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HomeMy WebLinkAbout3190; Rancho Santa Fe Road over San Marcos Creek; Rancho Santa Fe Road over San Marcos Creek; 2002-12-20City of Carlsbad Project #3190 Rancho Santa Fe Road Over San Marcos Creek STRUCTURE CALCULATIONS 100% Submittal Submitted by: DOKKEN ENGINEERING 9665 Chesapeake Drive, Suite 435 San Diego, California 92123 (858)514-8377 Fax (858) 514-8608 DATE INDEX TO STRUCTURAL CALCULATIONS RANCHO SANTA FE ROAD OVER SAN MARCOS CREEK DESCRIPTION PAGE REFERENCES Foundation Investigation R-OOl Hydraulic and Scour Studies R-002 LAYOUT / GEOMETRY Structure Summary L-OOl Substructure Summary L-002 Depth / Span Ratio L-003 Superelevation Diagram L-004 Wingwall Length : L-005 Bentcap Layout L-006 Footing Depths L-007 SUPERSTRUCTURE Superstructure Summary S-001 Span Lengths S-002 Live Load Lanes S-004 Added Dead Loads S-005 Utility Loads S-006 Prestress Clearance at Bents S-008 Superatructure Torsional Stiffness S-009 BDS Summary S-010 Dead Load, HS Load, and Prestressing Analysis, Left Bridge, (BDS) S-011 Permit Load Analysis, Left Bridge, (BDS) S-019 Dead Load, HS Load, and Prestressing Analysis, Right Bridge, (BDS) S-028 Permit Load Analysis, Right Bridge, (BDS) S-036 Additional Mild Steel Summary S-045 Column Plastic Moment S-046 Superstructure Plastic Moment Load Analysis, (BDS) S-047 Superstructure Moment Capacities, Sample Calculations S-051 Superstructure Moment Capacity S-057 Superstructure Moment Demands S-059 Superstructure Shear Capacities, Sample Calculations S-062 Superstructure Shear Demands S-066 Camber S-073 INDEX TO STRUCTURAL CALCULATIONS RANCHO SANTA FE ROAD OVER SAN MARCOS CREEK DESCRIPTION PAGE COLUMNS Column Sunmiary C-001 COLX, Heigth max C-002 COLX, Heigth min C-005 Column Capacity C-011 Column Loads C-013 Column Load Summary C-020 YIELD C-021 Column Key Capacity C-026 Bar Development into Cap C-028 Pin Development into Column C-030 BENT Bent Cap Summary B-OOl Bent Cap Dead Loads B-002 Bent CapLive Loads B-003 Bent CapDead Load and HS20-44 Load, (BDS) B-004 Bent CapDead Load and Permit Load, (BDS) B-013 Bent CapDead Load and Seismic Load, (BDS) B-022 Bent Cap Moment Design, DL, HS B-027 Bent Cap Moment Design, Permit B-032 Bent Cap Moment Design, Seismic B-037 Bent Cap Shear Demand B-040 Bent Cap Shear Capacity and Sample Calculation B-044 Bent Cap Stirrup Spacing B-047 Bent Cap Shear Demand at Utility Blockouts B-048 Bent Cap Shear Capacity at Utility Blockouts B-051 Bent Cap Joint Shear B-059 FOOTING Ductility of Column Pin, (COLX) F-OOl Area of Column Key F-003 Footing Seismic Loads F-004 Pier Footing Design, (FOOT) F-005 SEISMIC Ductility Summary EQ-001 Seismic Analysis. SEISAB EQ-002 Response Spectrum, (ARS Curve) EQ-011 INDEX TO STRUCTURAL CALCULATIONS RANCHO SANTA FE ROAD OVER SAN MARCOS CREEK DESCRIPTION PAGE ABUTMENT ^„ Abutment Summary A-OOl Abutment Seat Width A-002 Diaphragm DL A-004 Abutment Design (ABUD) A-005 Footing Flexure Design A-018 ** Pile Capacity A-021 «i Bearing Pads A-030 ^ Wingwall A-045 Shear Keys A-046 « JOINT MOVEMENT Joint Movement Calculation, (MR) J-001 i: ] ] I m ] 3 1 m Mb 1 O T 1 O J JAM ON E 5 STRUCTURE FOUNDATION INVESTIGATION RANCHO SANTA FE ROAD BRIDGE CARLSBAD, CALIFORNIA PREPARED FOR DOKKEN ENGINEERING SAN DIEGO, CALIFORNIA JULY 2000 Hydraulic and Scour Studies for Proposed Rancho Santa Fe Road Bridge on San Marcos Creci; Prepared for Dokken Engineering 3914 Murphy Canyon Road, Suite A-153 San Diego, CA 92123 Prepared by Howard H. Chang May 1998 Howard H. Chang Consultants P.O. Box 9492 Rancho Santa Fe, CA 92067 Hydraulic and Hydrologic Engineering Erosion and Sedimentation TEL: (619) 756-9050 FAX: (619) 756-9460 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 STRUCTURE SUMMARY TWO SIMILAR THREE SPAN STRUCTURES APPROXIMATE BRIDGE LENGTH IS 368 FEET LAID OUT AT VARYING, (52 TO 60 DEGREE) SKEW FOR HYDRAULICS CIPPS BOX GIRDER CONSTRUCTION SEAT TYPE ABUTMENT PILE FOUNDATION AT ABUTMENTS, 24" CIDH 51'-9" WIDE STRUCTURE TYPE 25 AND 26, (WITH TUBULAR HAND RAILING), BARRIER RAIL THREE COLUMNS AT EACH PIER SPREAD FOOTING AT PIERS MINIMUN SOFFIT ELEVATION = 443.7' 6.6 FEET FREEBOARD FOR DESIGN FLOOD 0 FEET FREEBOARD FOR OVERTOPPING FLOOD SCOUR TO DEPTH OF 311 * AT PIERS ROCK SLOPE PROTECTION AT ABUTMENTS 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 SUBSTRUCTURE SUMMARY ABUTMENT HEIGTHS • BOTTOM OF FOOTING • ABUTMENT 1 = 335 FT • ABUTMENT 4 = 327 FT • MAXIMUM @ ABUTMENT 4,H = 21.0 FT, (DECK-BOF) • MINIMUN @ ABUTMENT 1, H = 20.5 FT COLUMN HEIGTHS • BOTTOM OF FOOTING, ALL PIER LOCATIONS = 314 FT • AVERAGE @ RIGHT BRIDGE (SOFFIT - TOF) • PIER 2 H = 29.7 FT • PIER 3 H= 27.3 FT • AVERAGE @ LEFT BRIDGE (SOFFIT - TOF) • PIER 2 H = 28.9 FT • PIERS H = 26.1 FT • MAXIMUM @ PIER 2 RIGHT BRIDGE, H = 30.3 FT (SOFFIT - TOF) • MINIMUN @ PIER 3 LEFT BRIDGE, H = 25.7 FT (SOFFIT - TOF) DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA92123 PHONE (619) 514-8377 • FAX (619) 514-6608 1^ <4 38,S JOB SUBJECT DATE BY CHECK JOB NO. SHEET II ii 11 li II li II 11 ti tt If t» § t It ti 11 ti 1^ I i -7.% flk • •o + Lt-s vvoo I 1- 7.1 \ 2-?f o o c 13 -0 X -< o > < o z 1 o o > z o cn > ^ • ^ CO • > m 2 P cji o SS (J. ro O) -» Q to CO CO 11 li II ii II li II II II II ffi II i» II IS t % t % % t I 1 r r in If o 2 c ji •D I -< O > z z °g o> C cn > I? CO > .. z m 2 O S P in O ?s COM o ^J 00 CO DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619)514-8377 • FAX (619) 514-iB608 10 3^' "I i'- L-<?c_ ; Q/ -1A. ' .y^^ 'j - Cob 4 - JOB SUBJECT DATE BY CHECK JOB NO. SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (868) 514-8377 • FAX (858) 514-8608 /2.^/v^. A,~ri 00 ^i--- ^ P- "TtTYi . ^^ i— 6 314 JOB SUajECT DATE BY CHECK JOB NO. SHEET DOKKEN ENGtNEERING 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 (858)514-8377 Fax (858)514-8377 BRIDGE LENGTH = 369.91' BRIDGE LENGTH = 346.77' RANCHO SANTA FE ROAD AT SAN MARCOS CREEK SUPERSTRUCTURE SUMMARY SPAN LENGTHS • LEFT BRIDGE SP1 = 115.01 SP2 = 138.85' SP3 = 116.05' • RIGHT BRIDGE SP1 = 108.05' SP2 = 113.15' SP3 = 125.57' REQ'D DEPTH: 0.040 (CONT. SPAN) X 139' = 5.56 FT.... USE 5.5' GIRDER SPACING =1.5 TO 2.0 X DEPTH = 8.25'TO 11.0' USE 8'-9" 7'-9'' = 7 7/8" = 6" =1*6" = #6 @ 13" = USE7 = USE4 • EFFECTIVE SPAN TOP SLAB BOTTOM SLAB TRANS BARS # 5 PER BAY # 4 PER BAY TRANS BOTTOM = USE #4 @ 13" • UTILITIES IN BRIDGE • RIGHT BRIDGE 27" WATER w/ ELECTRICAL 27" OPENING FOR 4" GAS IN 10"CASING • LEFT BRIDGE 24" SEWER 24" RECYCLED WATER w/ 6" GAS IN 10" CASING SEE TYPICAL SECTION ON PLANS DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 '0- / / V / 0 / ^ —. J ITJo' f o — s. I *i 5pA^ I ; l|S.O\ ' Z. - (3.8 gr ' ^ c il(^.o§' JOB SUBJECT ^ /^0;>g-L DATE BY CHECK JOB NO, SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (868) 514-8377 • FAX (858) 514-8608 1^ /3o . 76 ' •2- - I0&-OS JOB SUBJECT -^^^r^Cye /^QDCC-DATE JOB NO. JOB DATE JOB NO. JOB BY CHECK SHEET JOB BY CHECK SHEET JOB BY CHECK SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 O 5-1 JOB SUBJECT DATE BY CHECK JOB NO. SHEET DOKKEN ENGINEERINB 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 "^wp-evsri^^^x^t^^ ^''ox:>^ T>-e>v\) Cjg^vrN, c3 V 02-uA^y use,-. JOB SUBJECT DATE BY CHECK JOB NO. SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 JOB SUBJECQ^^ DATE BY CHECK JOB NO. SHEET DOKKEN ENSINECRING 3054 GOLD CANAL DRIVE • RANCHO CORDOVA, CA 95670-6116 - PHONE (916) 858-0642 • FAX (916) 858-0643 m IDU opt-) m m 27 2%, I'd 3.^7 107.1 2^7. 7 m m 2i 25.73 m Ml 20 Z. I& Z<DO,f m /t> zo.o hi 6 m 6" \U ^.-'^U/lf rtV!*c?^ ^ -f's^L-ie fii^C^^^ f"^tiAr C^rO^M 1 V r J 4 V • • '0 JOB SUBJECT DATE BY CHECK JOBNg._„ SHEET ^'7 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 7^ 3 <2^ S" 6 1(2- poi- use 1-4'^ ^ '^:)X>5 JOB SUBJECT DATE CHECK UL3 - SHEE"n DOKKEN Engineering 3914 Murphy Canyon Rd, Ste A-153 San Diego, CA 92123 Superstructure Torsional Stiffness kip := looo ib kN := looo newton 'slab ==7.875 in Thickness of top slab ' soffit6 Thickness of soffit Width siafj ;=48.25 ft Width of deck slab (neglecting overhangs) Width soffit :=45.25 ft Width of soffit Depth super'-~^'^'^ Depth of superstructure t exterior '•- ^^ in Thickness of exterior girder t2 =6.9375«in M '~ ' exterior t J = 1.0833«f^ Depth super-'^2 b J =4.9219-ft b 2 := (Width slab + l^*"* sojE^/) O-S b2 = 46.75*ft 2-fb,-b b, b2 1| =1239.81^ft'* Job: Subject: Date: 6/20/00 Rancho Santa Fe Left Deck Torsional Stiffness By: MB Deck Properties.MCD -|-^ -WT- -rr -r^ -ly T 9665 Chesapeake Drive Suite 435 11 ( I K JV K I\ San Diego, CA 92123 — 1 (858) 514-8377 E N G . N E E R , N G Fax (858) 514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK HS20-44 and Permit load cases were run for each bridge. Different values for p- jack were found. Because of the longer spans, the left bridge was used to model the additional moment and shear demands for the seismic case. Similar detailing is used for the right bridge. LEFT BRIDGE BDS RUNS 1. 1163H - Model hlS20-44 loading solve for p-jack such that concrete tension 2. 1163P - Model Pennit loading with given p-jack 3. 1163HPIN - Use I cracked for columns, find dead load and PS moment distribution into superstructure after plastic hinging of columns 4. Plastic - Use I cracked for columns, input Mplastic at column tops, find plastic moment distribution into superstructure. RIGHT BRIDGE BDS RUNS 5. RTBR_H - Model HS20-44 loading solve for p-jack such that concrete tension =€l^^^<;^ J 6. RTBR_P - Model Permit loading with given p-jack leiitiitiiiiiiti «l«t«*«tt(ttll ItlttI •«*• ttltti Hit ttl«l«i*ilil tttllii»*MI NIttI («•« ttl*l 1*11 t)ltlttit**ttlt *(ttttt«ttl« iiti«tt*i«t«t It** **** •*** **«* *•*« **(» •I** *«*« («*( **«* I*** **(* I*********** I********** «***«•*i* *(*ii« ittttl*ll*»* ******ll**** **** ***• *!**• (**l*» l*tlR«( •***! **** **** *!