MIN3 43.6S 687. 11,37 3,52 8 12 OK Bottoi 8 X HINl 44.44 2167, 5,43 11 ,07 15 24 OK 8 Y SER IH 3 43.31 lOOB. 6,43 11,73 15 24 OK Title 1163 Rancho Santa Fe Rd Left 11:32:13 11/06/0O Page 10 Preferred Bar Spacing k Development Length (Units InchesI The clear distance between parallel bars shall 1.5 bar diameCerB Inooinal). 1,5 times the maxi nor 1,6 inches (Code 8,21,1), than urse aggregate< Preferred center tc nter spacing based on Bridge Design Details P 13-20, Bar Bar Nominal Kin Clear Deformed Hin mum P eferred I>evelopment Sir s Area Diameter Distance Diameter c-O-C C-to-C Length Spacing Spacing SPC<6" SPC>=6 4 ,20 .500 2.250 .563 2 813 3.250 12 12 5 ,31 .625 2.250 .688 2 93S 3 ,500 15 12 6 ,44 .750 2.250 .875 3 125 3 ,750 19 15 7 ,60 ,87 5 2.250 1.000 3 260 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 4.600 42 34 10 1 ,27 1 ,270 2.250 1.43B 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 ,693 2, 539 1.875 4 414 6 ,500 90 72 18 4,00 2.257 3, 3S6 2 ,500 5 886 6 ,000 116 93 ... Error Codes: 1 -Bar Spacing leas than the AASHTO mir (Code 8.21,1), 2 ' Bar Spacing lass than the preferred CALTRANS m nimum (Br. Des Det,) 3 -Bar Spacing mot e than the AASHTO maximum (18-1 (Code 8,20 1. 4 ' Inadequate development length ICode 8,251, Title 1163 Rancho Santa Fe Rd. Left 11:32:13 11/06/00 Page 11 Bar Reinforcing steel Length Ift) 10.6 10.6 Bar Type Bar Nurn Size Bar Top X-Bar 6 12 V-Bor 6 12 Bottom X-Bar 8 24 Y-Bar S 24 NOTE: Stirrups are require maximum from the col from the face of the inches from the face Weight Weight ,502 189, ,502 189, 2.670 673, 2,670 673, in a band extending 6 inchea Tin reinforcement to 44 inches column in the -X- direction and 43 of the column in the "Y" direction. jted Cost - Spread Footing Unit Quantity Structure Excavation (BRl Structure Backfill (BR) 100. 76. 25,00 28,00 2504 . 2104, tl li fill il iiffs fli* ilii B2 FL.RT structure Concrete, BR FTG cy 18, 247,00 Bar Beinf Total Cost lb 2329, 4428. 965. Title 1163 Rancho Santa Fa Rd.' Left 11:32:13 11/06/00 Page 12 Run Time: 00:00: O.OO End of Bun, DOKKEN NGINEERINB 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 &•^7 ^ 5 JOB SUJECT DATE JOB NO, SUJECT BY SHEET CHECK of rn V II It il ii ifll il ? r ) I iiltiiiitiiiiiilii RSF FREE.PRTRSF FREE.PRT ****** ********** •««t t*tti ii*ii( *••<*#> liitt •Ht* **** tll*l**>i>*»* • tll>i<tD*« ****** ************ • ititlllllttll **** *»** ******** ******** **** **** ************ ************ ************ ************ ************ **** • Id • ••II **** **** I*** •>l^>«t«lltK • (••••tint* ************ ****** ********** ll**»***t*l* **** •«•• • ••Ht •••••ll •tlltti Ittl* titi till Ittilll^lttt ttllllltit **tltt •lllltll Itltltll ••••ttll *t*tttll ******** ******* Illltilll titltltltl It llt^ II till llt^lltlt •ititttit It till It Itt* •ttttttttt tttttttti •tttitt ••Ittl •ttlltit lllttlttll Itll ItltK tllttltl ••tttltllt lltl ••tl Ittl tilt •Itl ttlltti ttlllt •III IttlttI Ittitt tttt tttt Itl ttll tttt tllttltttt Itlttlltl* Ittllttt ItttlttI tittit ttltti SEISAB PC Version 1.42 (05/05/94) (cj 1990-94 Dol!)ien Engineering All rights reserved. Date: Time; File' Usef 10/30/02 10:27TOI RSF_FREE, Unlcnown tllltti •••tittll It tl • tt ttltll Itlltl til It tt •••t^tltl tttlitt Ittttttit Ittltttit • tttt tttIt Ittltttit titltltll llttttltl Itttltl lltltlttt tittlltti tit tl 11 Itl III •11 Ittitt tit Ittltl III ttl tit tt 11 Itlttlltl tttlttitt •Itttttit tittllt ••ItItt llltlltit lltllttll lllltlttt tittltll Ittltttit tl It tl ••• •••IIIII ttllttll It tit tl tt •llltlltl (ttltltl PC Vers: 1.42 Date: 05/05/94 Written By: Roy Jmbsen Jon Lea Vic Kalialcin Ken Perano James Gates Susan Perano Craig Harrington Time: 10:27:01 Date: 10/30/02 SBIEAB "IIMICHO SANTA FE LEFT- RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN JOINTS 2 OUTPUT LEVEL 0 BLOCKING FAtTTOR 60 ALIGNMENT OFFSET L 36.13 STATION 270 + 32,00 COORDINATES N 1000,0 E 1000,0 BEAiiING N 36 44 04 W BC 273 • 66,13 RADIUS R 1400 BEARING N 03 57 46 E SPAH LENGTHS 120 140 120 AREA 85 III 1240 122 19200 133 371 DENSITY ,15 WEIGHT 3.55 E 520000 DESCRIBE COLUMN 'COL' SECHENTE 1 AREA 15,90 111 12.60 122 6,30 133 6,30 DENSITY .15 E 520000 C SPECIAL CAP 'BENTCAP' 133 97.1 E 520000 ABUTMENT STATION 270 •• 32 BEARING N 74 44 04 W N 67 29 01 H ELEVATION 355,5 347.9 CONNECTION FHE, PRE BENT BEARING N 74 44 04 M N 74 44 04 H ELEVATION TOP 360,7 348,3 HEIGHT 29,0 27.0 SPECIAL CAP 'BENTCAP' AT 2. 3 COLUMN NORMAL LAYOUT 'COL' 20,2. COLUMN TOP FIX AT 2.3 COLUMN BOTTOM PIN AT 2. 3 COLUMN TOP END JOINT SIZE 0 CONNECTION FIX AT 2,3 LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0,0100 0.0500 0,0648 0,1782 0.2008 0,2179 0.3414 0.3478 0.4034 0.4079 0, 0,7007 0.7178 0,8020 0,8304 0, 1,2569 1,4242 1,5107 1,6029 1, 2.6292 2.9818 2.9B43 3.5285 3. VALUE 0.3202 0,3202 0,4031 0.5070 0, 0.8151 0.8367 0.S421 0.8451 0. 0.7760 0,7703 0,7150 0,7105 0, 0.5369 0.5287 0,4881 0.4744 0, 0.2981 0.2583 0.2390 0,2205 0. 0.1028 0.0815 0.0814 0.0611 0. GRAVITY 32.2 FINISH AT 2. 3 ,0886 0. ,2358 0. 0957 0.1221 2540 0.2681 4737 0.4780 9274 0.9304 7374 1.8023 5488 4.0000 5360 0.6447 S419 0.8384 6465 0.6443 4276 0.4262 19S8 0.1B70 0604 0.04B4 0.1318 0.1480 0.1511 0.1716 0,2771 0.2959 0,2973 0,3119 0.5331 0.5374 0.6090 0.6108 1.0178 1.0300 1.12B9 1.2242 1.8592 2.0329 2.0749 2.5136 0.6858 0.7505 0.7615 0.8069 0.8325 0.8186 0.8163 D.B04B 0,6178 0,6157 0.5812 0.5803 0.3B40 0,3774 0.3415 0.30B9 0,1778 0.1547 0.1499 0.1105 ilii ilii lift til - - -- SEISA RANCHO SAHTA FE LEFT (PC Vers 1.42) 10/30/02 SEISAB DATA INPUT I I f I f I I I I I RSF FREE.PRIRSF FREE.PRT iiililillili ----SEISAB---- RANCHO SANTA FE LEFT Page 3 (PC Vera 1.42) 10/30/02 SPAN DATA INPUT RESPONSE SPECTRUM SEGMENT SPAN 1 120.00 120.00 140.00 140.00 120.00 120.00 AREA 111 122 133 85,00 1240.00 19200.00 371.00 85.00 1240.00 19200.00 371,00 85,00 1240,00 19200,00 371,00 THE BRIDGE MODEL GENERATED IS BASED ON: 3 INTERMEDIATE JOINTISI ON EACH SPAN 2 INTERMEDIATE JOINT(S) ON EACH COLUMN ELASTIC SEGMENT WT/LENGTH DENSITY MODULUS 0,150 520000, THE NUMBER OF EQUATIONS PER BLOCK IS SET BY THE USER TO BE 60 3.550 0.150 520000. 3.550 0,160 520000, OUTPUT LEVEL 0 IS IN EFFECT ----SEISAB----(PC vera 1,421 Page 4 10/30/02 ----SEISA (PC vers 1,42) Page 2 10/30/02 BANCHO SANTA FE LEFT DESCBIBE DATA INPUT RAHCHO SANTA FE LEFT ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFEREHCE POINT AHD LINE STATION 27032.000 AZIMUTH 323.266 COLUMH INFORMATION TITLE: COL INFORMATION: 111 12.60 122 6,30 133 6,30 CURVE INFORMATION BC TANGENT STATION DIRECTION RADIUS AZIMUTH ELASTIC SEGMENT DENSITY HODULUS 1 0.150 520000. BENT CAP AND/OR SPECIAL BENT CAP INFORMATION NO. 1 TITLE: BENTCAP INFORMATION! fti i I I I I i I f I i i DENSITY: ELASTIC MODULUS: 520000. AREA 111 SPECIAL CAP MEMBER 122 13 3 97. 