********** ********** *•*«*> (c) 1990-91 Dokken Bnglneeiing All rlflhts reseived. Date: 11/27/00 Tlmei ia:13i51 Pile: 1163h.txt user: unknowi sorted input Data ^ 1 2 3 4 5 G 7 B 12345«7e90I13456T8901134SC7g90123456Te9012345S7B9D123t5G7e90133t5S1B9013345CTB90 1163 RMKMO SAHTk PE RD LEFT BRIDGE 000 oioiasp HUSO 36O0 150 100 030303 M13S9 3£O0 ISO 100 030104 HHiiei 3fiO0 150 100 040503P 3S9 45 3250 150 100 05Dfi03P 2fil 45 3250 ISO 100 OlODOD 5ie 550 78* GOO 413118200118200 35 713 35 713 01 aoo 010200 Sie 550 78* 800 412113300113200 35 713 35 713 02 200 01094002 200 011110 518 S50 78B BOO 413118300118200 35 713 35 713 03 300 03000003 300 02004003 200 02031003 200 02120002 200 O313e003 300 03000003 300 03004003 200 03030002 200 03094003 300 03116001 300 040000 477 S039 301 OSODOO 477 6039 301 0101 3S5 U 001150 BMIRIBR MIL OVERLAY UTILITIES 300 0102 3SS U 001389 BARRIER RAIL OVERLAY UTILITtSB 300 0103 3SE U 0D1I61 BARRIER RAIL OVERLAY UTILITIES 300 01 3700 3TO0 10 4DD 2010101 4010 358 433 143 2027075B 3 31 830040 11 600 2010102105D10 143 433 143 3027075B 3 31 tl 600 201O1031OSO 143 433 35S 3027075B 3 31 11 6D0 « i « I i I n63ti.t'RT llliiliillliBill NO LOC. call z 1 11 D Top fiot Mo M T H Met T M Pact L EX In L Ex in B Store *»«*** IIRII* +/- Code V/D H Z 1 Area III • E-Store Store ******** **(***** 1 0.0 0.0 0.0 51. 5.50 7.SB COO t 13 1 IB 3.00 1 IS 3.00 3.5 7. 13. 3.S 7. 13. 3600. 01 *(**(**•*• *ltt*ltt*«tt* 1 30.0 0.0 0.0 51. 5.SO 7.88 6.00 4 13 1 13 3.00 1 13 3.00 3.5 7. 13. 3.5 7. 13. 3600. 03 **** •*•* 1 94.0 02 •• Recall Only *««• ***( 1**1 1 111.0 0.0 0.0 51. S.SO 7.88 8.00 4 13 1 18 3.00 1 IS 3.00 3.5 7. 13. 3.5 7. 13. 3600. 03 *•*• i**ii*( (*«itti *•** ******* 1****1 SECTION PROPERTIES OUTPUT >l*l >IN( *«• •>(* *«l* HBI ***(****** ***(«*l»*( NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY E ******** *«***#*» ****** ****** 1 0.0 5.50 25.90 3.12 88.00 374 43 19096.66 3600.OO 1 30.0 5.50 25.90 3.14 84.03 367 37 17479.DC 3600.00 1 94.0 5.50 25.90 3.14 84.02 367 37 17479.06 3600.00 BDS PC version 1.3.7 (04/05/91) 1 III.O 5.50 25.90 2.96 93,67 408 60 19796.90 3600.00 DB - BDS - PC vl.3.7 1163 lUUKHO SANTA PS RD LBn BRIDGE 11/37/00 FRAKE DESCRIPTION HBI JT. CQND NO LT RT LT RT DIR SPAN /-••/ /•••/ /•-•/ /•-•/ / / /-SUPPORT <» HINGB -/ / / 115.0 13S.9 116.1 28.9 26.1 0.00 0.00 O.DO D.OO 0.00 0.0 0.0 0.0 4.5 4.5 CARRY OVBR DEAD LOAD K FACTORS RECALL E UNI SBC LT RT LT RT KB4 / / / / / / // /- 3600. 0.000 .150 0.00 0.00 O.DO 0.00 3600. 3600. 3350. 3350. O.ODO .150 0.00 0.00 O.DO 0.00 0.000 .150 0.00 0.00 0.00 0.00 O.DOD .150 0.00 0.00 O.DO 0.00 O.ODO .ISO 0.00 0.00 0.00 0.00 File; DB • BDS • PC VI,3,7 1163 RANCHO SANTA PR RD LEFT BRIDGE Section Properties - Input Hem MBIBER 1 PROPERTIES •• WARNING - HEHBBR LENGTHS DISAGREE. THAT GIVEN IN FRAME DBSC. IS USED. LBNGTHl 115.0 MIN B'll 0.133E*07 STIPPi 4.047 LT 4.117 RT C.O.t 0.510 LT 0.501 RT section pTopettl*! - Input Mea Re No Loc, Call Z Y m 0 TCV BOt HO M T W Pact T H Pact L Ex In L Ex in E Store +/• code V/D - H Z Y Area In E B-Store Store 3 0.0 03 Recall Only 3 4.0 03 *• Recall only 2 21.0 03 •• Recall Only 2 120.D 02 Recall Only 2 136.D 03 Recall Only SECTION PROPERTIES MBI HO LOC. DEPTH Z-BAR Y-BAH AREA IZZ lYY B 3 0,0 5.50 35.90 3.96 93,(7 4DB.60 19796.90 3600.00 3 4,0 S.5D 25.90 3.96 93.67 40B.60 19796.90 3600.OD 3 31.0 5.50 35.90 3.14 B4.03 367.37 17479.06 3600.00 3 130,0 5,50 25.90 3.14 84.03 367.37 17479.06 3600.00 3 136.0 5.50 35.90 2.96 93.fi7 408.60 19796.90 3600.00 Pi lei 11/37/00 Page 3 DB ' BOS - PC vl.3.7 1163 RANCHO SANTA PB RD LEFT BRIDGE MO<BBR 3 PROPERTIES *• NARNING - MEMBER LENGTHS DISAGRBB. THAT GIVBH IN FRAME DBSC. IS USED, LSNGTRi 138.9 MIN E*Il 0.132B+07 STIPPi 4.155 LT 4.118 RT C.0.1 0.507 LT 0.511 RT Section Properties • input t I > I i I I Hen Re No Loc, Call Z Store 3 0.0 03 3 4.0 03 3 20.0 02 3 94.0 02 3 116.0 01 SECTION PROPERTIES HQ4 Bot Ho N T M code V/D '• Recall Only Recall Only •• Recall Only •* Recall Only •• Recall Only I 1 I I Pact T w Pact Area In leiiitiiiifi fill lit! B-store store 1163ft.PRT NO L /•--/ /- 1 3 3 tn LOC, DEPTH Z-BAH Y-BAR AREA IZZ lYY B 3 0.0 5.50 35.90 3.96 93.67 40a.60 19796 90 3600.00 3 4.0 5.50 25,90 3,96 93.67 408.60 19T96 90 3600.00 1 20.0 S.SO 35.90 3.14 84.03 367.37 17479 06 3600.00 3 94.0 5.50 25.90 3,14 B4.03 367,37 17479 06 3600.00 3 116.0 5.50 35.90 3.12 88.00 374,43 19096 66 3600.00 KSHBEN 3 PROPERTIES HASHING - HEHBBR LENGTHS DISAGREE. THAT GIVBl IH FRAME DBSC. IS DSED. LENGTH: 116.1 HIN E-Ii O-Il^E^OT STIFF: 4.153 LT Section Properties - Input 4,055 RT CO,: 0.500 LT 0,512 RT Hea Re Ho Loc. Call Store BOt NO M T H •/• Code V/D ASSUMED DATA26 SECTION PROPERTIES - OITTPUT MB) HO LOC. Y-BAR 0.00 AREA 47.70 DEPTH Z'BAH 4 0.0 0.00 0.00 HBIBBR 4 PROPERTIES LENGTH: 2B.9 HIN B-I: 0.196B<-06 STIFF section Properties - input IZZ 60.39 Pact T M Pact Area liz lYY 0.00 L Ex in B E-Store Store 4.000 RT CO.; O.50O LT 0.500 RT Hen Re No Loc. Call Store Top Bot NO H T H Code V/D ASSUHBD DATA26 Pact T N Pact Area In L Ex In E E'Store Store File: DE - BDS • PC vl.3,7 11G3 RANCHO SANTA FE RD LEFT BRIDGE Section Properties - input Men Re No Loc. Call Z Y M Store +/- code V/D H Z SECTION PROPERTIES - OOTPUT MEM NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 5 0.0 0-00 0.00 0.00 47.70 60.39 MEMBER 5 PROPERTIES LEM3THI 36.1 KIN E'l 1 0.19GE+06 STIFF; 4.000 LT 4,000 RT CO,: 0.500 LT O.SOO RT Top Bot Ho I) T 0 Pact T N Pact L Ex In H Z Y Area Iii E lYY E 0,00 3250.00 L Ex In E B-Store Store Pile: NO ERRORS POUND FRAME PROPERTIES BHD MB* JI COND DB - MIS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 11/37/00 CARRY OVBR FACTORS Page DISTRIBOTIOH FACTORS LT RT DIR SPAN MIN B'l / / / /•-•/ / / / / / P H 115.0 0.1333B*07 138.9 116.1 38.9 36.1 0.1333B*07 0.133}Bt07 0.1»63B*0« 0.1)63B*0« HINGB B LT RT LT y _ . . RT / / /-/ D.O 3600. O.SIO 0.000 0.000 0 370 0.0 3600. 0.507 O.Sll 0.416 0 405 0.0 3600. 0.000 0.513 0.363 0 000 4.5 3250. 0.500 0.000 0.000 0 314 4.5 3250. O.SOO 0.000 0.000 0 333 IP HBMBER IS HORIZOtmL SUPPORT OR HINGE FIELD BQUALS LOCATION OF HINGE PRCt4 LBPT DO OF HBfflER IF KEHBEB IS VERTICAL SUPPWW OR HINGB FIBLO EQUALS SUPPORT WIDTH USED FOR HCMBNT BBDUCTIOH •••• IP 8DPBRSTRUCTURB SECTIONS OR PARTS CARDS ARB NOT USED MCMENT REDUCTICM HILL HOT TAKE PLACE "•• File; DB - BD9 - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE FIXED END MQNBITS TRIAL 0 HEM FIXED END MOMENTS MBI FIXED END MOMBfTS Page 6 HEM FIXED BHD MOMENTS NO LT RT NO LT RT 1 0. -31294. 3 -30730. -30461. 4 0. D. 5 0. 0. Pllei DB - BDS - PC VI.3.7 11/37/00 1163 RANCHO SANTA FE RD LEFT BRIDGE SIDESMAY DIAGNOSTICS File: DE - BDS - PC vl.3.7 11/27/00 1163 RANCHO SANTA PB RD LEFT BRIDGE SIDESMAY HOT COHSIDBRED. FRAME CANNOT SMAY. HORIZONTAL HEHBBR HCHBNTS TRIAL 0 MBI NO LEFT .1 PT .2 PT .3 PT ,4 PT ,S PT ,6 PT ,7 PT .8 PT 1 0, 5447, 9193, 1126S. 11673. 10413. 74S6. 2S93. -336S. 3 -30775. '9733. -1334. 4834. B461. 9656. 8430. 4753. -1347. I -18695.1 3 -21274. -1139S. -3323. 3046. 7714. 10684. 11955. 11537. 9400. ( -19050.) HORIZONTAL MBIBER STRRSSES TRIAL 0 BCTTOK FIBER 1 0. -319, -S4S. -6(B. -693. -617. -444. -171. 300. 3 941. 536. 73. -287. -503, -S73, -499. -282. BO. 3 959. 619. 197. -181. -457. -633. -709. -683. -S57, HORIZONTAL HEHBBR STRESSES TRIAL 0 TOP FIBER 1 0. 343, 411. 503. 523. 465. 335. 139. -150. 3 '806. -437. -55, 316. 378, 433, 376. 212. -60. 3 '833. -500. -148. 136. 345. 477. 534. 515. 430. VBtTICAL HBHBER HCtffiNTS TRIAL 0 4 0. 19. 38. 57. 7«. 9S, 114. 133. 152. 5 0. -37. -73, -110. -146. -183. '319. -256. -292, HORIZONTAL HBHBER SHEARS TRIAL 0 1 548.9 399.0 252.B 107.9 -37.1 -183.0 -327.0 -471.9 '616.8 3 S92.3 701.3 533.7 34S,6 173.6 -1.5 '176.5 -3SI.6 -526.7 3 931,6 771.3 G31.G 475.3 33B.9 182.G 3G.3 -110.0 -2S6.4 VERTICAL HBIBBR SHEARS TRIAL 0 4 6.6 6.6 6.6 6.6 6,6 G.G 6.6 6.6 6.6 5 -14,0 -14.0 -14.0 '14.0 -14.0 -14.0 -14.0 '14.0 -14,0 VERTICAL MBIBER REACTIONS TRIAL 0 HBI LT RT KDSBR NO RBACTION REACTION HEIGHT Page 8 .9 PT RIGHT 11298. -20965. -9879. -30909, ( -1876S.I < -18830.) 5568. 633. 571. -336. -498. -439. 348. 0. 945. 948. 0. -810. -813. 0. 171, 190, -329. -365. '763.4 -919,5 -703.1 -888.7 -404,3 -555.6 6.6 £.6 -14.0 -14.0 il II It i/lilf II fl^f «i fflllffi if II lliltl 1163H.PRT 1 1 2018.6 2007.0 IBll.B 1820.3 206.B 1BG.7 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAH LT. BHD 0.002099 0.000032 -0.000065 'O.D0OO65 -0,000065 -0,000056 RT, END 0.000112 0.000112 SPAN 3 LT. BHD 0.000112 RT. END -0,OOJ17S HORIZOMTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DWNMARD POSITIVE MBIBER 1 E> 3600. 0.000 0.023 0,043 0.057 0.063 0,060 0.051 0.037 0,020 0.006 O.OOO MEMBER 3 B- 3600. 0.000 0.007 0.033 0.041 0.054 0.059 0.054 0.040 0.023 0.006 0.000 HBIBBR 3 E- 3600. 0.000 0.007 0,022 O.039 0.054 0.063 0.06G 0.060 0.045 0.035 0.000 VERTICAL MEMBER DEPLBCTICWS IN FEET AT 1/10 POINTS PRCN LEFT BHD. HBIBBR 4 E- 3350. 0.000 0.000 0,000 O.OOO O.OOO 0.000 0.000 0.000 O.OOO 0.000 0.000 MEMBER S E- 3250. 0.000 0.000 0.000 0.000 0.000 -0.001 -0.001 -0.001 0,000 O.OOO O.OOO File; DE -BDS - PC vl,3,7 11/27/00 Page 11G3 RANCHO SANTA FE RD LEFT BRIDGE LOAD DATA TRIAL LINE HBI LOAD M OR P CODE A B 1 3.550 • 0.0 115.0 2 3.550 D 0.0 138.9 3 3.550 u 0.0 116.1 FIXBD END WMEHTS LEFT RIGHT DEFLT 0, 0. 0. 0. 0. 0. FIXED BHD HCKENTS TRIAL 1 HBI FIXED BHD MOMENTS -5972, 0. FIXED END KQHEHTS COMIENTS BARRIBH RAIL WERLAV UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES FIXED END HCHBNTS -5804. 0, 0. 11/37/00 DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BRIDGB ••• SIDESMAY NOT CONSIDERED, FRAME CANNOT SHAY. Page II HORIZONTAL MBIBER HCMENTS TRIAL MEM NO LEFT .1 PT .3 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 1525. 2580. 3166. 3283. 2930. 2107. 815. -946. -3177, -5878, 1 -5833. < 5344 3 -5961. 1 -5342 -3745. ) •3212. 1 351. -941, 1357. 852. 3380. 3166. 2719. 3001. 2373. 3358. 1341, 3236. -375. 3636. -2776. 1557. -5S62, 0. HORIZONTAL MBIBER STRESSES TRIAL 1 BOTTCH FIBER 1 0. -89. ISl. -188, -195. -174. -125. •48. 56. 17B. 265. 2 264. 151. 21. •BO. •141, -161. -141. -80. 22. 160. 266. 3 269. 175. 56. -50. -128. -178, •199. -193. -1S6. -91. 0, HORIZONTAL MBIBER STRESSES TRIAL 1 TOP FIBER 1 0. 68. 115. 141. 147. 131, 94. 36. -42, •140, -327. 2 336. -131. -16. 61. 106. 121. 106. «0. -17, -133, -329. 3 -230. •141. -42. 38. 97. 134. ISO. 145. 118. 69. 0. { -5263.1 ( -5380.1 VERTICAL MBIBER MOMENTS TRIAL 1 4 0. 5. 11. 16. 5 0. -10. -30. -30. HORIZONTAL MBIBER SHEARS TRIAL 1 1 153.0 112,2 71.4 30.5 2 246.3 197,0 147.6 98.3 3 357.4 316,2 175.0 133.8 VERTICAL HBIBBR SHBARS TRIAL 1 4 1.9 1.9 1,9 1.9 5 -3.8 -3.8 -1.8 -1.8 VERTICAL HBIBER REACTIONS TRIAL 1 MSI LT RT 23. -40. -10.3 49.0 92.6 1.9 -3.8 HO EEACTION 501.5 504.3 REACTION 501.5 504.3 37, -50. -51.1 -0.3 51,3 1.9 -3.8 MEMBER WEIGHT 13, •59, -91.9 -49,( 10.1 1.9 -3.8 38. -69. '132.8 -9S.9 •31.1 1.9 -3,8 44, -79. -171.6 -148.2 -72.3 1.9 -1.8 49. -89. -214.4 -197.5 -111.5 1.9 -3.8 55, -99. -255.3 -346,8 '154.7 1.9 -3.8 DE - BDS ' PC Vl.3.7 1163 RANCHO SANTA FE RD L8FT BRIDGB Page 12 TANGENTIAL ROTATIONS SPAN LT. END RADIANS RT. END CLOCKWISE POSITIVE SPAH LT. END RT. END 0.000030 0.000030 SPAN 3 LT. END 0.000030 1 0.000590 -0.000019 3 -0.000019 4 0.000009 -0.000019 5 -0.000015 HORIZONTAL MBIBBR DBFLBCTIONS IH FEET AT 1/10 POINTS FROM LEFT END - DOHNHARD POSITIVE KBNBBR RT. END -O.OOOfilO KEHBER 2 3 B- 3600. B- 3600. B- IGOO. BFLBCnOHS B- 32Sa. E- 3350. O.ODO 0.0O7 0.013 0.016 0.018 0.017 0.014 0.010 0.006 0.003 O.ODO 0.000 0.003 0.007 0.011 0,015 0.D16 0.O15 0.011 0.006 0.003 0.000 0.000 0.003 0.006 0.011 0.015 O.DIB O.DIS 0.017 0.013 0.007 O.ODO FEST AT 1/10 POims FROM LEFT B4D. 0.000 0.000 0.000 0.000 0.000 O.DOD 0,000 0.000 0.000 0.000 0.000 O.OOO 0.000 0.000 0.000 0.000 O.DOD 0,000 • 0.000 0.000 0.000 0.000 DB - BDS - PC Vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGB LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES MBM SUPERSTRUCTURE SUBSTRlxmiRB HO. LT.EHD RT.BND LT.EMD RT.END RESISTING MOMENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT M S SCALE BIV. IHFLU- EHCE LIHE3 2 3 LIVE LOAD HO. 3.700 3.700 3.700 l.TDD 3.700 3.700 1.0 1.0 1.0 1.0 1.0 1.0 - TRUCK- P3 LANE HO. LIVE UNIFORM HON. SHEAR LL LOAD RIDER RIDER IHPACT LN3, SIDESMAY 8.0 14.0 32.0 14,0 33.D CCHIBrrSi HS30-44 AASHTO LOADING a.640 18,0 26,0 WITHOUT ALTERNATIVE I C I i t i IMPACT FACTORS CALCULATED BY PROGRAM IMPACT % 21. 19, 31. I » t 1 I f t ) f LL NO. 1, MBI LEFT NO 1 0. DE - BDS - PC vl,3.7 11/37/00 Pag 1163 RAHCHO SANTA FE RD LEFT BRIDGE NEGATIVE LIVE LOAD HOIEHT ENVELOPE AND ASSOCIATED SHBARS .3 PT .1 PT .4 PT ,5 PT -2S6. -572. -858. -1144. -1430, SHEAR 0.0 -24.9 -24.9 -24.9 2 -7088. -3881. -2054, -1711. I -G(B5.) SHEAR 269.4 185.5 -3,4 0.3 1 '6985. -4210. -2432. -1952. 1 -6360.) SHEAR 274.4 304.3 18,7 14.0 -34,9 -24,9 •1707. -1703, 0.3 0.3 •1673. -1395, ,6 PT -171G. -24.9 1699. 0.3 1116. 24.0 34.0 HORIZONTAL MEMBER STRESSES LL MAX HEG BOTTOM FIBER 1 0. 17. 34. 51, 2 326. 214, 132. 101, 3 320. 239. 144. 116, HORIZONTAL HBIBBR STRESSES LL MAX NEG TOP FIBER 1 0. -13, -26. -38, -51. -61, 2 -380. -171. 92. -76, 3 -274. -18S, -109. -87, .7 PT ,B PT .9 PT BIGHT -3003. '3458. -4168. -691B. ( -273.0 •7139. ( -370.0 0. 0.0 -24,9 •1695, 0.3 -817, -15.9 -202.6 •2051. -3905. 1,9 -1B7.1 -S5B, -279. 66. 101. 99. -76. -75. 65. 101. 63. -76. -63. 102. 119. 146, 234. 317. 101, 100, 133. 236. 338. GG. 50. 33. 16. 0. -77, -69. -110. 185. -272. -76. -76. -92. •174. -381. -50. -17. •35. -12, 0. Pile: 11/37/00 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGB DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT BIVELOPB MBI LEFT . 1 PT ,3 PT .3 PT .4 PT .5 PT ,6 PT ,7 PT .8 PT .9 PT RIGHT NO 1 0. 5161. 9620 1D4D7, 10519. 8981 5770. 891, -5825, -15486. -37883 3 -37863. •13603. -3378 3124, 6755. 7954 6721, 3057, -1398. '13784, -2SD36 ( -35180. 3 -3B359. -15607. -S754 1093, 6041. 9289 10839. 10690, 6842, 5289. 0 ( -25411. HORIZ(WTAL HBIBER STRESSES FOR DL'LL MAX NEG BOTTOM FIBER 1 0, -303. -511, -617, -634. -533. -342, -53, 345. 967, 1262. 2 1267. 750. 194. -IBS, -4D0. -472. -39S, -161. 301. 797. 1376. 3 1279. 848. 341. -65, -358. •551. -643. -614. -534, -310. 0. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX NEG TOP FIBER 1 0. 310. 385. 465. 470-401, 258. 40. -260, -683. •1081. 2 -1086. -S9B. -146, 140. 301, 355. 300. 137. -152. '613. -1094, 3 -1096. •684. -357, 49. 270. 415. 484. 476. 395. 235. 0, 11/37/00 Page 16 LL HO, 1. HEM LEFT DE - BOS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE POSITIVE LIVE LOAD MCMBNT ENVELOPE AND ASSOCIATED SHEARS .1 PT .3 PT .4 PT ,5 PT ,6 PT ,7 PT .8 PT .9 PT RIGHT 1 0. 3833, 4737. SBOl. 6160. 5962. 5197, 391B. 2397. 897, 571. SHEAR 0.0 346.4 205.9 146.9 109.S -147,6 -ISl.B -112.6 -139,4 -103,5 5.C t I t 1163n.l»RT fflt&lifl 11114 1 t I •6397.) -6522.) { -35062.) ( -15352.) 2 SHEAR 3 SHEAR 901. •25.9 5(3. -4.8 1056. 91.1 BBl. 103.0 2793, 331.3 1277. 339.8 4397. 186.6 1909. 313.3 5413. 148.7 5304. 183,5 5712. •110.4 5987. 148.3 5399. -149.5 6215. -108.9 43(9. '187.4 5841. -146.4 3757. -221.9 4774. '305.6 1047. -90,0 2858. •346.1 933 16 0 0 HORIZONTAL MBI BBR STRESSES LL MAX POS BOTTW FIBER I 0. -166. -381. '344, -366. '353. -308. -313. •136. -50. 39. 1 -45. -SB. -166, -161. -331. -339, -110. -159. -163. -61, 46, 3 •28. -46, -135, -331, -309. -355. -366. -346. -283. -167, 0, HORIZCMTAL MB< DBR STRB8SBS LL MAX POS TOF FIBER 1 0. 136. 313. 259. 276. 2G6. 213. 175. 103, 40. 35. 2 39. 46, 125. 196, 241. 255. 141. 19S, 123. 47. 40. 3 34. 39. 103. 17S. 233. 368. 178. 261, 313. 117. 0. File: DB -BDS - PC vl.3,7 11/37/00 Page 17 LL NO. 1. MBI LEFT HO 1 0. 1 -19874. ( -17764.) 1 -20712. •lOSlS. -1045. < -18417.) 11(3 RANCHO SANTA FB RD LEFT BRIDGE DEAD LOAD PLUS POSITIVE LIVE LOAD MCHENT BIVELOPB .1 PT .2 PT ,3 PT .4 PT .5 PT .( PT 8380. 13938. 17066. 178S3. 16375. 12663. •86(5. 1569. 9331, 13874. 15166. 13819. 6954, 11918. 16(71. 18170. HORIZCtRAL HBIBBR STRESSES ?m DL+LL MAX POS BOTTOM FIBER 1 0. -485. -826, -1011. -1058, -971, -752. 2 894. 478. -93. -547. -823. -911, -819, 1 937. 571. (1. -411. -7(G. -988. -1077. HORIZONTAL MEMBER STRESSES FOR DL*LL MAX POS TOP FIBER 1 0. 368. 633. 763. 798. 733. 567. 1 -76(. -381. 70. 413, (10. (87. 618. 3 -794, -4(1. -47. 311. 577. 745. 812. .7 PT .8 PT .9 PT RIGHT 6811. •1070. -10401. -20394 9131. 1410. -8832. •19987 17168. 14174. 8436. 0 •404. 63. 561. 912. -541. -64. 511. SOD. 1030, -840, •491. 0. 304, -48. -459. •783. 4DS, 63. -392. '773. 776. 633. 375. 0. I -18130,) ( -1768S,) File: LL HO. 1. DB - BDS - PC vl.3.7 11/J7/0D 11(3 RANCHO SANTA FB RD LEFT BRIDGB LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HDMENTS HBIBBR 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT POS. V 387.9 34(,4 105.9 167.3 130.8 97.3 67.4 41.5 10.3 9.6 5.3 HON. 0. 1813. 4737. 5770. (018. 5597. 4648. 3341. 1867. 389. 194, NEG. V -37,( -36.1 -57.5 -91.0 -130.8 •1(8.7 •304.1 -33(.4 -264.6 -189.0 -125.1 HCH. 0. 1535, 2910. 49(3. 5785. 5803. 5123. 3883. 3345. 401. -5098. RANGE 115.5 383.4 363.4 256.2 3(1.7 3(6.1 171.5 277.9 385.1 198.6 110.4 LIVE LOAD SHEAR ENVELOPES ADD ASSOCIATED HCMBtTS MBIBBR 1 LBPT .1 PT .1 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 327.7 161.3 145.4 309.5 170.9 131.8 94.0 60.« 40.6 29.0 27.8 MOM. •5363. -1448. 3739. 4315. 5391. SSIO. 5014. 1980. 1107. 1709. (31. NEG. V •37.5 -18.7 -40.7 -60.9 •94.8 -131.6 -171.7 •310.3 -346.1 -183.0 '338.1 HCM. (13. 1683. 1481. 3617. 5031. 5533. S17e. 4299. 3693. -1318. -5300, RANGE 355.1 311.0 386.1 270,3 1(5.7 364.4 1(5,8 270.8 28G.7 313.0 356.1 LL NO. 1. MBOBR 3 LEFT LIVE LOAD SHEAR BIVBL0PE8 AND ASSOCIATED MCHBfTS POS. V MOM. HEG. V HCM. RANGE 336.5 -5153. -5.1 184. 131.( .1 PT .3 PT .1 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIGHT 389,4 365.4 317,1 304.9 169,5 131.C 91.6 57,1 35,5 1£.7 170. 1218. 3870. 5130. 5829. 5836. 5010. 3966. 1554. 0. -9,4 -20.1 •«1.1 (6.9 -96,8 -130.3 •166.8 -305.6 -246.1 •387.8 983. 18(7. 3143. 4659, 5630. 6053, 5609. 4774. 2858. 0. 298.8 165.6 278.2 371.8 2(6.3 361,9 356,4 262.7 161.7 114.5 DE - BDS ' PC vl.3,7 iltlt»lll>iiflfl I i I 9 f ^ I & 1163ti.PRT till It till II LL NO. MEMBER POS. V NEO. V LL NO. MEMBER POS. V NEG. V LL NO, MBIBBR POS. V NEG. V 1163 RANCHO SANTA FE RD LEFT BRIDGE DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .3 PT ,3 PT .4 PT .5 PT .6 PT .7 PT 836.7 531.3 645.3 3G3.9 456.6 195.3 375,1 16,9 93.6 -84.7 -259.6 -430,4 -167.9 -350.8 -531.1 -708,2 2 LEFT .1 PT DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT 1220,0 864.6 1256.1 926.5 963.( 672,6 1060.5 761.7 7(9.1 481.0 558-1 367.8 344.5 110.3 -83.5 -291.0 76.6 -134,1 -348.3 -561,B DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .3 PT .3 PT ,4 PT .5 PT .6 PT ,7 PT 687.0 601.5 713.4 414,1 533.9 2(2.1 352.1 65.6 167.8 -18.4 -94.0 -276.B .8 PT .9 PT -199,1 -368,7 -538.9 -4E3.0 -650,3 -643,4 DE - BDS - PC vl,3,7 11(3 RANCHO 5AOTA FB RD LEFT BRIDGE LIVE LOAD SUPPORT RESULTS SUPPORT JT, I POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. 4 POSITIVE NEGATIVE MAX. AXIAL LOAD 77,8 -7.5 146.0 -6,9 77.8 •7.2 AXIAL LOAD HCMENT- MAX. LONGITUDINAL HCMBNT AXIAL HCMBNT LOAD TOP BOT. 0.0 0.0 66.0 72.6 72.9 (8.5 O.D 0.0 4(2. -447. 484. -511. 11(3 RANCHO SANTA FE RD LEFT BRIDGE PRESTRESS COHBINATirai DATA NO PRESTRESS COHBIHATIOH DATA GIVEN SO DEFAULTS WERE USED. LIVB LOAD NUMBER RESULTS USED FOR P/S DESIQI OR ANALYSIS. THE FOLLOWING VALUES ARE BEING USED IH THE CALCULATION OF HOHBHT t SHEAR RBQUIRBIBIVrS. D.L- LOAD FACTOR: 1-10 L.L, LOAD FACTOR: 2,17 PHI FACTOR FOR SHEAR: 0,90 PHI FACTOR FOB MOMENT: 0.95 ULTIMATE MCHBIT APPLIED - 1.30 X (DL'ADLI • 3.17 X {LL*I) + 1.00 X (P/S SEC. HCMBNT) ULTIMATE SHEAR APPLIED • 1,30 X (DL+ADL) * 2,17 X ILLHl • t.OO X (P/S SEC. SHEAR) File: DE - BDS -PC vl.3.7 11/27/00 Page 32 .6 PT .9 PT RIGHT 11(3 RAHCHO SANTA FE RD LEFT BRIDGE 596.5 -751.7 -914.2 INPUT PRESTRES9ED DATA 881.7 1052.3 -1344.6 TRIAL 10 FRAME 1 PATH 01 HBI .8 PT .9 PT RIGHT NO. LLT/X LLP/Y LRT/Z YLT/TYPE VLP/SLOPE YHT U K 466.1 (73.1 -660.9 1 D.OO 0.40 O.ID 2.58 4.33 1.42 0.35 0,0002 77J.6 -965,1 -1217.0 2 O.IO 0.50 O.IO 1.42 4.33 1.42 0.35 0.0002 3 D.IO 0,(0 0.00 1.42 4.33 1.58 0.3S 0,0D02 1 0.801 0.808 0.815 0.832 0.639 0.834 0 840 0 847 0. 