10 ----SEISAB----(PC Uets 1.121 Page 10/30/02 RANCHO SANTA FE LEFT ABUTMENT STATION ELEVATION 1 27032.00 355.50 4 347.90 ----SEISA ABUTMENT DATA INPUT ABUTMENT TO BRIDGE AZIMUTH CONNECTION TYPE 285.266 292.516 FREE FREE IPC vers 1,42) page 6 10/30/02 RANCHO SANTA FE LEFT BENT DATA INPUT BENT GEOMETRY AND WEIGHT INFORMATION BENT TOP BENT BOT AZIMUTH ELEVATION ELEVATION 285.266 285.266 350.70 348.30 321.70 321,30 BENT WEIGHT 0,00 0,00 BENT CAP AND/OR SPECIAL BENT CAP PROPERTIES TITLE AREA 111 122 BENTCAP SPECIAL CAP HEMBER BENTCAP SPECIAL CAP HEHBER 97.10 97.10 ELASTIC MODULUS 520000. 520000, ----SEISAB---- RANCHO SANTA FE LEFT IPC Vers 1,421 Page 7 10/30/02 BENT DATA INPUT ICONTINUEDl BENT COLUMN GROUPINGS I i I i t 1 I I I I RSF FREE.PRrRSF FREE.PRT illlilllitlill BENT SPACING COL TITLE COL COL COL COL COl COL -20.20 O.OO 20.20 -20.20 0.00 20,20 GROUP OFFSET 0,00 BENT CONNECTIVITY INFORMATIMJ SUPERSTR CONTINUITY BRDGE WDTH MSRHNT TYP BRDGE WDTH 2 3 CONTINUOUS FIXED CONTINUOUS FIKED BENT COLUMN END INFORMATION BNT COL CONN TYP LINT SIZE BRG ELMT CONN TYP JNT SIZE BEG ELHT 2 ALL FIXED 0,10 PINNED 0.00 3 ALL FIXED 0,10 PINNED 0 . 00 Page B - - - - s EISAB---- IPC Vers 1.42) 10/30/02 RANCHO SANTA FE LEFT BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORHATION BENT 2 SEGMENT LEN(3TH/ AREA/ DENSITY ELAS MODLS 111 122 133 COLUMN 1 1 28.901 15.90 12.60 0.150 520000. 6,30 6.30 COLUMN 2 1 28.90) 15.90 12.60 0.150 520000, 6.30 6.30 COLUMN 3 1 28,901 15,90 12.60 0,150 520000. 6.30 6.30 BENT 3 SEGMENT LENGTH/ AREA/ DENSITY ELAS MODLS 111 122 133 COLUMN 1 1 26,901 15,90 12,60 0,150 520000. 6.30 6.30 illiiiiiiiiiiiii I I f I i t I I I i I i I i RSF FREE.PRTRSF FREE.PRT i I i I I I I i 26.90) 15.90 0,150 520000. PARENTHESES INDICATE AN ADJUSTED SEGHENT LENGTH. ----SEISA RANCHO SAHTA FE LEFT IPC Vers 1,42) Page 9 10/30/02 BENT DATA INPUT (CONTINUEDI BENT COLUHN PROPERTY INFORMATION ICONTINUEDl BENT 3 (CONTINUED) LENGTH/ AREA/ SEGMENT DENSITY ELAS MODLS ( 26,901 15,90 0,150 520000, PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH, -- - - SEISAB- - - - RANCHO SANTA FE LEFT (PC Vers 1,421 LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 3-NUMBEB 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 INT PERIOD VALUE 1 0.010 0,3202 2 0.05O 0,3202 3 0.065 0,4031 4 0.089 0,5070 5 0 ,096 0,5360 6 0.122 0.6447 7 0.132 0.6858 B 0,148 0.7505 9 0,151 0.7515 10 0.172 0.8069 11 0. 178 0.8151 12 0.201 0.8367 13 0.218 O.B421 14 0.236 0.8451 15 0.254 0.8419 16 0.268 0.8384 17 0.277 0.8325 18 0.296 0.8186 19 0.297 0.81S3 20 0.312 0.8048 21 0.341 0.7760 22 0.348 0.77O3 23 0.403 0.715O 24 0.40B 0.7105 25 0,474 0,6485 ----SEISAB-- - - RANCHO SANTA FE LEFT Page 11 (PC Vers 1,42) 10/30/02 LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CONTINUED) POINT PERIOD VALUE 0,478 0.533 0,537 0.6O9 0. 611 0. 701 0.718 0 .802 0,830 0,927 0. 930 1, OIB 1.030 1,129 1.224 1,257 1,424 1, 511 1.603 1.737 1 .802 1,859 2,033 2,075 2 , 514 2.629 2.982 2.984 3 .528 3.649 4.000 0.6443 0.6178 0.6157 0,6812 O.6B03 0,5369 0,5287 0.4881 0.4744 0.4276 0.4262 0.3840 0.3774 0.3415 0.3089 0.2981 0.2583 0,2390 0,2205 0,1988 O,lB70 0,1778 0.1547 0.1499 0.1105 0,1028 0,0815 0,0814 0,0611 0.0604 0.0484 ilililiiiiiil E I r ^ f s I i RSF FREE.PRTRSF FREE.PRT llililllliiiii ----SEISA RANCHO SANTA FE LEFT IPC vers 1,42) Page 12 10/30/02 LOADING DATA INPUT (CONTINUED! PLOT OF THE USER INPUT ACCELERATION SPECTRUM 2 ,0> 1,9 1.8 1.7 1.6 1 . 5 1.4 1 . 3 1.2 1 . 1 1.0 0,9 0,7 0.6 0,5 0,4 0,3 0,2 0,1 0.0 PERIOD (SECONDS) ----SEIBAB---- RAHCHO SANTA PE LEFT (PC Vers 1.421 page 13 10/30/02 LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATIM INFORMATION LOAD CASE/COMB DIRECTION -0.597 O.B03 0,000 -0.803 O.OOO -0,597 DESCRIPTION LONGITUDINAL TRANSVERSE l.O'LONG • 0.3-TRANS 0.3*LONG » 1.0'TRANS ----SEISA RANCHO SANTA FE LEFT (Version 1.42) page 14 10/30/02 RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS MODE PERIOD FREgUENCY CS X Y Z 1 2.474 0.404 0.11 -2,951 0.064 2,597 2 1 .BIB 0.550 0.IB 2 ,712 -0.009 -13,306 3 1 , 687 0,593 0,21 13,365 0.069 3.280 4 0, 411 2.433 0.71 0.048 2.359 0. 042 5 0.301 3.319 0,81 -0,069 7.377 0.024 6 0, 274 3.650 0.83 0,244 -0.332 -0-216 7 0.235 4.260 0.84 0,000 -8.690 0.082 8 0.137 7.318 0.71 0.061 -0.514 -0.280 9 0.106 9.416 0.58 0. 001 -1,095 -0.133 THE 9 LOWEST PREQUENCIES WERE EXTRACTED. ----SEISA RANCHO SANTA PE LEFT Page 15 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC DISPLACEMENTS . . . .LEFT FACE RGHT FACE OPNNG/CLSNG. . . LNGTUDNL TRNSVRSE LNGTUDNL TRHSVRSE LNGTODNL TRNSVRSE O.OOO 0.000 0. 000 0.000 0. 446 0.198 0.5O5 0.332 0.446 0.198 0.50S 0.332 0.446 0. 198 0.505 0. 332 0.000 0.000 O.OOO 0.000 0.162 0.373 0.274 0.422 0.23B 0.495 0.3B6 0.566 0.306 0.668 0.503 0.750 0.446 0.19B 0.505 0. 332 0.446 0.198 0.506 0.332 0.446 0.198 0,505 0, 332 0, 000 0.000 0. 000 0.000 0.110 0 .398 0.229 0.431 0.162 0.373 0.274 0.122 0.238 0.495 0.386 0.566 0.000 O.OOO 0.000 O.OOO 0. 446 0. 198 0,506 0.332 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.446 0.198 0 .505 0.332 0.110 0.398 0.229 0.431 O.OOO 0 .000 0 .000 0.000 0.000 0.000 0.000 O.OOO 0.306 0. 658 0.603 0 .750 ilii ilii iiiiiiiiiiiili Ilii ilii Bi*^**^^ RSF FREE.PRTRSF FREE.PRT LOAD CASE/COMB DESCRIPTION LONGITUDINAL TRANSVERSE .O'LONG * 0.3'TRANS .3'LONG + 1,0'TRANS ----SEISAB---- RANCHO SANTA FE LEFT Page 16 1,421 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) COC COLUMN FORCES , , , ,LHGITUDNL TRANSVRSE. , . . CL LOC LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION 104. 4 116.9 139 . 5 148 ,2 101,1 113,2 135.1 143 . 5 100, 1 110.0 133.1 140.0 96,9 106.7 128 ,9 135,7 107 , B 12B.5 136.7 101.9 124 .4 132,8 2974, 3329 , 3973. 4222 , 0. 2850. 3135. 3791 , 3990. 0, 0, 2737. 3078, 3660, 3899. 142 .4 105,1 174, 1 148.2 137.7 102, 1 168.3 113.4 168.4 103.6 189. 5 151.1 163,5 100,3 183 ,6 146. 3 142.4 105 ,4 174.0 148, 1 137,6 102.1 168 . 3 143,4 0. 4054, 3004. 4955. 1220, 4513. 2950. 5398, 4304 , 0, 0, 1063 , 3003 . 1951 , 4219. 141 ,6 223,5 208,7 266. 0 141.6 223.6 208.7 266.0 16. B 29.1 111.2 223. 3 208.2 265 .7 141 .2 223.3 51.6 165.2 101.1 180.6 51.6 165,2 101.1 180,6 165.2 101,1 180,6 165.2 101.1 180,6 165,2 101,1 IBO.6 165,2 101.1 180,6 LOAD CASE/CtMB DESCRIPTION LONGITUDINAL TRANSVERSE .0*LONG -r 0,3"TRANS ,3'LONG * 1,0'TRAHS - - - - S E 1 S A RAHCHO SANTA FE LEFT Page 17 1,12) 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES (CONTINUED) , .LNGITUDNL TRANSVRSE, , , . SHEAR MOMENT SHEAF HOMENT AXIAL TORSION 145.4 198.2 204. 9 241. B 142.0 193.5 200.0 236.1 13B.1 175.4 190.8 216 ,9 134,8 171,2 186, 2 211.6 131.3 155.5 177,9 194,9 128.1 151,6 173,6 190. 1 LOAD CASE/COMB 3870. 5274. 5452. 6435, 0. 3676. 4667 . 5076. 5770. 0. 3493. 4135. 4734. 5183 . 180.5 161.9 229. 1 216.0 176.9 157.9 223.2 210.7 199,5 15B.4 217.1 218.3 194.8 164.1 241. 1 212.9 180.6 161.7 229. 1 215.8 175.9 157.7 223.3 210.5 4799. 