649 0.843 0.834 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 2 0.834 0.807 0.800 0.792 0.765 0.779 0 766 0 793 0. 800 0.606 0.625 File; DE - BDS PC vl.3.7 U/37/00 Page 21 3 0.825 0.843 0.849 0.847 0.S4I 0.835 0 829 0 622 0. 815 0.808 O.SOI XLT(PT) - 0.0 XRT(FT) - 0.0 STEEL STRESS(K9I1 - 170, JACKING % - 0,75 JACKING ENDS - B ANCHOR smiH)! LEFT - 0,375 RIGHT - 0,375 CONC. STRENGTH (PSD - 4000. ALLOW, TENSION(PSI) • -379. P-JACK(KIPS) - 8300. SHORTBRHO PERCENT' 100 TOTAL LOSSBS(KSI) - 20 RELATIVE HUMIDITY t - 70. LOM-LAX - YES PLOT PATHS - YES PLOT STRESSES - YES CABLE PATH OFFSETS HEHBER LEFT ,1 PT 1 1.56 3.35 1 1,43 3.00 3 1.42 1.90 .2 PT 3.89 3,03 1,78 .3 PT 4.12 3,75 3,46 .4 PT 4.33 4,18 3.94 .5 PT 4.23 4.33 4,23 ,( PT 3.94 4.18 4.33 .7 PT 3.46 3,75 4,22 .8 PT 2.78 1.02 3.69 .9 PT 1.90 1.00 3.35 RIGHT 1.41 1.41 1.58 CABLE PATH ECCB4TRICITIBS 1 0.19S 0 971 1.519 1.657 1.96( 1,669 1.578 1.093 0.414 -0.519 -1 118 3 -1.116 -0 438 0.657 1.384 1.811 1.9(G 1,821 1.384 0.(57 -0.168 -1 118 3 -1.118 -0 550 0.414 1.091 1.578 1.869 1.966 1,857 1,529 0.972 0 195 FORCE COEFFICIENTS THE POINT OP HO HOVBMEHT IS IH SPAH 2. (6.87 FEET FROM THE LBPT END OF THE SPAN THE LEFT ANCHOR SET LEHGTH IB 88.81 THE RIGHT ANCHOR SET LENGTH IS 69.34 THE FORCE COEF. AT THE LEFT ma IS 0.801 THE FCffiCS COBF. AT THE RIGHT END IS 0.601 INITIAL FORCE COBFF, AT POINT OF NO MOVEMENT - 0.B77 SECONDARY HCMENTS TRIAL 20 FRAME 1 LEFT END 0,000 I 0.000 P/9 HOHENT COEF, DE - BDS - PC Vl.3.7 11(3 RAHCHO SAOTA FB RD LEFT BRIDGB PATH 01 11/17/00 Page 21 FBI'S DUE TO SECONDARY EFFECTS BEFORE BALANCING RIGHT END HBIBER LEFT END RIGHT END HBCBER LEFT BID 0.965 2 a.(2( 0.635 3 0.970 DBI>3 DUB TO SECONDARY EFFECTS 0.806 2 0,714 0.711 1 0.612 RIGHT BHD 0.000 SIDESMAY NOT COHSIDBRED. FRAHE CANNCTT SMAY. ADJUSTED FOR LOSSES C SECONDARY MOMDnS BUT HO SHORTENING HBI NO LBPT ,1 PT ,3 PT .3 PT ,4 PT .5 PT ,6 PT .7 PT .8 PT .9 PT RIGHT 1 -0.1563 -0.7049 -1,0843 -1.3839 -3,3067 -1,1557 -0.8422 -0.3609 0,2934 1.1617 1,7362 litliilliiliitli 3 3 File: 1.(163 1-7341 1.0676 1,1950 0.1686 -0.3831 -0.7166 -0.6160 -0.7179 •0.3652 0.18(3 0.3978 -0.3575 -0.8397 -1.1539 -1,3055 -1,3632 -1.0640 1.0146 -0.7O44 DE • BDS • PC vl.3.7 1163 RAHCHO SANTA FB RD LEFT BRIDGB FBMS DELTAS IN COLUMNS DUE TO SHORTEHIHG - PJACX-1 TRIAL -30 FRAME -1 PATH -01 HBI NO FBI LT. BHD PEM RT. BHD DELTA TOP OP COL. (POSITIVE TO RIGHT) -0.21975983 -0.56061317 -0.00000116 -0.00000467 4 0,00000000 5 0.00000000 POIWT OF HO MOVEMENT • LEFT END OF HBIBER 1 ••••• P/S MONBHT COBF. ADJUSTED FOR LOSSES ( SECONDARY HCMENTS C SHORTENING HBI BO LEFT .1 PT ,3 PT ,3 PT ,4 PT .5 PT ,6 PT .7 PT .6 PT 1 0.1562 -0.7010 -1.0766 -1,3733 -1,2912 -1,1364 -0.8191 -0.3338 0.3343 3 1.4774 0.9494 0.1113 -0,4201 -0,7137 -0,7714 .0.6127 -0.3593 0.3530 3 1.5113 1.0125 0.1357 -0,4994 -0,9613 -1,2552 -1,386( -1,3441 -1.1346 .9 PT 1.1985 1.2319 -0.7347 File: 11/37/00 DE - EDS - PC vl,3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE TRIAL 20 FRAME 1 PATH 01 HORIZONTAL HBHBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES IPSI) Page 25 MBI NO LEFT . 1 PT ,1 PT .1 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 599 884. 1089, 1190. 1304. 1111. 979, 745. 423. 0. -231, 3 -110 93. 494. 750. 869. 915. 650. 671. 375. -46. -278. 3 -132 89. 51(. 837. 1050. 1190, 1251. 1225. HI3. 695. (00. HORIZONTAL HEHBER STRESSES PRESTRESS c»Ly TOP FIBER AFTER ALL LOSSES (PSD 1 467 264. 1(0. 93. 90. 151. 273. 457. 703, 99S, 1140. 2 1036 974, 590. 386. 374, 247. 304. 448, 680. 999. 1161. 3 105(, 914. (31. 396. 120, 107. 55. (6. 142. 275, 4(6. File: DE - BDS - PC vl,3.7 1163 RAHCHO SANTA PB RD LEFT BRIDGE TRIAL 20 FRAME 1 PATH 01 H<»tIZONTAL HEHBBR MOMENTS DUE TO P/S Page 26 MEM HO LEFT .1 PT .3 PT ,3 PT .4 PT .5 PT .( PT .7 PT ,8 PT ,9 PT RIGHT 1 -1397. -5919. 8935. -10560, -10717. -9432, -6798, -2771. 2691. 9947. 14664. 2 133(3. 7960, 924. -3467. •5916-•(419, -5351, -3151. 2930. 1033S. 15(11. 3 12710. 8404, 1136. -4145. •7979--10418, •11509. -11156. -9334, -6015, -1398. VERTICAL HBIBER HONENTS DUE TO MBM HO LEFT ,1 PT ,3 PT P/S .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 4 0. -240. -480, -720. -961. -1101. -1441. -1681. -1921. -31(1. -2402. 5 0. -290. •580. -870. -11(0. -1451. -1741, -3031, -2321. •3611. -2901. 1163ii.i*RT 1.6328 -0.1563 RIGHT 1.7668 1.8808 -0,15(3 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAH LT. END RT. END •0.000591 0.000893 SPAH LT, END 3 -0.000591 1 -0.003044 0.000197 2 0.000197 4 -0.000409 0.000819 5 -0.000447 HORIZONTAL HEMBEB DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOHNHARD POSITIVE RT, BHD 0.0023(3 HBIBBR 1 MEMBER 2 1 B- 1600. B- 3600. E- 3600, EFLECTIONS E- 3350, B- 3250. File; • f 1 1 > i 0.000 -0.013 -0.041 0.054 -0.059 -0.048 -0.035 -0.010 0.007 0,000 0.000 -0.003 -0.012 0.031 -0.031 -0.028 -0.019 -0.007 0.001 O.OOO 0.000 -D.Dll -0.027 0.044 •0.058 •0.0(8 •0,061 -0.046 0.035 0.000 FEET AT 1/10 POINTS FROM LEFT BID. 0,000 -0.001 0.001 0.003 -0.004 -0.005 -0.0O4 0.0O3 0.003 0.000 0.000 -0.001 0.001 D,D03 -0.004 -O.0D4 •0.004 0.003 0,001 0.000 DE -BOS - PC vt. 3.7 11/37/00 -0.057 -0.033 -0.06( 11(3 RANCHO SANTA FB RD LEFT BRIDC;E TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES FOtI ALL P/S PATHS BEFORE LOSSES BOTTOM FIBER (PSD MBI HO LBPT .1 PT .3 PT .3 PT ,4 PT .5 PT .( PT .7 PT .8 PT ,9 PT BIOTT 1 (73. 992. till. 1333. 1348. 126(. 1095. 833. 473, 0. -157, 2 -132. 97. 550. 843. 1003, 1035, 961. 7(3. 411. -40. -300. 3 -159. 88. 565. 914. 1165, 1324. 1395. 1169. 1345, 1001, 674, HORIZONTAL HEHBBR STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSD 1 525. 318. 179. 103. 100, 1(8. 304. 510. 785, 1111, 1275. 3 11(8. 987. 6(6. 438. 308. 176. 318. 497. 756. 1113, 1313. 3 1191. 1030. 715. 449. 351. 124. (5. 7(. 161. 309, 525. DB - BDS - PC vl.3.7 1161 RAHCHO SANTA FE RD LEFT BRIDGE Page 38 TRIAL 20 FRAME 1 HORIZONTAL HBIBBR STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) MEM HO LEFT .1 PT .3 PT .3 PT ,4 PT .5 PT .( PT ,7 PT ,8 PT .9 PT RIGHT 1 599. 864. 1069. 1190. 1304, 1131. 979. 745, 413. 0. •331, 2 -110. 93. 494, 750. 889. 915, 850. 671. 375. -46. -178. 3 -111. 89. 516. 827. 1050. 1190, 1351. 1115. 1113. 895. 600. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSD 1 467. 364. 1(0. 93. 90, 151. 273. 457, 703, 995. 1140, 2 1036. 874, 590. 386. 374. 347. 304. 448. 660. 999. 1181. 3 1056. 914. 633. 396. 320. 107, 55, 6(. 143. 375, 468. DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 11/27/00 Page 19 TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES DL + P/S BWOKX ALL LOSSES BOTTOM FIBER (PSI) MBI HO LEFT .1 PT .3 PT .3 PT .4 PT 5 PT .6 PT .7 PT .8 PT .9 PT RI(WT 1 (73. 673, (76. ((5. 656, (49. 651. 661. 671. (31. 687, 2 809. (13. 633. 555. 501. 463, 4(4. 481. 511. 531. (47. 3 800. 708. 763. 731, 708. 691. 666. (6(. 688. (77. (74. HORIZONTAL MBIBBR STOBSSES DL P/S BEFOTB ALL LOSSES TOP FIBER (PSI) 1 535. 561. 589, 60(, (31. (33. (39. 639. (34. 613. 4(6. 2 363. S59. (11. 654. (B(. 707, 714. 710. (9(. 673, 500. I t I I III! I f I ft I I < I » 4 I I i I I I I 1163H.PRT Itllllltlltllltl 3 File: DE - BDS - PC 1163 RAHCHO SANTA FB RD vl.3.7 LEFT BRIDGE Page 30 HORIZONTAL MBIBER STRESSES DL * P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) MBI PT .5 PT .6 PT .7 PT HO LEFT .1 PT .1 PT .3 PT 1 599. 565. 544. 512. 1 631. 639. 566. 464, 3 837. 709 . 711. 646. 514. 341. 5S7. 53(, 351, 542, 574. 190, 541, 8 PT .9 PT RIGHT (33. 633. 714. 455. 525. 6(9. 555. 5(9. 6O0. HCmiZONTAL MBIBER STRESSES DL + P/S AFTER ALL LOSSES TOP FIBER (PSD 1 4(7. 536. 570. 595. (11. 616. 607. 586. 2 230, 447. 535. (04. (52. 679. 681. 660. 3 334. 414. 485. 512. 565. 584. 589. 581, HORIZOHTAL MEMBER STRESSES OL * ADDBD DL * P/S AFTER ALL LOSSES BOTTCH FIBER IPSI) 1 599. 475. 191. 334. 317, 340. 411. 515, (79, 810 2 1095, 760, 567, 183. 247. 181. 310. 110. 477. 685 1 1095. 883- 769, 596. 4(4. 379. 341. 150. 199. 477 HORIZONTAL HBHBER STRESSES DL * ADDED DL -•• P/S AFTER ALL LOSSES TOP FIBER (PSD >6. 747. 701. 633. 510. 356 •9. 800. 767. 730, (03. 417 13. 718, 739. 715, 680, 591 553. 497. 330. 1 619. 5(0. 3(9. 4 562, 523. 4(6. 1 467. 594 . 666, 737. 3 4. 336. 519, 6(4. 1 3. 371. 443. 570. 979. 935. 600. 101. 141. 4(6. Pile: DE • BDS • PC vl.3.7 11(3 RAHCHO SANTA FE RD LEFT BRIDGE 11/37/00 Page 31 TRIAL 20 FRAHE 1 HORIZOHTAL HBMBER STRESSES DL * ADDED DL * MAX POS LL + I 4- P/S BOTTOM FIBER (PSI) NO LEFT .1 PT .2 PT .3 PT .4 PT -5 PT .6 PT 7 PT .8 PT .9 PT RIGHT NO LEFT .1 PT ,3 PT .3 PT .4 PT ,5 PT ,( PT .7 PT .8 PT ,9 PT RIGHT I 599 309 110. -10. -49. -13. 103. 393. 543, 759, 946. 1 0. 0. 0. 0. 0, 0. 0, 0, 0. 6996. (642. 3 1048 722 432. 133. -74. -158, -110. 51. 314, (25. 686. 3 6843, (701. 0. 0. 0. 0. 0. 0. 0. 6704. 6844, 3 1064 835 (34. 364, 15(, 34. -35. 4. 116. 310, 600. 3 6844. 7000, 0, 0. 0. 0, 0. 0. 0. 0. 0. HORIZONTAL MBIBER STRESSES DL -• ADDED DL * MAX POS LL * I + P/S TOP FIBER (PSD TOTAL BOTTCM PF FC» TRIAL 1 467 710 697. 99(, 1034, 1013, 914. 798. 613, 396, 131. 1 6(47, (705, (7(3. (821. (678. 6923. (975. 7026. 7049. 0. 0. 1 44 372 (44. 8(1. 1001. 1055. 1038. 915. 736, 483, 161. 3 0, 0, 6(3(. (577. (518. 6462. 6530. (579. 6639. 0. 0. 3 31 112 544. 745. 894. 986, 1017. 98(. 893. 719. 468. 1 0. 0. 7051. 7031. (979, 6927. 6882. (826. 6768. 6710, 6(51. H<»iz(HrrAL MBIBER STRESSES DL -t ADDED DL •f MAX HEG LL 4 I + P/S BOTTOM FIBER (PSD 1 599 492 435. 365, 365, 435, 513. 644, 814, 1044, 1396. PllOi DB BDS - PC vl,3,7 11/27/00 page 14 3 1431 994 709. 485. 348. 262, 311. 411. 599. 911. 13(4. 1163 RANCHO SANTA PB RD LBPT BRIDGB 3 141( 1111 913. 711. 5(3. 462, 409. 400, 432, 494. 600. HBI HO LEFT LOMQ TERM LOSSES TOTAL LOSS (KSD - SH + BS + CRC * CBS HORIZOHTAL MBIBER STRESSES DL * ADDED DL * MAX HEG LL t I * P/S FOR TOP FIBER (PSD HBI HO LEFT .1 PT .1 PT .3 PT 4 PT 5 PT 6 PT 7 PT 8 PT 9 PT RIGHT 1 467 561 660, 696. 