4306. 6091 . 5745, 5310, 4212, 6574, 5B05. 0. 4801. 4301. 6091. 5741. 187.6 305.6 279.3 361,9 187.6 305.6 279.3 361.9 44.2 79.4 187.5 303 .8 278.6 360.0 187.5 303 . 8 278.6 360.0 188.0 120.3 207.2 120,3 207.2 63.9 188.0 120.3 207 .2 63.9 18B.0 120.3 207.2 120, 207, 120, 207, DESCRIPTION LONGITUDINAL TRANSVERSE 1.0'LONG •• 0,3*TRANS 0.3-LOtJG • 1.0'TRANS - - - -3EISAB---- RANCHO SANTA PE LEFT Page IB 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC ABUTMENT, HINGE AND JOINT FORCES -W/B TO BRIDGE CL. W/R TO ITEM CL. LC VERT SHEAR LONGITUDNL TRNV SHEAB LONGITUDNL TRNV SHEAR 110, 114, 121. 154 . 167, 190, 0.0 0.0 0.0 0.0 0.0 0.0 II ii il il il ii it ii II il il ii il ii ii ii il i> i' RSF_FREE.PRTRSF_FREE.PRT *•- LOAD CASE/COMB DESCRIPTION _ . LONGITUDINAL TRANSVERSE 1.0'LONG • 0.3'TRANS 0.3'LONG * 1.0-TRANS Run Time: 00:00: 0. End o f Run. m ARS Curve for Rancho Santa Fe Rd * ATC-32 ARS Spectra • Mag 7, Soil Type B ATC-32 ARS Spectra Mag 7, Soil Type B ATC-32 ARS Spectra Mag 7. Soil Type B mm Period Accel = 0.3G Accel = 0.32G Accel = 0.4G 0.0100-0.3002 0.3002 0.3202^ 0.4002 0.4002 m 0.0500^ 0.3002 0.3002 0.3202-0.4002 0.4002 mmm 0.0648^ 0.3821 0.3821 0.4031 ^ 0.4870 0.4870 IBP 0.0886 ^ 0.4771 0.4771 0.5070^ 0.6266 0.6266 m 0.0957^ 0.5054 0.5054 0.5360 ^ 0.6584 0.6584 0.122V 0.6117 0.6117 0.6447^ 0.7767 0.7767 mm 0.1318^ 0.6508 0.6508 0.6858^ 0.8260 0.8260 m 0.1480^ 0.7111 0.7111 0.7505^ 0.9083 0.9083 0.1511^ 0.7226 0.7226 0.7615>. 0.9173 0.9173 M 0.1716^ 0.7687 0.7687 0.8069^ 0.9599 0.9599 m 0.1782^ 0.7748 0.7748 0.8151 ^ 0.9765 0.9765 0.2008'' 0.7955 0.7955 0.8367^ 1.0014 1.0014 *mm 0.2179^ 0.7976 0.7976 0.8421--1.0202 1.0202 m. 0.2358*-0.7998 0.7998 0.8451-1.0262 1.0262 0.2540 ^ 0.7943 0.7943 0.8419^ 1.0322 1.0322 mm 0.2681 0.7900 0.7900 0.8384-1.0322 1.0322 mm 0.2771^ 0.7825 0.7825 0.8325-1.0322 1.0322 0.2959/ 0.7669 0.7669 0.8186-1.0255 1.0255 mm 0.2973^ 0.7629 0.7629 0.8153-1.0250 1.0250 m 0.3119^ 0.7518 0.7518 0.8048^ 1.0169 1.0169 0.3414-' 0.7214 0.7214 0.7760'^ 0.9946 0.9946 •mti 0.3478^^ 0.7155 0.7155 0.7703 ' 0.9898 0.9898 M 0.4034^ 0.6639 0.6639 0.7150-0.9194 0.9194 0.4079^ 0.6597 0.6597 0.7105-0.9137 0.9137 0.4737^ 0.6027 0.6027 0.6485-0.8318 0.8318 Ml 0.4780^ 0.5987 0.5987 0.6443-0.8268 0.8268 0.533r ' 0.5518 0.5738 0.6178 -0.7934 0.7631 mm 0.5374' / •/ 0.5481 0.5719 0.6157-0.7908 0.7589 0.6090'' / •/ 0.4937 0.5396 0.5812" 0.7474 0.6884 Mi 0.6108^ / •/ 0.4923 0.5388 0.5803--0.7463 0.6867 m 0.7007^ / •/ 0.4348 0.4982 0.5369-0.6918 0.6171 m 0.7178^ / •/ 0.4258 0.4905 0.5287-0.6814 0.6035 Mi 0.8020^ 0.3815 0.4525 0.4881 -0.6304 0.5412 MM 0.8304^ \3 0.3694 0.4397 0.4744"' ' 0.6132 0.5202 0.9274^ / 0.3280 0.3959 0.4276-0.5544 0.4619 Mi 0.9304 0.3268 0.3946 0.4262-0.5525 0.4601 1.0178'' J 0.2960 0.3552 0.3840' 0.4996 0.4163 1.0300^^ ^oV> 0.2915 0.3498 0.3774-0.4880 0.4067 m 1.1289' 1 / 0.2628 0.3154 0.3415-0.4460 0.3717 1.2242 X J// 0.2396 0.2876 0.3089-0.3944 0.3287 1.2569' J// 0.2317 0.2780 0.2981-0.3782 0.3151 m 1.4242^ 0.2006 0.2407 0.2583-0.3289 0.2741 1.5107^ 0.1875 0.2250 0.2390 -0.2950 0.2458 m m Ml 1.6029 0.1736 0.2083 0.2205^ 0.2694 0.2245 1.7374^ 0.1545 0.1854 0.1988-0.2525 0.2105 m 1.8023--0.1464 0.1757 0.1870-0.2321 0.1934 m 1.8592-0.1393 0.1672 0.1778^ 0.2206 0.1838 2.0329-^ 0.1206 0.1447 0.1547^ 0.1945 0.1621 mm 2.0749^ 0.1176 0.1411 0.1499-0.1854 0.1545 m 2.5136-0.0857 0.1028 0.1105^ 0.1410 0.1175 2.6292^ 0.0801 0.0962 0.1028^ 0.1294 0.1078 mm 2.9818-0.0634 0.0760 0.0815^ 0.1036 0.0863 m 2.9843^ 0.0632 0.0758 0.0814--0.1034 0.0862 3.5285^ 0.0474 0.0569 0.0611 0.0780 0.0650 mm 3.5488-0.0468 0.0562 0.0604-0.0774 0.0645 4.0000-0.0372 0.0446 0.0484 0.0632 0.0527 1.2000 1.0000 -— 0,8000 c o 13 0.6000 -\T « o u o < 0.4000 0,2000 -- 0.0000 •Seriesi •Series2 'SeriesS 0.0000 0.5000 1.0000 1.5000 2.0000 2.5000 Period, (sec) 3.0000 3.5000 4.0000 4.5000 IM DOKKEN ENGINEERING 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 (858)514-8377 Fax (858)514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK ABUTMENT SUMMARY ABUTMENT HEIGHTS • LEFT BRIDGE • RIGHT BRIDGE ABUT 1 = 15.3' ABUT 4 = 17.9' ABUT1 =17.7' ABUT 4 = 19.1' FTG - DECK @ CL BRIDGE ABUTMENT LENGTHS • LEFT BRIDGE ABUT 1 = 84'-.5" RIGHT BRIDGE ABUT 4 = 92'-6.5" ABUT 1 = 84'-.5" ABUT 4 = 101 •-6.25" MEASURED ALONG SKEW LOADING • DEAD LOAD, (DL. ADL, DIAPHRAGM) • LEFT BRIDGE ABUT 1 = 970 k ABUT 4 = 979 k • RIGHT BRIDGE ABUT 1 = 960 k ABUT4=1074K • LIVE LOAD • LEFT BRIDGE ABUT 1 = 234 k ABUT 4 = 234 k • RIGHT BRIDGE ABUT 1 = 234 k ABUT 4 = 234 k • PERMIT LOAD • LEFT BRIDGE ABUT 1 = 579 k ABUT 4 = 579 k . RIGHT BRIDGE ABUT 1 = SIMILAR ABUT 4 = SIMILAR 1163H (BDS) RTBR_H (BDS) 1163H (BDS) RTBR_H (BDS) 1163P (BDS) DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 Abutment Seat Width Parameters ^seismic •= •948 ft ^bridge '•- 368 ft HeightcQi := 50 ft Skew := 58-deg Calculate Seat Width kip := 1000-lb MTD 5-1 Maximum longitudinal seismic displacement Bridge length from abutment to hinge Average column height Abutment skew N:= 12 in + 0.03 — Lbridge + 0.l2 — HeightcQi \ ft ft ) 1 + Skew V SOOOdeg' N := max N = 3.4376 ft ff N Y '^seismic ^ N := ceill N N = 3.4376 ft Minimum seat width 0.01-m 0.01-m N = 3.4449 ft Seismic Requirements Aps := O.l-ft SDC-July 1999 Aeq := .510-ft AT:= 0.05-ft NAmin:= 1.17-(Aps + AT + Agq) NAmin = 0-7722 ft Use Minimum Seat width = 3.5 ft (Check Bearing Pad and P/S Blockout for min clearance) Job:1163 Subject: Date: 12/15/2000 Rancho Santa Fe RD Abutment Seat Width By: mb m 1163 abutment seat.MCD DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO. CA 92123 PHONE (619) 514-8377' FAX (619) 514-8608 0^ (jS^ 5'-^'' SeAT /V.o-rwojtj JOB SUBJECT DATE BY CHECK JOB NO. SHEET 5^ DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153* SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514^8608 / OO + Less ^u«eeV-\ 7 '-"^5^- 13-^ r 13 2,' X 54 JOB SUBJECT DATE JOB NO. JOB BY SHEET JOB BY SHEET JOB CHECK 0( JOB 0( L 1 I** 1163 RSF- Abut4right 13:32:20 10/30/2002 PAGE 1 J,******************************************************** **************** * WinABUD * m * * * Abutment Design * Al * Version 4.0.2 * * *" * Imbsen Software Systems * * www.imbsen.com * A * ^ * Windows (GUI) By: CV-McBridge Software * * Web Site: www.CV-McBridge.com * * * Licensed To: Dokken Engineering * M * License Date: Jul 31, 2002 * ************************************************************************* MM M **************** k I I jA f I \ * GENERAL DATA * A'UO'^ \ I 't-^ 1 ****************************************W****T********Vi:*******-fc***A***** TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP/PS?) — YES TYPE FOOTING = PILE mm TYPE ANALYSIS -DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) — SLD mm MATERIAL PROPERTIES: •Ml ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3.25 KSI m YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS {% FC) = 40.0 % mm = 1.3 KSI ALLOWABLE STEEL STRESS (% FY) = 40.0 % m = 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) 3249. KSI mat YOUNGS MODULUS FOR STEEL REBARS (ES) 29000. KSI MODULAR RATIO (ES/EC) (N) = 8.92 CONCRETE UNIT WEIGHT — 150.00 PCF mm m BACKFILL SOIL DATA: DEPTH OF FILL ON TOE = 2.00 FT m DEPTH OF FILL ON HEEL = 16.00 FT m DEPTH OF SURCHARGE ON HEEL = 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.28 m BACKFILL UNIT WEIGHT = 120.00 PCF 1163 RSF- Abut4right 13:32:20 10/30/2002 PAGE 2 ******************* * STRUCTURAL DATA * ************************************************************************* ABUTMENT DATA: LENGTH = 101 .50 FT HEIGHT FROM TOP OF FOOTING — 16 .00 FT BACKWALL THICKNESS = 1 .00 FT SEAT WIDTH = 5 .50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE 3 .75 FT DISTANCE FROM SEAT FACE TO C .L. OF BEARING = 2 .75 FT BACKWALL HEIGHT ABOVE SEAT LEVEL WEIGHT OF EXTERIOR SHEAR KEYS UNIFORM WEIGHT OF BARRIER WING WALL DATA: NUMBER LENGTH THICKNESS END WALL DIMENSION FOOTING DATA: LENGTH WIDTH DEPTH 3.50 FT 66.00 K 0.80 K/FT 2 WALLS 20.00 .FT 1.00 FT 3.00 FT 109.40 FT 13.00 FT 3.50 FT m 9> m m 1163 RSF- Abut4right 13:32:20 10/30/2002 PAGE 3 m ************* * PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY - SESVICE LATERAL PILE CAPACITY - SERVICE LATERAL PILE CAPACITY - ULTIMATE PILE DIAMETER BATTER FACTOR 100.00 TONS 48.00 K 96.00 K 24.00 IN 1:1.00 PILE LAYOUT DATA: ROW NO. DISTANCE TO TOE (FT) 1.50 6.50 11.50 NO. OF PILES IN ROW 11 4 10 NO. OF PILES BATTERED aw TOTAL NUMBER OF PILES DISTANCE FROM TOE TO C.G. OF PILES (CG) MOMENT OF INERTIA OF PILE GROUP (IX; 25 Piles 6.30 Ft 524.00 Pile-Ft"2 *********************** * REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEELl FOOTING BOTTOM (TOE ] BAR SIZE NO. OF BARS COVER (IN) 93 93 102 102 102 2.00 2.00 3.00 6.00 6.00 SERVICE LOAD DATA (KIPS): <m lim TOTAL :- LIVE LOAD -: TOTAL DEAD TOTAL 1.15P+H BEARING LOAD H-LOAD P-LOAD LATERAL EARTH PAD SHEAR PRESSURE LOAD OTHER OTHER LATERAL VERTICAL LOAD LOADS 1074. 234. 0. FACTORS 1.30 1.30 1.30 195. 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) 0. 1.30 0.00 12345 YYYYN 0. 1.30 0.00 12345 YYYYN An 1163 RSF- Abut4right 13:32:20 10/30/2002 PAGE 4 *************************************** * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ******^****************************************************************** LATERAL EARTH LOADS mm (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (BACKFILL TO TOP OF BACKWALL) (KIPS) (FT) (KIP-FT) EARTH PRESSURE (KA =0.280) 635.6 6.50 4132. EARTH PRESSURE (KA =0.210) 476.7 6.50 3099. SURCHARGE PRESSURE (KA =0.280) 130.4 9.75 1271. SURCHARGE PRESSURE (KA =0.210) 97.8 9.75 953. mm EARTHQUAKE 0.0 0.00 0. m LATERAL EARTH LOADS mm (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA =0.280) 427.9 5.33 2282. m EARTH PRESSURE (KA =0.210) 320.9 5.33 1712. SURCHARGE PRESSURE (KA =0.280) 107.0 8.00 856. SURCHARGE PRESSURE (KA =0.210) 80.2 . 8.00 642. m SUPERSTRUCTURE LOADS DEAD LOAD 1074.0 6.50 -6981. H-LIVE LOAD 234.0 6.50 -1521. MM P-LIVE LOAD 0.0 6.50 0. BEARING PAD SHEAR 195.0 16.00 3120. m OTHER LOADS OTHER LATERAL LOAD 0.0 16.00 0. M OTHER VERTICAL LOAD 0.0 13 .00 0. tir ABUTMENT DEAD LOADS m BACKWALL 53.3 9.75 -520. m SEAT 1237.0 7.00 -8659. FOOTING 746.7 6.50 -4853. w FOOTING KEY 0.0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 14.6 18.38 -269. m WINGWALL BOT TRIANGULAR SECTION 31.7 15.67 -496. BARRIER 27.6 17,88 -493 . mm SIDE KEYS 66.0 6.50 -429. m SOIL DEAD LOADS m SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 525.4 11.63 -6107. mm SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) 410.4 11.63 -4771. wm SOIL ON TOE 98.5 1.88 -IS 5. m SURCHARGE ON HEEL 65.7 11.63 -763 . 1163 RSF- Abut4right 13:32:20 10/30/2002 PAGE 5 ******************************************************* * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * ************************************************************************* Note: Toe & Heel Piles Loads and Capacities are along the Vertical. :— VERTICAL LATERAL —: HEEL TOE GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP m (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP) m IH 1 4174. 0.10 766. 1200. 163. 200. 171. 200. OK m IH 2 4174. -0.22 575. 1200. 176. 200. 158. 200. OK m IH 3 4109. -0.12 636. 1200. 169. 200. 160. 200. OK IH 4 4109. -0.37 477. 1200. 180. 200. 150. 200. OK II 1 3940. 0.12 766. 1200. 153. 200. 162. 200. OK •i II 2 3940. -0.22 575. 1200. 166. 200. 150. 200. OK III 1 2671. -0.17 535. 1800. 111. 300. 103. 300. OK III 2 2671. -0.47 401. 1800. 119. 300. 95. 300. OK IV 1 4174. 0.85 961. 1500. 132. 250. 199. 250. OK IN IV 2 4174. 0.53 770. 1500. 145. 250. 187. 250. OK IV 3 3875. 0.69 831. 1500. 128. 250. 179. 250. OK mm IV 4 3875. 0.42 672. 1500. 139. 250. . 170. 250. OK V 1 3251. -0.68 0. 1800. 152. 300. 110. 300. OK SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD [KIPS] CAP RATIO [KIPS) IV 1 TOTAL LATERAL LOAD 961. IH 4 MAX HEEL LOAD 180. IH 1 MAX TOE LOAD 171. 1500. 1.56 OK 200. 1.11 OK 200. 1.17 OK Controlling Design Loading Grp Ca Description Load IH 4 Max Heel Load 180 m Note: Allowable Overstress = 1.00 m 1163 RSF- Abut4right 13:32:20 10/30/2002 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) mm BAR LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR m LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSI) (KSI) (IN) (SI) (IN) mm 1 65. 0.19 22.2 9.7 3.7 5 110.3 12 3 m 2 5576. 0.27 29.9 75.6 30.4 6 17.8 69 3 MIN 0. 0.00 0.0 38.7 22.9 5 17.9 74 an 4 IH 4 1305. 0.24 23 .6 35.5 19.2 7 42.2 . 32 3 5 IH 1 3640. 0.41 23.9 35.5 54.0 7 14.7 90 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) mi HI 1163 RSF- Abutlleft 13:41:18 10/30/2002 PAGE 1 ************************************************************************* * WinABUD * * * * Abutment Design * * Version 4.0.2 * * * * Imbsen Software Systems * * www.imbsen.com * * * * Windows (GUI) By: CV-McBridge Software * * Web Site: www.CV-McBridge.com * * * * Licensed To: Dokken Engineering * * License Date: Jul 31, 2002 * ************************************************************************* **************** 1 lit Pi \ * GENERAL DATA * -f\0 O* I ( t^HT J ***************************************************************** *X,* ***** ^ TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP/PS?) = YES TYPE FOOTING = PILE m» TYPE ANALYSIS -DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) = SLD mm MATERIAL PROPERTIES: MM ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) 3 .25 KSI m YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % mm = 1.3 KSI ALLOWABLE STEEL STRESS (% FY) = 40.0 % m = 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3249. KSI •mil YOUNGS MODULUS FOR STEEL REBARS (ES) = 29000. KSI MODULAR RATIO (ES/EC) (N) — 