707. (63. 625. 533, 400, 173, -1(6. 1 18.1 18.( 18.7 18.7 18.7 18.9 19,4 19.8 19,9 18.8 15.8 2 -27( 155 428. 586. 683. 724. 711. 644. 511. 3(3. -141. 3 15.6 18.0 18,5 17.8 17.0 1(,5 17.0 17.8 1S.( 18.1 15.6 1 -371 89. 334, 483. 587. (56. 689. (88. (55. 579. 466. 3 15.7 18.7 19,9 19,8 19.3 18.8 18.5 18.5 18,7 18,( 18.1 SHEAR DESIGN - AASHTO 1981 Hin pjaclt -6300, KlpB Cone Strength at 38 Days - 3553. psi at Streiting -1511. pst MBMBERt 1 LEFT I PT 2 PT 1 PT .4 PT .5 PT .( PT 7 PT i PT .9 PT RIGHT vl.1.7 11/27/00 Page 33 V-CABLE SECONDARY 489, 58. 182. 58. 257. 58. 110. 56. 1. 58. 117, 58, 215. se. 355. 58, 475. 58. 544, 58, 72 58 1163 RANCHO SANTA FB RD LEFT BRIDGB TOTAL PB MOtEHTS FOR ALL MBIBBRS. HBI HO LEFT ,1 PT .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT 1 •1297. •5819. -8915. •105(0. -10717. -9433. •6798. -2771, 2691, 9947. 146(4. 2 13263. 7880. 924. •3487. -5916, -6419. -5351. -2151. 1910. 10315. 15611. 1 11710. 6404. 1126. •4145. -7979. -10418. -11509. -1115(, -9334. -6015. -1198. 4 0. •340. •480. -730. -9(1. -1301. -1441. -1681. •1921. -11(1. -2403. 5 0. -190. -580. -670, -1160. •1451. •1741. -2031, -2321. -1(11. -3901. TOTAL P/8 DEFLECTION FOR TRIAL TANGENTIAL BOTATI0N9 SPAH LT. END RADIANS RT. END CLOCKWISE POSITIVE SPAH LT. END RT, BHD -0.000591 0.000693 -0.002044 0.000197 3 0.000197 •0.000409 0.000819 5 -0.000447 [. HEHBBR DBPLBCTIC HBIBBR 1 B> 1600. HBIBER 1 B- 3600, HBIBBR 1 B- 1600. VERTICAL HBIBBR DEFLECTIONS IN FEBT AT 1/10 POINTS FRCM LEFT BID. KBQBH 4 B- 3150, SPAN 1 LT. END -0.0O0S91 RT. END 0.003261 IN FEBT AT 1/10 POINTS PRCN LEFT BID DOWNWARD POSITIVE 0.000 -0.031 •0.041 -0.054 -0.059 -0,057 -0.048 -0.035 -0.010 -0,007 O.ODO 0.000 -0.003 -0.012 •0.033 •0.031 •0.011 -0.028 -0.019 •0.007 0.001 0.000 O.OOO -0.011 -0.017 -0.044 -0.058 -0,0(( -0.068 -0,061 -0.046 -0,015 0.000 O.ODO -0.005 0.000 -0.004 -0.001 -0.004 •0.001 -0,004 -D.D03 •D.D03 •0.002 •D.D03 -0,003 -0.003 •0.003 -0.003 -0.004 0,000 •D.004 O.ODO DB • BDS - PC Vl.3.7 1163 BAHCHO SANTA FB RD LBPT BRIDGB 11/37/00 Page 31 TOTAL TOP PF FOR TRIAL HEM Illllllli^illlll I I 1163i. I I I .I'RT lilllllitlilllii vu 1595. 1257. 927 601. 287 (11. 929. 1241, 1544, 1840. 3174. vc 2168. 1904. 1016 562, 420 (78. 1041, 1686, 1592, 1998. 1669. SECOND ULT MOM DLT HON AVERAGE HBUTKAL HILD STEEL REQD HBB 84. 78. 74 74. 74 74. 74. 74, 74, 77. 84. HOIBNT APPLD RESIST FSU AXIS RBOD COMBIHED AS(IN)/FT 0,84 ' 0.78 * 0.74 • 0.74 • 0.74 • 0.74 • 0.74 • 0.74 -0.74 • 0,77 • 2,83 (K-FTl (K-FT) (K-FT) (KSD (im (SO IB) STEEL RATIO HBIBBR: 1 HBIBERl 3 V-CABLE 71, 516. 416 175. 137 0. 137, 375. 41(. 516. 36. 0 0 PT. 6739. 38773. 18098. 256 33 7 43 1 19 0 111 SECONDARY 0. 0. 0 0. 0 0. 0, 0. 0. 0. 0. VU 2191. 1780. 14 OS 1035. 6(0 390. 667. 1042. 1412. 1764. 2189. 0 1 PT. 6065. 33063. 13057. 254 6( 7 38 0 00 0 124 VC 1535. 1890. 1934 1167. 659 420. 649. 1116. 1924, 2014. 1656. REOD HBB 84. 76. 74 74. 74 74. 74. 74, 74, 76. 84. 0 2 PT. 5391. 5427. 23992, 250 1( 6 49 0 00 0 1(0 AS(IN)/FT 3.41 0,76 • 0.74 • 0.74 • 0,74 * 0.74 * 0.74 * 0.74 • 0.74 • 0.75 • 3,94 0 3 PT. 4717. 161(6. 31S63, 257 39 5 87 0 00 0 101 MBIBBR: 3 • 0 4 PT, 4044. 16180. 37709. 259 48 5 92 0 00 0 090 V-CABLB 71, 539, 470 352. 213 IK. 1. 129. 255. 379. 484. 1 SECONDARY -58, -56. -58 -56. -58 -58, -56. -56. -58, -58. -58. 0 5 PT. 1370. 34151. 40833, 2(0 71 S 95 0 00 0 085 i VU 2196. 1853. 1554 1246. 915 (14. 366. 603. 931. 11(5. 1606. VC 1587. 1916. 1567 1772. 1077 (94. 420. 566. 1023, 1904. 2165. 0 ( PT. 2696. 3(069. 41860. 261 13 s 96 0 00 0 083 BBCN) MSB 64, 79. 74 74. 74 74. 74. 74. 74, 79. 84. AS(IN)/FT 3.23 0.79 • 0.74 • 0.74 • 0,74 • 0.74 * 0.74 * 0.74 • 0,74 • 0.79 • 0,84 • 0 7 PT. 2032. 33890. 40700. 360 66 5 95 0 00 0 065 0 8 PT. 1346. 173S4. 37181, 359 26 5 93 0 00 0 091 HOTBi • AFTER HEQO WEB IHOICATES ADDITIONAL MBB HIDTD REQD • AFTER AS(IH>/FT INDICATES HINIHUH REQD, 0 9 PT, 674. 1(138. 11192. 256 91 5 B( 0 00 0 105 File: DE • BDS -PC Vl.3.7 11/27/00 Page 35 1 0 PT. 0. 0. 0. 0 00 0 00 0 00 0 000 11(3 RANCHO SANTA FE RD LEFT BRIDGE AASHTO ULTIHATB MCMBNT SECOND HCMBNT (X-FTl ULT HCM APPLD (K-FT) ULT MOM RESIST (K-FTI AVERAGE FSU (KSD NEUTRAL AXIS (IN) HILD STEEL RB^ ISO. IN) CGMBIHED STEEL RATI HBHBER: 1 0.0 PT. 0, 0, 0 0 00 0,00 0.00 O.ODO 0,1 PT. (69, 15860, 11191 256 91 5.86 0.00 0.105 0.3 PT. 1339. 26931. 37181 3S9 36 5.93 0.00 0.D91 0,3 PT, 200B, 33356. 40700 2(0 6( 5.95 0.00 0.085 0,4 PT. 3677, 35530. 41860 161 12 5.96 0,00 0.D61 0.5 PT. 3146. 13639. 40833 160 71 5.95 0,00 0.065 0.( PT. 4016. 277(4. 37709 359 48 5.93 0,00 0.D9D 0.7 PT. 4685, 16007. 32563 357 39 5.87 0.00 0.102 0.6 PT. 5154, 5587, 23991 350 16 6.49 0.00 0.160 0.9 PT. 6034. 31S83. 33057 354 66 7.36 0,00 0.124 1.0 PT, 6(93, 38208. 38098 356 33 7.43 0.37 0.110 HBIBERl 3 0.0 PT. 5930, 39362, 38096 256 33 7.43 3.95 0.112 0,1 PT. 5937. 18701, 12056 354 32 7,37 0,00 0.127 0.2 PT. 5924, 9936, 27995 255 49 5.83 0.00 O.IK 0.3 PT. 5931, 31510. 35643 358 6S 5.90 0.00 0.095 0.4 PT. 5918, 31758, 40310 2(0 51 5.94 0.00 0.09( O.S PT. 5915. 34397. 41680 2(1 12 5.96 0.00 0.063 0,( PT. 5911. 31658, 40110 3(0 51 5.94 0.00 0.096 0.7 PT. 5908. 33311. 35642 256 (5 5,90 0.00 0.095 0,6 PT. 5905. 9650. 27995 255 49 5.83 o.oo O.IK 0.9 PT, 5902. 19034. 32054 254 31 7.37 0.00 0.137 1.0 PT. 9899, 39597. 36098. 25( 33 7.43 5.09 0.113 File: DE -BDS -PC vl 3.7 ll/17/OO 1163 RANCHO SANTA FE RD LEFT BRIDGE AASHTO ULTIMATE HCMBNT TENDON ELONGATION PATH HO. 01 P-JACK (KIPS) % JACK 75. FY (KSD 270. 8300. NOTE: TENDON LENGTH INCLUDES 4 FEBT FOR JACKS. HOCWLUS USED FOR P/8 STEEL IS 38000. KSI (SO IN) 40.99 AVB STRESS (KSI) File: DB - BDS - PC vl,3,7 1163 RAHCHO SANTA FB RD LEFT BRIDGE •APPROXIMATE QtUlHTITY- TBIDOH LBIOTH (FT) • Page 37 ELONGATION (IN) CONCRETE SUPER CONCBBTE SUB P/S TRIAL 11(9 C.Y. 96 C.Y. 51563 LBS. TUB SUPBR3TR0CTURB CCNCRBTB OUANTITY IS BASED OH TUB UNIT HEIOHT OF CONCRBTB SUPPLIED cn THB FRAME DBSCRIPTICN CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVBl IH TRIAL 0. TUB CONCRBTB SUBSTRUCIVRB QUANTITY IS BASED ON TRIAL 0 ONLY, THE P/S QUANTITIES FOR STRAND ONLY ARB FOR BACH TRIAL THAT MAS ENTERED AND IH THAT ORDER. STRAND USB IS BASED OH THE LENGTH FRCM ANCHOR TO ANCHOR. PLOTTING INFORKATIOH *•• NUMBER OP PLOTS - 1 LENGTH OF PLOTS • 64 INCHES TIME TO PLOT - 135 SECONDS Run Tlnei 00:00t 0.39 End ot Run. itii»iliit«iii<iK i I I 116JX .X RT lltlllllftllillilll t«iiii>ti« ltllt«l4*ll«t *«>tll*<tll«tl *4»t ltd *4»t II44I *tll*>i<i«ll* ttlt4ltt4ltllli tll>4 *«tt Ktl >«t4 til4>tl4iltt t«tl>tlt*l« •t««t>t • t#4*llttll • tKtHitat ttti «t ittii >* ttti •* Itll • 4 ttX • 4 ttllt »l*l*tl4>I >4*«**«*ll •<tl*l4 ••titt •4l>tltl«t • ••••tittmii !•*> *•*• Il*tl4ll ttKiH* • ilitt t*«l tut! t>4ttai44ll«> >llttai«44* *>4*lt itli>4tll t>4il4*>*i IllttI *tl«iN *«*lt4tll •<*44lllt> *>•* *tl«(> 4ltlt> IKIi 4i>4 •*•< •••i il4*a*t **•§ i>t*l»l lilt ll*»t •*> lata ata* iiaiiaitai tataatiatt i*a*tai> (taatat* ttatii a*tii* BD3 PC Vemion 1.3.7 (04/05/93) If) 1990-91 Dokken Enginaering All rights raB«tvad. Dnte: 12/20/00 Time: 10:53:25 File: 1163p.tict User: Unknown Sorted Input Data 1163 RANCHO SANTA PE RD LEFT BRIDGE (permit) 261 3600 3600 360O 45 3250 45 1250 150 150 150 150 150 518 550 TBS 600 412118200118200 35 713 35 713 518 550 788 600 412113200113200 35 713 35 713 516 550 788 800 412118200118200 35 713 35 713 51S 550 78fl 8O0 412118200116200 35 713 35 713 n 12345S7B9O12345678901234S«78901234S67B9012345678901234567a9O12345fi7e90i:34567890 000 100 100 100 100 100 200 200 200 200 200 200 200 200 200 200 200 200 200 2O0 200 200 201 201 300 300 300 500 1501 550 010102P H1150 020203 H13B9 030304 RH1161 04D5O2P 2S9 O5D603P 010000 010200 01094002 011110 011150 O20O0003 02004003 02021002 02120002 02136003 02138903 03000003 03004003 03020002 03094002 03116101 040000 050000 0101 0102 0101 477 477 355 U 355 U 355 U 001150 O013B9 001161 01 3700 3700 10 6039 6039 BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL CA/ERLAY UTILITIES P13 2010101 4010 256 433 142 2010102105010 142 431 142 20101031060 142 433 25B 2O27075B 3 31 2O27075B 3 31 2027075B 3 31 11 600 11 (00 File; DE - BDS - PC vl.3.7 12/20/00 Page 1 1163 RANCHO SANTA FE RD LEFT BRIDGE (pemtt I FRAME DESCRIPTlCai END SUPPORT CARRY OVER MEM JT. COND OR DEAD LOAD K FACTORS RECALL NO LT RT LT RT DIR SPAH I HINQE E UNI SEC LT RT LT RT HtM /-../ /-_-/ /,../ , / / / / •/ / / I I / / , I ,. 1 12 P H 115.0 0.00 0.0 3600. 0.000 .150 0.00 0.00 0,00 0.00 2 3 3 4 136.9 116.1 28.9 26.1 0,00 0,0 3600. 0.000 .150 0.00 0.00 0.00 0.0 3600. 0.000 .150 0.00 0.00 0.00 4.5 3250. 0,000 .150 0.00 O.OO 0.00 4.5 3250, 0,000 .150 0.00 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0,00 Section ProperCi* Mem Re No Loc, Call : store •E - BDS - PC vl,3.7 1163 RANCHO SAWA FE RD LEFT BRIDOEIper - Input Top Bot Ho H W Fact T M Fact 111 L Ex In E E-Store Store 0.0 20.0 94.0 02 111.0 115,0 • /- Code V/D H Z Y Area 0.0 0.0 51,8 5.50 7.86 6,00 4 12. 1 18, 2.00 1 IB. 2,00 3.5 7. 13. 3.5 7. 13. 1600. 0,0 O.D 51,8 5.50 7.SB 6,00 4 12. 1 11, 2.00 1 13. 2,00 3.5 7. 13. 3.5 7, 13. 160O. Recall Only 0,0 0.0 51,a 5.50 7.66 8.00 4 12, 1 IB, 2.00 1 18. 2.00 1.5 7. 11, 0,0 O.D 51,8 5.50 7.E EECTIC»J PROPERTIES - OUTPUT 3.00 4 12, 1 IB. 2.00 1 18. 2.00 3.5 7. 13, 3,5 7. 13, 3600. 03 3.5 7. 13, 3600. 03 HEM NO LOC. 0,0 20 ,0 94.0 lll.O 115.0 DEPTH 5,50 5,50 5,50 5.50 5.50 Z-a»R 25.90 25,90 25 ,90 25 ,90 25.90 Y-BAR 3 ,12 3.14 3.14 2.96 2.96 AREA B8 ,00 B4 ,02 84.02 93.67 93.67 IZZ 374.43 367,37 367,37 408.60 406.60 lYY 19096.66 17475,06 17479.06 19796.90 19796,90 3600.00 3600.00 3600.DO 3600.DO 3600.00 HBIBER 1 PROPERTIES LENGTH: 115.0 MIN E'l: 0,132E«07 STIFF: Section Properties - Input 4 .158 RT CO, : 0, 513 LT Mam Re Ho Loc. Coll store 2 0,0 03 2 4.0 03 2 21.0 02 2 120.0 02 2 136.0 03 2 13B.9 03 f M Code V/D " Recall Only Recall Only " Recall Only •* Recall Only •* Recall Only " Recall Only Top Bot No M T w Fact T W Fact Y Area l2 L Ex m E E-Store store File: DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDaE(peniiitl SECTION PROPERTIES - OUTPUT MEH NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY E 2 0.0 5,50 25.90 2.96 93 .67 40B.60 19796,90 3600,00 2 4,0 5.50 25.90 2,96 93.67 408.60 19796,90 3600,00 2 21.0 5.50 25,90 3,14 B4,02 367,37 17479,06 3600,00 2 120,0 5,50 25,90 3.14 B4,DZ 367,37 17479.06 3600,00 2 136.0 5.50 25,90 2.96 93,67 408,(0 19796.90 3600,00 2 136.9 5,50 25,90 2,96 93.67 408,60 19796.90 3600,00 iiiiiiiiiiiiiiii iiiiiiliiiiiiiiiiiii 1163iRT HBIBER 2 PROPERTIES LBW3TH: 136.9 HIN E'l: D.132E+07 STIFF: 4.15B LT Section Properties - Input 4.146 RT CO, ,509 LT 0.510 RT Hem Re Ho Loc. Call 0,0 03 4.0 03 20.D 02 94.0 02 116.1 01 V H */- Code V/D '' Recall Only '" Recall Only •* Recall Only *• Recall Only •* Recall Only Top Bot No W T w Fact T W Fact f Area li EK In E -Store Store SECTION PROPERTIES - OUTPUT HEH NO LOC. DEPTH Z-BAR Y-BAR AREA 3 0,0 5,50 25.90 2.96 93,67 3 4,0 5,50 25.90 2.96 93,67 3 20,0 5.50 25,90 3.14 84,02 1 94,0 5,50 25.90 3.14 B4.02 3 116,1 5.50 25,90 3,12 88,00 HEHBER 3 PROPERTIES LENGTH: 116.1 MIN E"I; 0,132E«07 STIFF: 4,152 LT Section Properties - Input IZZ 40e,60 408,60 367,37 367.37 374.43 lYY 19796,90 19796,90 17479,06 17479,06 19096,66 3600.00 3600.00 3600.00 3600,00 3600.00 4.055 RT CO.: 0,500 LT 0,512 RT Hem Re No Loc, Call Store W •/- Code V/D Top Bot Na w T W Fact T H Fact L BK In H Z ¥ Area Izz E Pila; DE - BDS - PC ul.3,7 12/20/00 1163 RANCHO SANTA PB RD LEFT BBIDGE(penili11 Section Properties - Input Hem Re No Loc. Call z Store u • /- Code V/0 •• ASSUMED DATA26 Top Sot No W T W Fact T w Fsct L Ejt In L Ex In E H Z Y Area Izi E E-Store Store SECTION PROPERTIES - OUTPUT HEH HO LOC, DEPTH Z-BAR Y-BAR AREA 0,00 47.70 IZZ 60.39 IVY B 0.00 3250.00 4 0.0 0.00 0.00 MEMBER 4 PROPERTIES LEN3TH; 28.9 MIN E'l: 0,196EtO6 STIFF; 4,000 LT 4,000 RT C.O.: 0.500 LT 0.500 RT Section Properties - Input Hem Re No Loc, Call Z W */- Code V/O *' ASSUMED DATA26 Top Hot No W T W Fact T w Fact L Ex In L Ex In H Z Y Area Izi E E-SEora S SECTTCW PROPERTIES - OUTPUT HEM NO LOC, DEPTH Z-BAB Y-BAR AREA IZZ 60 ,39 lYY E 0.00 3250.00 5 0,0 0.00 0.00 0,0D 47.70 MEMBER 5 PROPERTIES LEr«:TH: 26,1 HIN E'l: 0.196E>06 STIFF: 4,000 LT 4,000 RT CO,: 0,500 LT D.500 RT File NO ERRORS POUND DE - BDS - PC ul.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE Ipelnit I Page FRAME PROPERTIES END SUPPORT CARRY OVER HBI JT COHD OR FACTORS NO LT RT LT RT DIR SPAN HIN E'l HINGE E LT RT 1 1 2 P H 115,0 O.1323E-07 0.0 3600. 0.513 0.000 2 2 3 H 138.9 O.1323E'07 3 3 4 R H 116.1 0.1323E«07 4 5 2 P 2B.9 0,1963E+06 5 6 1 P 26.1 0,19e3E+06 0.0 0,0 4.5 4.5 DISTRIBUTION FACTORS LT RT 3600. 3(00. 3250. 3250. 0.509 0.000 0.500 0.500 0.510 0.512 0.000 0.000 0.000 0.372 0.414 0.406 0.362 0.000 0.000 0.213 0.000 0.232 ..... MBIBER IS HORIZONTAL SUPPMIT OR HIM3E FIELD EQUALS LOCATION OF HINGE FROM LEFT HID OF HBIBER IF HEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION "*• ••'-• IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HCNEHT REDOCTIOH WILL HOT TAKE PLACE "•' Fils DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRlDQEIperm FIXED END HCWENTS TRIAL 0 MEM FIXED END MtMEHTS HEH FIXED END HCMENTS FIXED END HOHENTS NO LT RT -21451. HO LT RT -20677. -20592. SIDESWAY DIAGNOSTICS DE - BDS - PC vl.3,7 1163 RANCHO SAHTA FE RD LEFT BRIDOE I penni t) DB - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDOECpermitl HORIZOTTAL HEHBER MOHENTS TRIAL 0 MBI NO LEFT .1 PT ,2 PT .3 PT I 0, 5442, i -20819. -9768, ( -18739.1 I -21308, -11428, ( -19083.1 91B3. -1268. -3349. 4 PT ,5 PT 11255. 11659. 10397, 4793. 8424. 9622. .6 PT 7466. 6389. 3022. 7694. 10667. 11941. 11517. -264 . -179, 214. 135, HORIZONTAL MEMBER STRESSES TRIAL 0 1 0. -319. -544. -667. 2 943. 540. 75. 3 961. 621. 199, HORIZOHTAL HEHBBR STRESSES TRIAL 0 1 0. 242. 410, 503. 2 -BOB, -430, -57, 1 -823, -501. -150. VERTICAL HEHBER HCWENTS TRIAL 0 4 0, 23, 46. 69. 5 0, -34. -69. -103. HORIZONTAL HEHBER SHEARS TRIAL 0 1 548,4 398,6 252.6 107,6 2 892.1 701,2 523.9 346.9 3 931,9 771,4 621.9 475.6 VERTICAL HEWBER SHEARS TRIAL 0 4 8,0 8.0 B.O 8.0 5 -13.2 -13.2 -13.2 -13.2 VERTICAL HBIBER REACTIONS TRIAL 0 BOTTOM FIBER -691, -616. -^99. -570. -456. -632. TOP FIBER 521, 465, 376, 344. 92. -137. -37,3 173 ,8 329.2 B.D -13.2 430, 477, 115, -172, -182,2 -1,2 162.9 8,0 -13.2 -443, -497, -708, 334. 375, 534 , 139. -206. -170. -280, -683 . 128, 211, 515, 162. -240. SWAY. ... ,a PT .9 PT RIGHT 3391. -11334. -21050. 1372. -9903. -20964, 9393 . 5565. 0. 201. 613, 94B. Bl. 557. 950, -557. -326, 0. -152. -496. -813, -61. -437. -815. 420. 247. 0, 185. 20B. 231. -275, -309. -343. I -16842.) i -16881.1 -327.2 -472,1 -176.3 -351,4 36.6 -109.7 8.0 -13,2 B.O -13,2 -617,1 -526,4 -256.1 8,0 -13.2 -765.9 -925,0 -702.6 -692,4 -403.9 -555,3 8,0 6.0 -13.2 -13.2 I I 1 I I i I I I I I I I I I I i • IIIIIKIIiilllillISi 11631 ..-RT 2023,9 2011.0 1817,1 1824,2 HBIBER WEIGHT 206.6 166.7 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGBCpet TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAH LT. END RT. END SPAN LT. END O.O0209B 0,000039 -0,000079 -0.000079 -0.000079 -0.000053 RT, END 0.000106 0.000106 LT, END 0,000105 RT, END -0.002173 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCW LEFT END - DOWNWARD POSITIVE 0 ,000 0,051 0.000 0.053 0.000 0.066 0.023 0.037 0,007 0,040 0.007 0 ,059 0.043 0.020 0.023 0.023 0 ,022 0 ,045 0 ,057 0.006 0,041 0,006 0,039 0,025 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCW LEFT END, 0 ,000 0 ,000 0.000 -0 .001 0,000 0.000 0.000 D ,D00 0,000 0,000 O.ODO O.ODO 0,000 0.000 0.000 0.000 0.063 0.000 0.054 O.OOO 0.054 0,000 0 ,000 0 ,000 0.000 0,000 DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit 1 LOAD DATA TRIAL 1 LOAD LINE MBI W OR P CODE 1 3.550 U 2 1.550 U 3 3,550 U FIXED END MCMENTS TRIAL 1 MEM FIXED END MOMENTS FIXED END MOMENTS LEFT RIGHT DEFLT 115, 138, 116, FIXED END MOMENTS CCMHENTS BARRIER HAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES FIXED END MOMENTS File: DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDQE (permit 1 •" SIDESWAV NOT CONSIDERED, FRAME CANNOT SWAY, HORIZONTAL MEMBER MOMENTS TRIAL 1 LEFT ,1 PT 0. 1523. -5830, -2752. -5250.1 -5968, -3218, -5349.1 .2 PT 2577. -359, -947, .3 PT 3162, 1349 , 847 , ,4 PT 3277 , 2372. 2161. , 5 PT 2922, 2710, 2997. HORIZONTAL HEMBER STRESSES TRIAL 1 0, -B9. -153, -187, 2 264, 152, ; 3 269. 175, ! HORIZONTAL MEMBER STRESSES TRIAL 1 1 0. 68, 115. 141. 2 -226. -121. -16. 3 -231. -141. -42. -SO. -50. 60. 38. BOTTOM FIBER -194. -173. -141, -161. -128. -178. TOP FIBER 146, 131, 106, 121, 97, 134. ,6 PT 2098, 2363, 3355, -124. -140 . -199, 106, 150. .7 PT S04. 1311, 3234 , -4S, -79, -192. 36. 59. 145. .8 PT -95S, -43 , -17, IIB, ,9 PT -3191. -2767. 1556. 172 , 157, -91 , -140, -123, RIOHT -5893, -5B74, 0. 266. 266. -228 , -228 , -5279,1 -5293,) VERTICAL MEMBER MC»IBNTS TRIAL 1 4 0, 6. 13. 19, 5 0, -9. -19. -28, HORIZONTAL MEMBER SHBARS TRIAL 1 1 152.9 112.1 71.2 30.4 2 246.2 196.9 147.6 9B.3 1 257.5 216.3 175.1 133.B VERTICAL MEMBER SHEARS TRIAL 1 4 2.2 2.2 2,2 2.2 5 -3,6 -3.6 -3,6 -3.6 VERTICAL HEHBER REACTIONS TRIAL 1 HEH LT RT -10.4 49.0 92.6 2.2 -3,6 NO REACT l<»i 501.6 504,4 REACTION 501.6 504.4 32. -47. -51,2 -0,3 51,4 2,2 -3,6 HEMBER WEIGHT 38. -57. -92.1 -49.6 10.2 2.2 -3.6 45. -66. -132.9 -96.9 -31.0 2.2 -3,6 57. -85. 64. -94, -173,7 -214.5 -255.4 -148,2 -197.6 -246,9 -72.2 -113.5 -154,7 2,2 -3.6 2.2 -3,6 2,2 -3,6 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIIX;E(pet TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT. END 0 ,000589 0,000011 -0.000022 -0.000022 -0.000022 -0.000015 RT, END 0,000029 0,000029 LT. END 0.000029 RT. END -0 ,000609 HOTIZONTAL HEMBER DEFLECTIMJS IN FEET AT 1/10 POINTS FRCH LEFT END - DOWNWARD POSITIVE O.DOD 0.014 0.000 0.015 0.000 0,018 0.007 0.010 0 ,002 0.011 0 ,002 0,017 0.012 0 .006 0.006 0.006 0,006 0,013 0.016 0.002 0.011 0.002 0.011 0.007 VERTICAL MEMBER DEFLECTIMIB IN FEET AT 1/10 POINTS FROM LEFT END. HEMBER 4 E^ 1250. 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 0.018 0.000 0.015 0.000 0.015 0.000 0 ,000 0 ,000 0.000 0.000 DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit 1 LIVE LOAD DIAGNOSTICS NO ERRORS POUND LIVE LOAD OE^JERATOR HEH NO, NUMBER OF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT,END LT,END RT,END RESISTIHO HCHENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT H S SCALE ENV, INFLU- B4CB LINES OBi 3.TOO 3,700 3.700 ,700 ,700 ,700 LIVE LOAD TRUCK OR TRAIN LOADIW3 26.0 18.0 48.0 18.0 48,0 18,0 48,0 18.0 48.0 16.0 46.0 18,0 OVER BRL IMPACT COBB CARD LIDAD CCWTROL P13, YES 1 46.0 0.0 O.D 0.0 0.0 0,0 PIO DIO 0,0 0,0 Pll Dll P12 D12 0.0 0.0 0.0 0.0 liiilJlllliiilli I I I I I Iilitiiiiiiiiili P13 D13 0,0 0.0 P19 D19 0,0 0,0 P25 D25 0,0 0.0 e31 D31 0,0 0.0 P37 D37 0,0 0.0 P43 D43 D.O 0,0 P49 D49 0.0 O.D P55 055 0.0 0.0 P61 D61 D.O 0,0 P67 D67 0,0 0.0 P73 D73 0,0 0,0 P79 D79 0,0 0,0 PB5 DBS 0,0 0,0 P91 D91 0,0 0,0 Pll 014 0,0 0,0 P20 020 0,0 0.0 P26 D26 0,0 D.O P32 D32 0.0 0.0 P38 D3a 0.0 0.0 P44 D44 0.0 0.0 P50 O50 0,0 0,0 P56 D56 0,0 0,0 P62 D62 0,0 0,0 P6e D6B 0,0 0,0 P74 074 0,0 0.0 P80 DBO 0,0 0,0 pae DBS 0,0 0.0 P92 D92 D.O 0.0 P15 D15 0,0 0,0 P21 D21 0,0 0,0 P27 D27 o.o 0.0 P33 D33 0,0 0.0 P39 D39 0,0 0.0 P45 D45 0.0 0.0 P51 D51 0.0 0.0 P57 D57 0.0 0.0 P63 D63 0.0 0,0 P69 D69 0.0 0.0 P75 D75 0,0 0,0 PSI D81 0.0 0,0 pa7 Da7 0,0 0,0 P93 D93 0.0 0.0 P16 D16 0.0 0.0 P22 D22 0.0 0.0 P2e D2e 0,0 0,0 P34 D34 0,0 0.0 P40 040 0,0 0,0 P46 D46 0.0 0.0 P52 052 0.0 0.0 P58 D5a 0.0 O.D P64 D64 O.D 0.0 P70 D70 O.D 0,0 P76 D76 0.0 0,0 PB2 D82 0,0 0,0 pea DBB 0,0 0,0 P94 D94 0.0 0,0 P17 0,0 P23 0,0 P29 0,0 P3S O.D P41 D.O P47 0.0 P53 0,0 P59 0,0 P65 0,0 P71 0 ,0 P77 0.0 pa 3 0,0 P89 0.0 P9S 0.0 017 0.0 D23 0.0 D29 0,0 035 0,0 D41 0,0 D47 0,0 D53 0.0 D59 0.0 D65 0,0 D71 0.0 D77 0,0 063 0,0 OB 9 0.0 D95 0,0 PIB 0,0 P24 0,0 P30 0.0 P36 D.O P42 0.0 P4S 0,0 P54 0.0 P60 0.0 P66 0.0 P72 0.0 P78 0.0 PS 4 0.0 P9D 0,0 P96 O.O Die 0,0 D24 0.0 D30 0.0 D36 0.0 D42 0,0 D48 0.0 •54 0.0 •60 O.D 066 0.0 D72 0.0 D7a 0,0 DB4 0.0 D90 0,0 D96 0.0 P97 0,0 IMPACT FACTORS CALCULATED BY PROGRAM MEM IMPACT 19. 