8.92 m CONCRETE UNIT WEIGHT = 150.00 PCF mm, m BACKFILL SOIL DATA: DEPTH OF FILL ON TOE = 2.00 FT m DEPTH OF FILL ON HEEL = 14.25 FT M DEPTH OF SURCHARGE ON HEEL = 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.28 BACKFILL UNIT WEIGHT = 120.00 PCF 1163 RSF- Abutlleft 13:41:18 10/30/2002 PAGE 2 ******************* * STRUCTURAL DATA * ************************************************************************* ABUTMENT DATA: LENGTH = 84.00 FT HEIGHT FROM TOP OF FOOTING = 14.25 FT BACKWALL THICKNESS = 1.00 FT SEAT WIDTH = 5.50 PT ^ DISTANCE FROM FOOTING TOE TO SEAT FACE = 3.75 FT DISTANCE FROM SEAT FACE TO CL. OF BEARING = 2.75 FT BACKWALL HEIGHT ABOVE SEAT LEVEL WEIGHT OF EXTERIOR SHEAR KEYS UNIFORM WEIGHT OF BARRIER 3.50 FT 66.00 K 0.80 K/FT WING WALL DATA: NUMBER LENGTH THICKNESS END WALL DIMENSION 2 WALLS 20.00 FT 1.00 FT 3.00 FT FOOTING DATA: LENGTH WIDTH DEPTH 90.00 FT 13.00 FT 3.50 FT 1163 RSF- Abutlleft 13:41:18 10/30/2002 PAGE 3 Mi m ************* * PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY -SERVICE 100 .00 TONS LATERAL PILE CAPACITY -SERVICE 48 .00 K LATERAL PILE CAPACITY -ULTIMATE 96 .00 K PILE DIAMETER 24 .00 IN BATTER FACTOR = 1:1. 00 PILE LAYOUT DATA: ROW NO. DISTANCE TO TOE (FT) 1.50 6.50 11.50 NO. OF PILES IN ROW 11 4 10 NO. OF PILES BATTERED Mi TOTAL NUMBER OF PILES DISTANCE FROM TOE TO C.G. OF PILES (CG) MOMENT OF INERTIA OF PILE GROUP (IX] 25 Piles 6.30 Ft 524.00 Pile-Ft'^2 *********************** * REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEEL] FOOTING BOTTOM (TOE ] BAR SIZE NO. OF BARS COVER(IN] 93 93 102 102 102 2.00 2.00 3.00 6.00 6.00 SERVICE LOAD DATA (KIPS): TOTAL :- LIVE LOAD -: TOTAL DEAD TOTAL 1.15P+H BEARING LATERAL OTHER OTHER EARTH LATERAL VERTICAL LOAD H-LOAD P-LOAD LOADS 960. 234. 0. FACTORS 1.30 1.30 1.30 PAD SHEAR PRESSURE LOAD LOAD 195. 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) 0. 1.30 0.00 12345 YYYYN 0. 1.30 0.00 12345 YYYYN 1163 RSF- Abutlleft 13:41:18 10/30/2002 PAGE 4 m *************************************** * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ************************************************************************* LATERAL EARTH LOADS m (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP-FT) M EARTH PRESSURE (KA =0.280) 434.0 5.92 2568. MR EARTH PRESSURE (KA =0.210) 325.5 5.92 1926. SURCHARGE PRESSURE (KA =0.280) 97.8 8.88 868. SURCHARGE PRESSURE (KA =0.210) 73 .4 8.88 651. EARTHQUAKE 0.0 0.00 0. •I LATERAL EARTH LOADS (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA =0.280) 279.7 , 4.75 1329. m EARTH PRESSURE (KA =0.210) 209.8 4.75 997. SURCHARGE PRESSURE (KA =0.280) 78.5 7.13 559. mm SURCHARGE PRESSURE (KA =0.210) 58.9 , 7.13 420. m SUPERSTRUCTURE LOADS mm DEAD LOAD 960.0 6.50 -6240. H-LIVE LOAD 234.0 6.50 -1521. (MB P-LIVE LOAD 0.0 6.50 0. IM BEARING PAD SHEAR 195.0 14.25 2779. m OTHER LOADS OTHER LATERAL LOAD 0.0 14.25 0. m OTHER VERTICAL LOAD 0.0 13.00 0. M ABUTMENT DEAD LOADS m BACKWALL 44.1 9.75 -430. II SEAT 880.4 7.00 -6163. FOOTING 614.3 6.50 -3993 . m FOOTING KEY 0.0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 14.6 18.38 -269. m WINGWALL BOT TRIANGULAR SECTION 27.4 15.67 -430. BARRIER 27.6 17.88 -493 . m SIDE KEYS 66.0 6.50 -429. m SOIL DEAD LOADS m SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 385.6 11.63 -4483. SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) 290.9 11.63 -3382. m SOIL ON TOE 81.0 1.88 -152. SURCHARGE ON HEEL 54.1 11.63 -629. 1163 RSF- Abutlleft 13:41:18 10/30/2002 PAGE 5 ******************************************************* * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * ************************************************************************* Note: Toe & Heel Piles Loads and Capacities are along the Vertical. : — VERTICAL — : — LATERAL HEEL TOE GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP m (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP] mm IH 1 3389. -0.13 532. 1200. 140. 200. 132. 200. OK m IH 2 3389. -0.38 399. 1200. 148. 200. 124. 200. OK m IH 3 3335. -0.31 434. 1200. 144. 200. 124. 200. OK IH 4 3335. -0.50 326. 1200. 150. 200. 118. 200. OK mm II 1 3155. -0.13 532. 1200. 130. 200. 123. 200. OK mm II 2 3155. -0.40 399. 1200. 139. 200. 115. 200. OK ^m III 1 2029. -0.38 358. 1800. 89. 300. 74. 300. OK MB III 2 2029. -0.62 269. 1800. 94. 300. 70. 300. OK IV 1 3389. 0.69 727. 1500. 112. 250. 157. 250. OK m IV 2 3389. 0.44 594. 1500. 121. 250. 149. 250. OK IV 3 3101. 0.58 629. 1500. 106. 250. 141. 250. OK mm IV 4 3101. 0.37 521. 1500. 113 . 250. . 135. 250. OK V 1 2634. -0.70 0. 1800. 124. 300. 88. 300. OK SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD [KIPS; CAP RATIO (KIPS) IV 1 TOTAL LATERAL LOAD 727. IH 4 MAX HEEL LOAD 150. IH 1 MAX TOE LOAD 132. 1500. 2.06 OK 200. 1.33 OK 200. 1.52 OK Controlling Design Loading Grp Ca Description Load IH 4 Max Heel Load 150 Note: Allowable Overstress = 1.00 1163 RSF- Abutlleft 13:41:18 10/30/2002 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) mm BAR LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR «H LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSI) (KSI) (IN) (SI) (IN) mm 1 53. 0.19 22.0 9.7 3.1 5 111.5 10 3 m 2 3984. 0.25 29.4 75.6 22.0 6 20.5 50 3 3 MIN 0. 0.00 0.0 38.7 18.9 5 17.9 61 mm 4 IH 4 1165. 0.25 23.3 35.5 17.4 7 38.4 , 29 3 5 IH 1 2771. 0.40 24.0 35.5 40.8 7 16.0 68 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 ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 •A y La 157 i^-^^ JOB SUBJECT DATE M 3 CHECK JOB NO //// SHEET m DOKKEN Engineering 9665 Chessapeake Drive DOKKEN Engineering Suite 435 mm San Diego, CA 92123 m m ABUTMENT FOOTING TRANSVERSE REINFORCEMENT m SERVICE LOAD DESIGN /tip := 1000»/ m df := 42-in Depth of Footing m df := 42-in b := 30 in Tributary width over Piles mm b := 30 in Tributary width over Piles m Ibf fc := 3250 in m Ibf fc := 3250 in Compressive Strength of Concrete m m kip /,:=60.- Ift Yield Strength of Reinforcing • MM Reductionconc '•- ^-^ m Strength Reduction Factors, SLD Reductionrginf := 0.4 m m kip Erei„f:= 29000— m in Modulus of Elasticity for Materials -\ Ibf Econc ••= 51000-Ifc-— IM in m ^reinf n := n = ^COflC 8.924 Use n=9 m m n := 9 m m 2 4 ea #8 Bars Provided. Top and Bottom As ;= 4 .79 Ift 4 ea #8 Bars Provided. Top and Bottom m m 6 := df - 6 in Effective Depth of Reinforcing 6 := df - 6 in Effective Depth of Reinforcing m m _ As m ^ b-6 m mm m Project: 1163 SUBJECT: By: mb Rancho Santa Fe Road Abutment Footing 12/21/2000 Transverse Bars ^but Footing SLD.mcd m Transverse Bars ^but Footing SLD.mcd DOKKEN Engineering 9665 Chessapeake Drive Suite 435 San Diego. CA 92123 + 2 p n - p fi i:=l-3 M, Reductionconc-fc-^ \ b-^ Maximun Moment Allowed by Compression cone ^reinf •= Reductionreinffy^s l^ ^demand - l^ kip ft ^provided := conereinf) ^provided FS := ^demand FS = 2.718 ULTIMATE DESIGN Maximun Moment Allowed by Tension Service Moment Demand, Calc'd Previous Factor of Safety OK MuU fck\b-6' cone Multprovided min(MuUconc^MuUreinf) ^ultdemand '•= ^51kip ft Multprovided " MttUdemand FSutt = 3.376 Ultimate Moment Demand, Calc'd Previous Factor of Safety OK Project: 1163 Rancho Santa Fe Road SUBJECT: Abutment Footing Transverse Bars By: mb 12/21/2000 Abut Footing SLD.mcd DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 77^-^ P/us: M (U>^^ "RoiJ T^- -p(?