21. LL NO. 4 . MEM LEFT HO 1 0, DE - BDS - PC vl,3,7 12/20/.0O 1163 RANCHO SANTA FE RO LEFT BRIDQE(pe™i 11 NEGATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED , 2 PT , 3 PT .4 PT ,5 PT .6 PT ,7 PT .8 PT SHEARS 9 PT RIGHT -1761, -2641. -3522, -4402. -5283, -6163. -7044. -7924. -12B13, SHEAR 0,0 -76,6 -76,6 -76.6 2 -13850, -6an, -5764. -4711. ( -12526.) SHEAR 747.1 75,6 75.8 75.B 3 -13129. -770S, -6852, -5995. ( -11908.1 SHEAR 798.3 73,8 73.8 73,6 I -11702.1 -76,6 -76,6 -3658, -2605, 75,8 75,8 -5139. -42B2, 73.8 73,8 HORIZONTAL MEMBER STRESSES LL MAX NEQ BOTTOM FIBER 1 0, 52. 104. 157. 209. 261, 2 631. 377. 342. 279, 217. 154. 3 599. 419, 406. 355. 305. 254. HORIZONTAL MBIBER STRESSES LL MAX NEO TOP FIBER 1 0, -39. -79, -118, -157, -197, 2 -540, -300, -258. -211- -163, -116. 3 -514, -33B, -306. -268. -230, -191. -76,6 3642, -75,1 1426. 313. 216. 203. -236, 163 , 153 , -76.6 46B5, -75,1 •2569. 365. 278. 152. -275, -209, -115. -76,6 •5728. -75,1 •1713. 418, 340, 102 , -315. -256. -77, -76,6 -769, •6771. -14059, -75,1 -750, -B56, 0. 428. 381, -347 , -299. -36. 589, 639 , -505. -547. LL NO. 4, MEM LEFT .1 PT NO 1 0. 4561, DB - BDS - PC vl.1.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDOE (permit 1 DEAD LOAD PLUS NEGATIVE LIVE LOAD MCWENT ENVELOPE Page 15 .2 PT 7422. , 3 PT 8613. 82. i -34S69, -165B5. -7031. ( -31265.) i -34437. -19136. -10200. -2973. I -30992.1 • 4 PT B137 , 4765. 2555. .5 PT 5994. 7017. 6385. .6 PT 2185, 4748. 8515, ,7 PT .8 PT .9 PT -3292. -10435. -1925B, 40. -7100. -16674, 8947. 7680. 4709, HORIZONTAL MEMBER STRESSES FOR DLtLL MAX NEG BOTTCM FIBER 1 0. -267, -440. -511. -482, -355. -130, 2 1574, 917. 417. -5. -282. -416. -281, 3 1560, 1040. 605, 176. -151. -378. -505, HORIZONTAL MEMBER STRESSES FOR DL'LL MAX NEO TOP FIBER 1 0. 203, 332, 365, 364. 268, 98. 2 -1349. -730, -314, 4, 213. 314, 212. 3 -1337. -819. -456, -133, 114, 265. 381. 195. -2. -530 , 400. 619. 421. -455. -466. -317. 343 , 1041, 938 , -276, -643, -736. 209. RIGHT -33B63, -35023. 0. 1537. 15B9, -1318. -1362. ( -30544.1 ( -31566.1 File 12/20/00 DE - BDS - PC ul.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit 1 POSITIVE LIVB LOAD HCWENT ENVELOPE AMD ASSOCIATED SHEARS HBI LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIOHT NO 1 0. 6295, 10493. 13095. 14365, 13768. 11881. 8227. 3454. 1497 . 1664. SHEAR 0,0 547,4 409.6 276.9 135.4 -215,5 -350,3 -491.0 -420.4 14.5 14 ,5 2 2617. 1574. 4667. 9754. 13074. 14107, 13032, 9670. 4569. 1607, 2659, SHEAR -75,1 -75.1 479.9 411.1 264.7 -114.2 -267,7 -413.9 -481.6 75.8 75,8 3 1620. 1456. 3410. 8215. 11953, 13939. 14546, 13250. 10643. 6376. 0, SHEAR -14 ,0 -14.0 421.7 496,1 353.7 216.7 -113,7 -276.6 -410.1 -549,2 0,0 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 1 0. -369, -622. -776. -853. -817. -704. -488. -205. -81. -84. 2 -132. -67, -277. -578. -775, -836 , -773, -573. -271. -90. -134. 3 -82. -79. -202. -487. -709. -826. -862 , -785. -631. -373. 0. HORIZONTAL MEMBER STRESSES LL MAX POS Top FIBER 1 0 , 280. 469. 585, 643. 616. 531, 363. 154. 66, 72, 2 113. 69. 209, 436. 584. 630. 582. 432 . 204 , 71. 115, 3 70. 64. 152, 367. 534. 623, 650. 592, 476. 284. 0 , 12/20/00 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) DEAD LOAD PLUS POSITIVE LIVB LOAD HOHENT BIVELOPE .7 PT .8 PT .9 PT LL NO. 4. HBH LEFT , 1 PT . 2 PT . 3 PT . 4 PT , 5 PT , 6 PT HO 1 0, 11737. 19676, 24349. 26044. 24185. 19149 3398, 14547, 21498. 23729. 21421 61. 11237, 19647, 24606. 26487 i -18202. -8194, I -16318.1 I -1968B. -9970. ( -17500.1 HORIZONTAL MEMBER STRESSES FOR DL.LL HAX POS BOTTCM FIBER 1 0. -688. -1166, -1443. -1544. -1434. -1147. 2 821. 453. -201, -862, -1274. -1407. -1270, 3 BBl. 542, -4, -666, -1165, -1459, -1570. HORIZONTAL MEMBER STRESSES FOR DLtLL MAX POS TOP FIBER 11098. 14394, 24767. -658, -853. -1468. 62. 3198. 20016. -190, -1188, -9817, -8296, 11941. 532. 467. -699. RIOHT -19386, -18305. 867, 827, ( -17216.) ( -16420.1 I i I i I I I 1 I i II II li II II II II li II •! II li l< l> -704. -755 , 522. -361. -437, 879 , 152. 108B, 650. 502. 1164, 961, a7B. lOBl. 865, 496, 1060. 957, 643. 1100. 1184. 1107, 3, -431, 143. -366, 895, 531. -743, -708, LL NO, MEMBER POS, V MCH, NEG. V HCM. RANGE LL NO, HBIBBR POS , V HOM, - NEG, V HCH, RANGE LL HO, HBIBBR POS. V MOM. HEG, V HCM, RANGE 1 LEFT 6B7.2 0. -76,6 0. 763.7 4. , 1 PT 547.4 6295. -76 , 6 -860 , 624 ,0 DE - BDS - PC vl,3.7 12/20/00 Page 18 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .2 PT .3 PT .4 PT .5 PT ,6 PT .7 PT , B PT .9 PT RIOHT 421.8 313,9 226.4 154,0 96,5 55.5 9701. 10829, 10415. 8B53. 6658, 4468. -76.6 -123.0 -200,5 -2B7.4 -389,5 -506.6 -1761, 6702, 8602, 9656. 9175. 6970. 498,4 436,9 427,0 441.4 486.0 562.1 23.4 14,5 14.5 2152. 1497, 1664. -628,0 -765,1 -894,7 2739. -3866, -11948, 651.4 779,6 909,2 2 LEFT .1 PT .2 PT LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ,3 PT .4 PT ,5 PT .6 PT .7 PT ,8 PT ,9 PT 891, 6 129B6, -75.1 2617. 966.7 4. 747.3 3469. -75,1 1574, 822,4 600.2 3608. -75,1 531. 675 , 3 3 LEFT .1 PT .2 PT 902.4 12354. -14.0 1620 , 916.4 771 ,9 -4113, -14 ,0 1458, 785.8 635.1 2611. -23.3 2164 . 658,4 458.6 335.4 231,7 147.4 7908. 9657. 9414. 7779, -83.7 -148,8 -233.5 -337,6 5430, 7813. 9428. 9638, 542,3 484,2 465.2 485,1 LIVE LOAD SHEAR ENVELOPES AND ,3 PT .4 PT ,5 PT .6 PT 511.7 392.9 290,6 202.3 6953, 9221. 9761, 8898. -55,1 -96.2 -153.6 -226,5 4479, 6704, 8916. 1051B, 566.8 489,1 444.2 42B,8 62,7 5392, -461 ,3 7843, 544,0 75,8 554, -603,1 34B9, 678,9 RIGHT 75,8 2659. -B94,2 -13180. 826.1 970.0 75.8 1607. -750.3 -3637 ASSOCIATED HCMENTS .7 PT ,8 PT ,9 PT RIGHT 123,B 73.8 6767, -1713. -314,7 -422.8 10960, 9818, 438,4 496.6 73.8 -656. -549.2 6376. 622 ,9 LL HO. 4 , HBIBER 1 LEFT POS. V 1235.6 NEO, V 471.9 LL HO, 4. MEMBER 2 LEFT POS, V 17B3.7 NEG. V 817.0 LL NO, 4 , HEMBER 3 LEFT POS. V 1634,3 NEG. V 917,9 DE - BDS - PC vl.3.7 12/2 1163 RANCHO SANTA FE BD LEFT BRIDOE (permit) DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT ,4 PT ,5 PT .6 PT ,7 PT 946.0 322.0 674,4 421,5 189,1 176.0 -15.3 -237,8 -26.3 -230,7 -416,6 -593,7 -751.4 -910,5 -469.6 -716,7 -978.7 -1215,1 -1531.0 -1819,7 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT ,3 PT .4 PT ,5 PT ,6 PT ,7 PT .8 PT .9 PT 1448,5 1124,1 626,1 44S.B 807.5 265,2 509.2 230,4 -28.9 -266.6 -450.6 -627,0 -816.6 25.0 -234,7 -513.9 -812.6 -1129.5 -1453,1 -17B6.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT ,5 PT .6 PT ,7 PT 1543.3 1257.0 757.5 598.6 987,2 420,5 722,1 233,0 473,5 238,9 14,0 -192.3 -330.1 -481,6 29.3 -189,9 -424,4 -678,9 -953.1 -1245,3 DE - BDS - PC vl,3,7 12/20/OD 1163 RANCHO SANTA FE RD LEFT BRIDOE (permit) Page 20 HAX, AXIAL LOAD LIVE LOAD SUPPORT RESULTS AXIAL LOAD MOMENT- HAX, LONGITUDINAL MOMENT 11631 ..-RT SUPPORT JT. 4 POSITIVE NEGATIVE 186,5 -19,9 0.0 0.0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 OE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit I Page 21 PRESTRESS COMBINATION DATA L.L. (21 L.L. (5) LIVE LOADS TO BE COMBINED; LIVE LOAD LOAD FACTORS: DEAD LOAD LOAD FACTOR: 0.00 PHI FACTOR FOR SHEAR: 0.00 PHI FACTOR FOR HOMENT: 0.00 ULTIMATE MOMENT APPLIED = 1.30 X (DL+ADL) ULTIMATE SHEAR APPLIED = 1.30 X (DL+ADLl 0,00 0,00 0.00 0,00 0,00 0,00 1.30 X LL(4I 1.00 X (P/S SEC, MtMENT) 1.30 X LL(4) 1.00 X (P/S SEC. SHEAR) PHI FACTOR FOR SHEAR ' 0.90; PHI FACTOR FOR MCT4ENT ^ 0.95 DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SAHTA FE RD LEFT BRIDGE (permit 1 INPUT PRESTBESSED DATA MEM HO, LLT/X 0 ,00 0 , 10 0.10 PATH 01 LLP/Y LBT/Z 0,40 0.10 0,50 0.10 0,60 0,00 YLT/TYPE YLP/SLOPE YRT 2.58 4,33 1,42 1,42 4,33 1.42 1.42 4,33 2.58 0.25 0.0002 0,25 0.00D2 0,25 0,0002 XLTIFTl I 0,0 XBTIFTI = 0.0 STEEL STRESS(KSI1 = 270, JACKII*3 % ^ 0.75 JACKINO BIDS ' B ANCHOR SETdNl; LEFT r 0.375 RIGHT = 0,375 C(»(C. STREHQTH( PSI) = 4000. ALLOW. TEHSION(PSII ' -379. P-JACK(KIPS) ^ 8300. SHORTENING PERCENT- 100 TOTAL LOSSESIKSI) ^ 20 RELATIVE HUMIDITY t = 70, LOW-LAX - YES PLOT PATHS = YES PLOT STRESSES = YES SUPPORT JT, 1 POSITIVE POSITIVE NEGATIVE POSITIVE NEGATIVE 165,7 -20,7 331,9 -24,2 334,3 -24,3 134 , 258, -150, -281, 0.0 0.0 226 , 222 , 222 , 22B, 1224, -1364, 14S5. -1353, CABLE PATH OFFSETS HEHBER LEFT .1 PT 1 2,58 3.35 2 1.42 2.00 1 1.42 1.90 ,2 PT 3,89 3,02 2,76 .3 PT 4.22 3,75 3,46 .4 PT 4,33 4,18 3.94 .5 PT 4.23 4,33 4,23 .6 PT 3 .94 4.18 4.33 .7 PT 3.46 3.75 4,22 ,8 PT 2,76 3,02 3.89 .9 PT RIGHT 1.90 1.42 2.00 1.42 3.35 2.58 li II li II II It II li II II II II II II II II II II II CABLE PATH ECCENTRICITIES 1 0.195 0,973 1,529 1,857 1,966 1,869 1,57B 1.093 0.414 -0.556 -l.llB 2 -1,118 -0,435 0,657 1.384 1,821 1,966 1,821 1.384 0.657 -0.417 -1.118 3 -1.118 -0,550 0.414 1.093 1,576 1,869 1.966 1.857 1.529 0.972 0,195 FORCE COEFFICIQITS 1 0.601 0.806 0.815 0.822 0,829 0.634 0.840 0.847 0,849 0,843 0,824 2 O.B24 O.B07 0.800 0.792 0,765 0.779 0.766 0.793 0,800 0,808 0,825 3 0.825 0,841 0.849 0,847 0.841 0.835 0.829 0,822 0,815 0,606 0.801 THE POINT OF no MOVEHENT IS IN SPAN 2, 66,67 FEET FRCW THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LENGTH IS 86.81 THE RIGHT ANCHOR SET LENGTH IS 89,34 THE FORCE COEF. AT THE LEFT HJD IS O.BOl THE FORCE COEF. AT THE RIGHT END IS O.BOl INITIAL FORCE COEFF. AT POINT OF NO HOVEMENT = 0,877 SECONDARY HCWENTS TRIAL 20 FRAHE 1 DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BBIEGE(penfiit I PATH 01 1 0.000 P/S MOMENT COEF. PEM-S DUE TO SECONDARY EFFECTS BEFORE BALANCING LEFT END RIGHT END MEMBER LEFT END RIGHT END MEMBER LEFT END RIGHT END 0.000 0.969 2 0.625 0.626 3 0.970 0.000 DEM'S DUE TO SECONDARY EFFECTS 0.806 2 0.715 0.711 3 0.812 0.000 SIDESWAY NOT CONSIDERED. FRAHE CANNOT SWAY. "• ADJUSTED FOR LOSSES K SECONDARY HC91ENTS BUT NO SHORTENING 1 -0.1562 -0.7051 -1,0840 -1.2835 -1.3061 -1.1550 -0.8414 -0.3599 .8 PT 0.2946 .9 PT RIGHT 1.1961 1.7296 Fil» 1.6369 1.0659 0.1B95 -0.3827 -0.7160 -0.B173 -0.7173 -0.3846 0.1870 1.0482 1.6334 1.7344 1.1952 0.Z9B1 -0.3572 -0,8395 -1.1537 -1.3053 -1.2831 -1,0840 -0.7044 -0.1563 Page 24 DE - BDS - PC vl,3.7 12/20/00 1163 RAHCHO SANTA FE RD LEFT BRIDGE (permit 1 FEMS DELTAS IN COLUMNS DUE TO SHORTENIW3 - PJACK-1 TRIAL ^20 FRAHE ^1 PATH -01 HBI NO FEM LT, END FEM RT. END DELTA TOP OF COL. (POSITIVE TO RIOHT) 4 0.00000000 -0,21905494 -0.00000216 ,, 5 0,00000000 -0,57937622 -0.00000465 ..... POINT OF HO MOVEMENT » LEFT END OF MBIBER 1 P/S MOMOJT COEF, ADJUSTED FOR LOSSES k SECONDARY MOMENTS t SHOETENIW3 HEH NO LEFT ,1 PT ,2 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT ,6 PT .9 PT RIOHT 1 -0.1562 -0.7012 -1,0763 -1,2719 -1,2907 -1.1357 -0,8183 -0,3329 0,3254 1.2308 1.7681 2 1.4785 0,9461 0.1123 -0.4191 -0.71 IB -0,7724 -0,6317 -0,2584 0.3539 1.2557 1,8617 3 1.5327 1,0137 0.1368 -D.49B4 -O.9605 -1,2545 -1.3860 -1,3436 -1.1243 -0.7245 -0,1563 File DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FB RD LEFT BRIDQE(per7oi11 TRIAL 20 FRAHE 1 PATH 01 Page 25 11631 .xRT HORIZ(»JTAL HEMBER STRESSES PRESTRESS C»n.Y BOTTOM FIBER AFTER ALL LOSSES (PSI) HEH NO LEFT .1 PT .2 PT ,3 PT • 4 PT • 5 PT .6 PT .7 PT .6 PT .9 PT RIGHT I 599 885. 