-n^^'^J^ C-^^9^^^l"^-| JOB SUBJECT DATE BY CHECK JOB NC. SHEET fiiiBiiiiiiiitfi Dokkan Engin«erlTig PRCCRAH LPILE plua Vstaion 3.0 (C) COEYRIOHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED RSF Filled - Fixed CIDH Pile UNITS--BNGLISH UNITS • I t I II RSP_..ipo IHPUT INFORMATION THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES PILE LENQTH 3 POINTS 24,000 24.000 24,000 MOMENT OF INERTIA IN--4 .I63E-fOS .163E+05 .IfiJEi-OS .4S2E+0] .4S2E<D3 .452E<03 MODULUS OF ELASTICITY LBS/IN-*2 .325Et07 .325E+D7 .325E*D7 SOILS INFORMATION X AT THE GROUND SURFACE SLOPE ANGLE AT THE GROUND SURFACE 3.00 IN .00 DEG. 3 LAYERIS) OF SOIL LAYER 1 THB SOIL IS A SAND - P-V CRITERIA BV REESE ET AL. 1974 X AT THE TOP OF THE LAYER = 3.00 IN X AT THE BOTTOM OF THE LAYER = 60.00 IN MODULUS OF SUBGRADE REACTION - .500E+02 LBS/IH*-3 WVER 2 THE SOIL IS A STIFF CLAY WITH WATER-INDUCED EROSION X AT THE TOP OP THB LAYER X AT THE BOTTOH OF THE LAYER MODULUS DP SUBGffADE REACTION LAYER 3 THE [AVER IS A ROCK X AT THE TOP OF THE LAYER K AT THE BOTTCW OF THE LAYER MODULUS OF SUSORADE REACT ICW 60.00 IN 120.00 IN .750E«03 LBS/IN* 120.00 IN 240.00 IN .200EtO4 LBS/IN" DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X,IN WEIGHT.LBS/IN-"3 .00 .49E-01 eO.OO .49E-01 61.00 .69E-01 120.00 .69E-01 121.00 .72E-01 240.00 .72E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 6 POINTS X, IN C.LBS/IN-'2 PHI,DEGREES E50 .00 .139E+02 .3B0B-02 60 .00 .139E>02 .3S0E+02 BOUNDARY BOUNDARY AXIAL PILE HEAD HAX. MAX, 61.00 .278E+02 .000 .500E-02 CONDITION CONDITION LOAD DEFLECTICW MOMENT SHEAR 120.00 .278Et02 .000 .500E-02 BCl BC2 LBS IN IN-LBS LBS 121,00 .556E*02 42.000 .400E-02 .3DO0E'05 .OOOOEtOO .1400E>06 .6967E-01 -.15e7Et07 .3O0OE'O5 240.00 .556E«02 42.000 .400B-02 .60O0E>05 .OO00E*O0 .1400E>06 . 1447E>00 -.3215Et07 .eOO0E.rO5 BOUNDARY AND LOADlHa CONDITIONS itiiiiliilfiilii LOADIt«3 NUHBER 1 BOUNDARY CIHTOITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD LOADING NUHBER 2 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD ,300E*05 LBS .OOOE'OO IN/IN .14DE<'06 LBS .eOOEi-OS LBS .OOOEtOO IN/IN ,140E>06 LBS FINITE-DIFFERENCE PARAMETERS NUHBER OF PILE INCRraENTS DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE MAXIHUH NUHBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS MAXIKUH ALLOWABLE DEFLECTION OUTPUT CODES KOOTPT r 0 KPYOP = 0 INC ^ 1 100 .lOOE-04 IN 100 .lOE+03 IN OUTPUT INFORHATION CC«PUTE LOAD-DISTRIBUTION AND LOAD-DEFLECTION CURVES FOR LATERAL LOADIM3 LOADING NUHBER 1 BOUNDARY CCWDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD OUTPUT VERIFICATION .300E>05 LBS .OOOE+00 IN/IN .140E+OS LBS THE MAXIMUM HOHENT IMBALANCE EOR ANY ELQIENT - THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELQIENT LOADING NUMBER 2 BOUNDARY CONDlTICal CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD .200E-05 IN-LBS • -.461E-06 LBS .600E<^05 LBS .OOOE>00 IN/IN .140E<06 LBS OUTPUT VERIFICATION THE HAXIHUH HCffENT IMBALANCE FOR ANY ELBfEUT • THE HAX. LATERAL FORCE IMBALANCE FOR ANY ELQtEHT .SElE-05 IN-LBS .121B-05 LBS UMMARY TABLE DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 kfyor (U 3^5 {AO" 315 -b - ^^pt^^ JOB DATE JOB NO. JOB BY SHEET JOB BY SHEET JOB CHECK of JOB CHECK of Input FileName: pile.IN 12-20-2000 ******** COLDUCT (COLxN) ******** DUCTILITY of CIRCULAR and OBLONG COLUMNS, Ver 6.02, SEP-25-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.01 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.02 Add Steel Strain Output by Gong Chao, Dokken Engineering JOB TITLE: Rancho Santa Fe, Short Pile Capacity CIRCULAR Column Data Column Diameter (in.) = 24.0 Column Height (ft.) = 20.0 fixed-fixed Plastic Hinge length (in.) = 18.6 Cover to lateral rebar (in.) = 2.000 Reinforcing Steel Data Main bar = # 8 Number of bars = 7 Yield stress (ksi) = 60.00 Ultimate stress (ksi) = 90.00 Young's Modulus (ksi) = 29000 Yield strain = .00207 Hardening strain = .01034 Ultimate strain = .12000 Confinement Steel Data Spirals Bar = # 3 Bar pitch/spacing (in.) = 3.000 Yield stress (ksi) = 60.00 Concrete Data Compressive strength (unconf.) (ksi) = 4.000 Compressive strength ( conf.) (ksi) = 5.313 Ultimate strain (unconfined) = .00300 Ultimate strain (confined) = .01850 Column axial load (kip) = 70.0 Max. Allowable Steel Tension Strain Assigned by User: 0.0021 Max. Allowabe Displacement Ductility Assigned by User: 4.00 Effective Moment of Inertia calculation Mcr (k-ft) = 54 Mplastic (k-ft) = 373 Igross (ft"4) = 0.79 Agross (ft'^2) = 3.14 Recommended value of 'le' based on initial slope of moment-curvature diagram (ft''4) = 0.22 SUMMARY OF RESULTS Case Defl. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 1.59 0.000166 229 Nominal 3.12 0.000537 286 Ultimate 14.90 0.003294 373 Idealized Yield 2.34 0.000244 336 Idealized Ultimate 14.90 0.05674 0.003294 336 Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 6.37 Curvature Ductilities : Ideal. Ult. / Ideal. Yield = 13.53 Maximum Strains : Compression Cone. = 0.018500 Compression Steel = 0.009029 Tension Steel = 0.048136 ***************************************************** Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0021 Step Number 12.91 Cervature (rad/in) 0.000149 m Moment (k-ft) % 15076185.26E+17 This is not the Mp! Displacement (in) 1.43 m Displacement Ductility 0.61 Shear at Top (kips) 21.09 This is not the Vp! Ml %» m ***************************************************** It Additional Output Part Two Considering Max. Allowable Displacement Ductility set by user Max. displacement ductility 4.0000 Step Number 34.81 Steel Tension Strain 0.030465 it «l Cervature (rad/in) 0.002050 Moment (k-ft) 352.90 This is not the Mp! •Ml Displacement (in) 9.35 ^ Shear at Top (kips) 35.29 This is not the Vp! ^ END OF THE ADDITIONAL OUTPUT m NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' m end Mi m m m m m DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 PILE SHEAR CAPACITY kip := lOOOlbf Inputs: ksi kip V„ := 60/tip Ultimate Shear Demand . z in fc := 3.25 ksi Material Strengths fy := 60 Jtsi dpoe ••= 24 in Pile Diameter atar •= 0.79-HI^ Area of Main Reinforcing Bars Number of Main Pile Bars Area of Spiral Reinforcing Sspiral •= 4 w Pitch of Spiral ^ := 0.85 Strength Reduction Factor for Shear // := 0.6 Hardened, not roughened Concrete A := 1.0 Nonnal Weight Concrete Check Shear Friction: BDS 8.16.6.4 Av := atar-nbar Vn := A^/ fyfi A Equation 8-56 Vn = l99.0Skip FS := if > 1, "OK", "NG" FS = "OK" Project: 1163 Subject: By; mb Rancho Santa Fe Road Pile Shear Capacity Pile Shear.mcd Pile Shear Capacity 12/21/2000 m DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 m Check Column Shear Capacity: dpae 2 {dpae - 2 in) d 4- 2 7t Vc := 2-^fc ksi dpiie-6 Vc = 2.25x lO^jfcip FSi := '/ Vc-vi > 1,"0K" ,"NG" Equivalent "d" for circular Mamber (8-49) Equation 8-49 FSi = "OK" Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pile Shear.mcd Pile Shear Capacity 12/21/2000 m IM DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 PILE BAR DEVELOPMENT: INPUTS: kip := 1000 »/ dbi := 1.0 in kip fy ••= 60-— in kip fye '•= 68—- Diameter of Main Bar . 2 in fcCol ••= 3250 . 2 in Ibf feftg-= 3250— in ^pin •= 24 in Lcol ••= 20 ft Ab .79-iii^ Expected Yield Stress of Rebar Compressive Strength of Pile Concrete Compressive Strength of Pilecap Concrete Diameter of Column Maximum Column Length Area of Main Bar Minimum Embedment per BDS 8.24,25: ^ Lcol dpin'i5di,i,~^ 1^ := max Id = 2ft Basic Development Length 8.25.1 Minimum Development Requirements 8.24.1.2.1 Ldbase '•= At -2 in .04 /v . 2^y Ibf in dbl fcftg in / _ 2^ in Ibf in Modify units for Emperical Formula Ldbase = 33.258 Inches Project: 1163 Rancho Santa Fe Road Subject: Main Pile Bar Development Length By: mb 12/21/2000 Pile Bar Dev.mcd DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 Modification Factors 8.25.2.1: Aj := 1.0 A2 := 1.0 A3 := 1.0 A4 := 0.8 A5- 1.0 Ad := 0.75 Ldadj := Ldbase "* -^l -^2 -^3-^4-^5-^6 Ldadj = 19.955 in Required Embedment: Minjaii := Ldadj.'d) Min Jail = 24in Full 12" Cover Provided Normal Weight Concrete No Epoxy Coating Full Spacing of Bars No Excessive Tension Reinforcing #6 @ 4" Confinement Provded Provide for 24" Development of Main Reinforcerment into Bent Cap Project: 1163 Rancho Santa Fe Road Subject: Main Pile Bar Development Length By: mb 12/21/2000 Pile Bar Dev.mcd DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Elastomeric Beoring Pad, (Fabric Reinforced) For Acute Corner, (Light side) Parameters Lengthspan •= 120 ft LengthTrib •= 190 ft n:= 6 DLserv •= 960-kip LLserv •= 234 kip ST := 30 deg MQ := 1.0 M„ := .5 erv •Mr DLmin •= ^a DLmin = 80kip lap := 1000-lb lb psi := — . 2 m ksi := kip . 2 in Number of Girders Shear IMagniflcaion Factor at Exterior Girder, (for minimum stress), and Ali interior, (for maximum stress) LL erv max '^o n LLserv L^min'~ l^a Job: Subject: Date: 7/13/2002 Rancho Santa Fe Rd Bearing Pads By: mb mt BP_Fabric_Light.MCD m m m DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Superstructure Movement: Ax:= 1.5-.0000060—-—STLengthrrib in-deg Ay = 0.62 in 0.1 ft 0.005 ft „ , loo-ft-'-'^ Movementhoriz + Aps + Ashrink Movementhoriz = 1-76 in Trial Pod Dimensions Thicknan 2-Movemen^oriz Th'ckmii, = 3.51 in Tpad := 5-in W:~ 14-in L := 18-in Trial Dimensions WL P^thickmax := J Padthickmax = 6 in OK _ . l^Wiax + LLmax lb Padpsi := — Padpsi = 789.68 — W-L 2 in < SOOpsi OK „ , DLmin lb P^psumn - Padpsimin-317.46 — WL 2 in > 200psi OK Job: Subject: Date; 7/13/2002 Rancho Santa Fe Rd Bearing Pads By: mb BP_Fabric_Llght.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Check Initial Verticol Deflection As := 0.042 Compressive Strain, From Memo 7-1 ^i'- ^pad ~ Tpad'^s Tf ;= Tj - Tpad-As-.25 Tf = 4.737 in Tf V := — V = 0.99 Shear Force at Slippage _ _ l^^^n *'smax I V<7%, OK Fsmax= 16 kip f^sDesign •- WLMovemen^orij.- 169psi Tpad FsDesign = 14.95 kip OK USE FABRIC REINFORCED - 14" x 18" x 5" PADS AT EXTERIOR ACLTTE 6IRDER AND NEXT 3 INTERIOR eiRDER Job; Rancho Santa Fe Rd Subject; Bearing Pads Date; 7/13/2002 By: mb BP_Fabric_Light.MCD m m m m DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Fabric Reinforced) For Obtuse Corner, (heavy side) Parameters Ungthspan •= 120-ft LengthjTib •= 190 ft n:= 6 DLserv •= 960 kip LLserv '•= 234.kip ST := 30 deg Mo := 2.2 M„:= 1.18 •M, I^Lmin -= DLmin = 188.8kip kip := 10001b lb psi := — . 2 in ksi := kip . 2 in Number of Girders Shear lUlagnlflcaion Factor at Exterior Girder, (for maximum stress), and Ail Interior, (for minimum stress) LL I^Se rv Mr max-- ~"'o n LLServ ft a Job:1163 Subject: Date: 7/13/2002 Rancho Santa Fe Bearing Pad By: mb BP_Fabric_Heavy.MCD m DOKKEN Engineering Superstructure Movement: AT:= 1.5.0000060—-—STLengthTrib in-deg O.l-ft ^PS ^ 5 --— UngthTrib lOO-tt 0.005 ft „ , AT = 0.05 ft Aps = 0.1ft ^Shrink = Oft Movementhoriz •= + (Aps) + Ashrink Movemen^Qriz = 1.76 in Trial Pad Dimensions 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 AJ = 0.62 in — Thickmin := 2-Movementhoriz Thickmin = 3.51 in Tpad - 5-in W:= 24-in L := 24-in Trial Dimensions MM «M S:= (W+ L) S= 12in Ml Padthickmax •= — Padthickmax = 8 in OK m mm m Padosi := WL Padpsi =760.07— . 2 in < SOOpsi OK m Padpsi =760.07— . 2 in m m DLmin Padpsinun--Padpsimin = 327.78^ in > 200psi OK mm — ' m Job:1163 Rancho Santa Fe Subject: Bearing Pad Date: 7/13/2002 By; mb BP_Fabric_Heavy.MCD DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Check Initial Vertical Deflection As ;= 0.0275 Compressive Strain, From Memo 7-1 Tj := Tpa(j - Tpad-Aj Tf := Ti - Tpad-As-.25 Tf = 4.828 in Ti V<7%, OK V = 0.99 Fabric Reinforced Pad Shear Force at Slippage ^sMax *- DLmax PsMax = 70.4 kip ^sDesign •- W-L-Movemen^ori2- 169-psi Tpad FsDesign = 34.18kip Actual Force OK, Use 5.0" to match thickness of acute corner USE FABRIC REINFORCED - 24" X 24" X 5" PADS AT EXTERIOR OBTUSE eiRDER AND NEXT INTERIOR SIRDER Job:1163 Subject: Date: 7/13/2002 Rancho Santa Fe Bearing Pad By: mb BP_Fabric_Heavy.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Steel Reinforced) For Acute Corner, (Light side) Parameters Ungthspan 120-ft LengthTrib 190-ft n:= 6 ^Lserv '= 960-kip LLserv '•- 234-kip ST := 30-deg MQ.= 1 M„ := 0.50 DLs, erv M, ^Lserv DLmin '•= DLmin = 80 kip kip := 1000-lb lb psi := — . 2 in ksi:=i^ . 2 in Number of Girders Shear Magnificaion Factor at Exterior Girder, (for minimum stress), and Ail Interior, (for maximum stress) LL Mr max -- "'o n LLmin •- n m Job: 1163 Subject: Date: 7/13/2002 m Rancho Santa Fe Rd Bearing Pads By: mb mm BP_Steei_Llght.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Superstructure Movement: in AT:= 1.5.0000060 STLengthrrib in-deg O.l-ft ^PS - ^ 5 -—- LengthTrib luO-rt AJ = 0.62 in IM mm 0.005 ft „ , m m Movementhoriz := AT + Aps + Aghrink m Movementhoriz = 1-76 in mm m Trial Pad Dimensions mm m Thickniin := 2-Movemen^Qri2 Thickfnin = 3.51 in mm -Tpad-'= 4.5in W:= 14-in L := 16-in Trial Dimensions mm mm W + L S = 7.47 in mm mm mm Padthickmax := J Padthickmax = 5-33 in OK mm mm DLmax + L^max Padpsi-Padpsi = 888.39 — 2 in <1000psi OK m m m t^aopsimin -Padpsimin = 357.14 — in > 200psi OK mm m mm - m Job:1163 Rancho Santa Fe Rd Subject: Bearing Pads Date: 7/13/2002 By: mb BP_Steel_Light.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Check Initial Vertical Deflection As := 0.038 Compressive Strain, From Memo 7-1 TjTpad ~ Tpaj-As Tf := Ti-Tpad-As-.25 Tf = 4.286 in Tf V := — V = 0.99 Ti Shear Force at Slippage „ _ DLniin ''smax -- I V<7%, OK Psinax= 16 kip ^sDesign •-W-L-Movementhoriz' 169-psi Tpad FsDesign = 14.77 kip OK USE STEEL REINFORCED - 14" x 16" x 4.5" PADS AT EXTERIOR ACUTE 6IRDER AND NEXT 3 INTERIOR ©IRDER Job:1163 Rancho Santa Fe Rd Subject: Bearing Pads Date: 7/13/2002 By: mb BP_SteeLLight.MCD m DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 m mm m Elastomeric Bearing Pad, (Steel Reinforced) For Obtuse Corner, (heavy side) mm Parameters m Lengthspan •= 120-ft kip := 1000-lb ksi := ^ . 2 m lb 'n psi := — m LengthTrib '•= 190-ft . 2 in m n := 6 Number of Girders m mm ^Lserv '•= 960 kip m LLserv •= 234 kip m m ST := 30-deg Shear Magnificaion Factor at Exterior Girder, mm MQ := 2.2 (for maximum stress), and mm Ail interior, (for minimum stress) m» Ma:= 1.18 mm ^Lserv LLserv ««• DLmax — MQ n LLjuax • 'l^o n mm DLserv LLserv DLmin - n LLmin - Ma n WM KM mm DLmin - 188.8 kip mm m m m m m m m mm Job:1163 Subject: Date: 7/13/2002 Rancho Santa Fe Bearing Pad By: mb BP_Steel_Heavy.MCD DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Superstructure Movement: m AT:= 1.5.0000060 m'LengthTrib indeg O.l-ft ApS ~ 0.5-:^^ -UngthTrib 0.005-ft „ ^ AT = 0.62 in m m Movementhoriz := AT + Aps + Ashrink m m Movementhoriz = 1.76in m Trial Pad Dimensions m Thickjnin := 2-Movementhoriz Thickmin = 3.51in m Tpad.'= 4.5-in W:= 20-in L := 24-in Trial Dimensions mm W+L S= 10.91 in mm mm Padthickmax - J Padthickmax = 8 in OK mm m wm _ . DLmax + U-max Padpsi := ^ W-L Padpsi =912.08— . 2 in < lOOOpsi OK m m DLmin t^actpsinim--Padpsimin-393.33 — in > 200psi OK m m m m m m Job:1163 Rancho Santa Fe Subject: Bearing Pad Date: 7/13/2002 By; mb BP_Steei_Heavy.MCD Ml m DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Check Initial Vertical Deflection As := 0.0375 Compressive Strain, From Memo 7-1 Ti •- Tpad ~ Tpad'As Tf :=Ti-Tpad-As-.25 Tf = 4.289 in V:=I^ Ti V = 0.99 V<7%, OK Sheor Force at Slippage DLmin smax Fsmax = 37.76 kip PsDesign '- W-L-Movemen^ioriz' 169-psi Tpad FsDesign =31.65kip OK USE STEEL REINFORCED - 20" X 24" X 4.5" PADS AT EXTERIOR OBTUSE ©IRDER AND NEXT INTERIOR 6IRDER Job:1163 Rancho Santa Fe Subject: Bearing Pad Date: 7/13/2002 By: mb BP_Steei_Heavy.MCD m GUtrans MEMO TO DESIGNERS 7-1 • JUNE 1994 m 1.000 Shape Factor 3 i—Steel Reinforced Bearing Pad 2 3 4 56789 Compressive Strain, percentage 10 11 12 13 Figure 4B. Recommended Compressive Stress vs. Strain Curves for Steel Reinforced Bearing Pads PAGE 12 BRIDGE BEARINGS Osltfons MEMO TO DESIGNERS 7-1 • JUNE 1994 800 700 MM 600 500 a. «" «) 55 > *<n V) 09 a E o o 400 300 200 100 3 4 5 6 7 8 Compressive Strain, percentage Figure 4A, Recommended Compressive Stress vs. Strain Curve for Fiberglass Reinforced Bearing Pads BRIDGE BEARINGS PAGE II A-43 Gxftans Bridge Design Aids 1.6 T 2.2 1.5 - 3 CO «»i 1.3 i <^ 2 2 1.2 -a CS 0 1.1 • CO 1 1.0 i a f 0.9 H 0.8 - 2.0 I 1.6 ® i 1.4 o a u. g 1.2 CO o ^ 1.0 5 K O aa 0.8 0.6 0.4 / Obtuse < ^mer / Typic al l.nteric r Girder -Acute Comer 10» 20* 30* 40* 50» 60* Skew Chart No, 1 May 1990 ( m 341.5 k Vu(Avg)- I 203.3 k T Vu (Avg) X Factor 103.7 k t . Desig 1 Shear (Obtuse Comer) . • ^^^^Appfie< Vu with No Sne H Adjustmertt —" Desigt 1 16.7 k 0.0 0.1 0.2 0.3 0.4 0.5 Note: Acjjustmem for interior girder not shown 34* Skew Adjustment Sketch for Example Problem No. 1 5-32 DOKKEN ENGINEERING "1^ 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 * FAX (858) 514-8608 f ( rv^/L eo 'W5 m m m m mm m JOB SUBJECT BY CHECK JOB NO. SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 * FAX (858) 514-8608 z \Zoo 7^ 1-^ 4^ 3.1 JOB SUBJECT DATE BY CHECK JOB NO. ///3 SHEET i f I ft 1 tf tf [NOINEEKINO lilfiiiiiiii 9665 CHESSAPEAKE DRIVE, SUITE 435. SAN DIEGO, CA 92123 PHONE (858) 514-8377 FAX (858) 514-8608 Illllllililiilltltl JOINT MOVEMENT CALCULATIONS EA DISTRICT COUNTY ROUTE PM BRIDGE NAME AND NUMBER Ranctio Santa Fe Rd, @ San Marcos Creeic TYPE STRUCTURE C/P Prestress Box Girder TYPE ABUTMENT Cantilever Seat TYPE EXPANSION(r elasto pods etc.) 4" Reinforced, Elastomeric Pads <1) TEMPERATURE EXTREMES TYPE OF STRUCTURE MAXIMUM 105 F Steel Ranaef - MINIMUM 25 F Concrete (COTiventionaD Ranaef Concrete (PretensJoned) Range( = RANGE 80? X Concrete (Post tenslonecf Ranaer 0 (2) THERMAL MOVEMENT (Incties/lOOfeet) F) (.0000065 X 1200)= ANTICIPATED SHORTENING Oncties/lOOfeet) + 0.00 (3) MOVEMENT Onches/lOOfe* FACTOR 3t) <1) TEMPERATURE EXTREMES TYPE OF STRUCTURE MAXIMUM 105 F Steel Ranaef - MINIMUM 25 F Concrete (COTiventionaD Ranaef Concrete (PretensJoned) Range( = RANGE 80? X Concrete (Post tenslonecf Ranaer 0 F) (.0000060 X 1200)= F) (.0000060x1200)= F) (.0000060x1200)= + 0.06 + 0.12 g = + 0.63 FACTOR 3t) <1) TEMPERATURE EXTREMES TYPE OF STRUCTURE MAXIMUM 105 F Steel Ranaef - MINIMUM 25 F Concrete (COTiventionaD Ranaef Concrete (PretensJoned) Range( = RANGE 80? X Concrete (Post tenslonecf Ranaer 0 F) (.0000060 X 1200)= F) (.0000060x1200)= F) (.0000060x1200)= + 0.06 + 0.12 g = + 0.63 FACTOR 3t) <1) TEMPERATURE EXTREMES TYPE OF STRUCTURE MAXIMUM 105 F Steel Ranaef - MINIMUM 25 F Concrete (COTiventionaD Ranaef Concrete (PretensJoned) Range( = RANGE 80? X Concrete (Post tenslonecf Ranaer 80 F) (.0000060 X 1200)= F) (.0000060x1200)= F) (.0000060x1200)= 0.576 + 0.06 + 0.12 g = + 0.63 1.21 FACTOR 3t) llbM (1) DESIGNER DATE iTEM (2) CHECKED BY M. Bartholomew DATE 2-Oct-OO LOCATION (EG) Lower Uvel Seismic Move- ment Qnches) Skew (degrees) Do not use in calc. (4) Contrib- uting Lengtti (teeO Coiculcrted Move- nwnt 3 X 4/1(XI or 2EQ+2x4/2(X) Onches) M.R. Oncties) (Round up \o\rn Seal Type A, B, (Ottien) or Open Joint Seal WIdtti Umits Groo or 1 ve(saw cut) WIdttt nstanatton Widlti LOCATION (EG) Lower Uvel Seismic Move- ment Qnches) Skew (degrees) Do not use in calc. (4) Contrib- uting Lengtti (teeO Coiculcrted Move- nwnt 3 X 4/1(XI or 2EQ+2x4/2(X) Onches) M.R. Oncties) (Round up \o\rn Seal Type A, B, (Ottien) or Open Joint Catalog Numtwr WI One ties) Maximum (5)W2 (incttes) MIn. OMox. Tenr^. Structure Temp- eruture (F)' (6) Adjust from Max. Temp. Qncties) k/1 x 2x4/100 WIdtti at Temp. Usted Oncties) ws 5 + 6 Abutment 1 N.A 0.00 190.00 2.29 2.50 B Abutment 4 N.A 0.00 190.00 2.29 2.50 B file: mrcocxis date; J/19/95 k = (maximum temperature extreme) minus (superstructure temperature) * Measure superstructure temp, by piacing buib of concrete ttiermometer 6 inches into expansion Joint * When MR > 4", increase anticipated shortening by 25%. DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO. CA 92123 PHONE (619) 514-8377 • FAX (619) 514-6608 TO 5 f (V- tA; MP- JOB SUBJECT r DATE BY CHECK JOB NO. SHEET 7 -5