1089 , 1190 , 1204 . 1131. 979. 745. 423. -9. -231. 2 -110 93. 493. 750. 889 , 914. 850. 671. 375. -52, -279. 3 -133 88, 515. 626. 1049. 1190. 1251. 1225, 1113. 895, 600. HORIZONTAL HEHBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) 1 467 284. 160. 92, 90. 151. 273. 457, 703, 991. 1140. 2 1037 875. 590, 3BS. 275. 248. 305. 448. 660 , 995. 1181. 3 1056 914. 633, 396, 221, 107. 55. 66. 142. 275. 468, File: DE BDS - PC vl.3,7 12/20/00 page 26 1161 RAHCHO SAHTA FE RD LEFT BRIDGE(permit1 TRIAL 20 FRAME 1 PATH 01 HORIZONTAL HEMBER MOMENTS DUE TO P/S HEH HO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT ,7 PT 1 -1297, -5B20. -8933, -10557, -10713. -9426. -6792. -2763. 2 12271, 7869. 932, -3479 , -5908. -6411, 3 12722, 6413. 1135. -4137, -7972, -10413, -5243. -2145. -11504. -11152. .8 PT .9 PT RIOHT 2701. 10216, 14675, 10423. 15618. -6014. -1298. 2937 -9332 VERTICAL MBIBER MOMEHTS DUE TO P/S MEM NO LEFT . 1 PT . 2 PT , 3 PT -240. -290. -481. -579. .4 PT .5 PT ,6 PT .7 PT -962, -1202. -1442, -1683. -721. -869. -1159. -1448. -1738. ,B PT ,9 PT RIOHT -1923. -2164. -2404. -2317. -2607. -2897. TAW3ENT1AL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT. END SPAN LT, END RT. END -0,000589 0 ,000892 1 -0.002044 0 .000200 2 0 .000200 4 --0,000410 0,000819 5 -0.000446 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT I/IO POINTS FRCM LEFT END HBIBER I E= 3600. 0.000 -0,048 HBIBER 2 E- 3600, 0,000 -0.028 0,000 -0,068 -0.023 -0.035 -0.002 -0.019 -D.Dll -0.061 -0.041 -0.020 -0.012 -0.007 -0.027 -0.046 -0,054 -0 ,007 -0,023 0.001 -0.044 -0.025 VERTICAL MEMBER DEFLECTIONS IN FEET AT I/IO POINTS FROM LEFT END MEMBER 4 E= 3250 0 ,000 -0.OD5 0.000 -0,004 -0.001 -0.004 -0.001 -0.004 -0,002 -0.003 -0.002 -0,003 -0,003 -0,002 -0.0O3 -0.002 PAH LT. END 3 -0.000589 DOWNWARD POSITIVE -0,059 -0.057 0,000 -0,031 -0.033 0 ,000 -0,05B -0.066 0,000 -0.004 0.000 RT, END 0.002262 -0.004 O.OOO File; DE - BDS - PC Vl.3.7 12/20/00 11S3 RANCHO SANTA FE RD LEFT BRIDOE (permit) TRIAL 20 FRAME 1 HORIZONTAL HEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES BOTKW FIBER (P3II HEH NO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT BIGHT 1 673 993. 1221, 1333, 1148. 1265. 1095. 832. 472, -9. -256. 2 -133 98. 549. 841, 1002. 1034, 963. 763. 431. -47. -301, 3 -159 88. 565, 913. 1165. 1324, 1395. 1369. 1245. 1003. 674, HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) 1 525 319, 179, 103. IDO, 168 , 305. 510 , 785. 1106, 1276. 2 1169 987, 667. 43B. 308 , 276. 338, 498. 756. 1108 , 1313. liiiiiiiiiiiili I I 1163t I I I I I I I I I I .i'RT I I I I I I t I DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (peimi 11 TRIAL 20 FRAHE 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI HEH HO LEFT .1 PT , 2 PT ,3 PT ,4 PT .5 PT ,6 PT ,7 PT .9 PT .9 PT RIGHT 1 599. 885, 1089, 1190 , 1204. 1131, 979, 745. 423. -9, -231. 2 -110. 93, 491, 750. 869 , 914 , 850. 671. 375 , -52 , -279 , 3 -133. 88. 515, B26. 1049 , 1190, 1251. 1225, 1113 . B95, 600 , HORIZONTAL HEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI! 1 467. 2B4. 160. 92, 90. 151. 273, 457 , 703 . 991. 1140, 2 1037. 875. 590. 3B8, 275, 248. 305, 44B, 6SD. 995. 1181. 3 1056, 914, 613. 396. 221 , 107. 55, 66, 142. 275. 466. File: DE -BDS -PC ul,3,7 12/20/00 Page 29 1161 RANCHO SANTA FE BO LEFT BRIDGE (permit I TRIAL 20 FRAHE 1 HORIZONTAL MBIBER STRESSES DL • P/S BEFORE ALL LOSSES BOTTCW FIBER IPSII MBI HO LEFT . 1 PT .2 PT .3 PT .4 PT 5 PT ,6 PT .7 PT .8 PT ,9 PT RIGHT 1 673 674. 677. 666. 656, 649 , 652. 661. 673, 603. 691. 2 811 638. 625. 557, 502. 464, 465. 4B2. 512, 511. 650 , 3 801 709. 763 , 734, 709, 692. 687 , 686. 688 . 677 , 674 , HORIZONTAL MEMBER STRESSES DL * P/S BEFORE ALL LOSSES TOP FIBER (PSIl 1 525 561. 589. 606. 621, 633, 63B, 639, 633 . 610. 463 , 2 360 558. 610. 652. 665, 706 , 713. 709. 695. 671. 49B. 3 369 529. 566. 585. 596, 601, 599. 591. 581, 557. 525. DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE(peniii 11 raiAL 20 FRAME 1 NO LEFT ,1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT ,7 PT ,8 PT .9 PT RIOHT HORIZONTAL MEMBER STRESSES DL * P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) 1 -1297. -5820, -8933. -10557. -10713. -9426. -6792 , -2763, 2701. 10216. 4675. HEM NO LEFT ,1 PT ,2 PT .3 PT .4 PT .5 PT ,6 PT 7 PT .8 PT 9 PT RIGHT 2 12271, 7869, 932. -3479. -5908, -6411. -5243, -2145, 2937. 10423. 5618. 1 599 565. 544. 522. 512. 515, 536, 574, 624 . 604. 717. 3 12722, 8413. 1135. -4137. -7972, -10413, -11504, -11152. -9132. -6014. 1298, 2 833 633 , 568. 466. 390, 344 , 352. 391. 456. 506 , 672. 4 0, -240. -461. -721, -962, -1202, -1442. -1681. -1923. -2164. -2404, 3 828 710, 714. 647. S93 , 557 , 543. 543. 556. 569, 600 , 5 0. -290. -579, -869, -1159, -1448, -1738. -2028. -2317. -2607. -2897. HORIZONTAL MEMBER STRESSES DL • P/E AFTER ALL LOSSES TOP FIBER (PSIl TOTAL P/S DEFLECTION FOR TRIAL I 467 526. 570. 595, 611 , 616, 607, 586, 552, 495. 327. TAM3ENTIAL ROTATIONS SPAN LT, END - RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT, END RT, END SPAM LT END RT. END 2 228 445. 533 , 602 , 651 , 678. 679, 659 , 619, 556. 367, 1 -0,002044 O.OD0200 2 0.000200 -0,000589 3 -0. D00589 0,002262 3 233 414. 484 . 531. 564, 5B4. 58B , 580, 562. 522. 46B. 4 -0,000410 D.000819 5 -0.D0O446 0.000892 HORIZOHTAL HBIBER STRESSES DL ADDED DL • P/S AFTER ALL LOSSES BOTTOM FIBER (PSIl HORIZONTAL MEMBER DEFLECTIMJS IN FEET AT I/IO POINTS FROM LEFT END -DOWNWARD POSITIVE 1 599 476, 391. 335. 318, 341 , 412. 527. 680 . 776 , 983. MEMBER 1 E-3600, 0.000 -0,023 -0 041 0.054 -0.059 -0.057 2 1097 7B6 , 590. 386. 249, 183, 212. 112. 479, 662, 938. -0.048 -0.035 -0 020 0 ,007 O.ODO 3 1097 884, 770. 597. 465, 380, 344. 351. 400 , 478, 600 , MEMBER 2 E-3600. 0.000 -0,028 -0.002 -0 -0.019 -0 012 007 0 ,023 0 ,001 -0,031 0 ,000 -0.033 HORIZONTAL HBIBER STRESSES DL ADDED DL t P/S AFTER ALL LOSSES TOP FIBER (PSIl MBIBER 3 E-3600. 0.000 -0.011 -0 027 0 ,044 -0.056 -0,066 1 467 594 • 685 , 736 , 757, 746, 700 , 622, 509, 355. 100, -0,068 -0.061 -0 046 -0,025 0 ,000 2 2 324, 517, 663, 757. 799, 785 , 719 , 601, 435. 138. VERTICAL MBIBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCW LEFT END. DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDOE(permi 11 592, 466. Page 31 HORIZONTAL HEMBER STRESSES DL t ADDED DL t HAX POS LL + I + P/S BOTTOM FIBER (PSIl MBI NO LEFT ,1 PT .2 PT ,3 PT .4 PT ,5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT 1 599 107, -231 , -441 . -535. -476. -292 39, 476. 696. 901, 2 975 699 , 313. -193. -526. -653, -560 -261. 206. 572 , 814. 1 1017 805. 56B, 110. -241. -447. -518 -435, -231. 104, 600. HORIZONTAL MEMBER STRESSES DL • ADDED DL • HAX POS LL • 1 ' P/S TOP FIBER (PSIl 1 467 874 . 1154. 1321. 1400, 1362. 1231 989. 663. 420, 170, 2 » 106 393 , 726. 1098. 1341 , 1429. 1367 1151. 806. 506, 244. 3 71 336. 594. 936 , 1195, 1341. 1388 1317. 1155. 875, 468. HORIZONTAL MBIBER STRESSES DL + ADDED DL * MAX HEO LL » I • P/S BOTTOM FIBER (PSIl 1 599 528. 496, 492, 527 . 602. 725 892 , 1098, 1205. 1572, 2 1728 1163. 931. 665, 466. 138. 428 590 , 818, 1043. 1577, 3 1696 1303 , 1176. 952. 770. 634. 547 503, 501. 528. 600. HORIZONTAL HEHBER STRESSES DL • ADDED DL + HAX NEO LL « I ' P/S FOR TOP FIBER (PSI) 1 467 555. 607. 618 , 600 , 549. 464 346. 194. a. -405. 2 -539 24. 260 , 452. 594, 662 , 622 509. 345. 136. -409. 3 -512 -65. 135, 301 , 431. 526. 585 610. 603, 554. 46S, Min PJack • 8300 . Kips Cone Strength at 28 Days - 4319. p«i Bt Stressing • 1514. p*l ..... THE ALLOWABLE TEHSION HAS BEEN EXCEEDED IH THE FIHAL STRESSES, -' Page 32 DE - BDS - PC Vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDOE (permit J TOTAL PE H«EHTS FOR ALL HBIBERS. HEH IllllllSlllilttt ,000 ,005 ,000 ,004 -0.001 -0,004 -0.001 -0.004 -0.002 -0.003 -0.003 -0.O02 -0,002 -0.003 -0.003 -0.0D2 -0,004 0,000 DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) TOTAL TOP PF FOR TRIAL MEM NO LEFT .1 PT ,2 PT 0. 0. 2 6842. 67D1. 0. 3 6644, 7000. 0. TOTAL BOTTiM PF FOR TRIAL 1 6647, 6705. 6763. 2 0, 0. 6636, 3 0, 0. 7051. ,9 PT 6998. 6704. RIGHT 6842 , 6844 , 0. 6821, 6577 . 7031 . 6676, 6518. 6979. 6923. 6462, 6927, 6975, 6520 , 6682 , 7026, 6579 . 6626 . 7049 , 6639. 6768. File: DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE (petmi t) LCJ«! TERM LOSSES TOTAL LOSS (KSll - SH • EE • CRC HO LEFT .1 PT • 2 PT ,3 PT ,4 PT .5 PT • 6 PT ,7 PT ,8 PT ,9 PT RIOHT 1 18,2 18.6 18.7 18.7 18,7 18,9 19,4 19,8 19,9 IB,6 15. B 2 15.6 18.0 18.5 17 . 8 17 ,0 16.5 17.0 17 ,9 la ,6 18.1 15,6 3 15.7 18.7 19.9 19.8 19,3 18.8 18.6 18,5 18 ,7 18.6 18,2 SHEAR DESIGN - AASHTO 1981 LEFT .1 PT ,2 PT .3 PT ,4 PT ,5 PT .6 PT .7 PT ,B PT ,9 PT RIGHT HEHBER: 1 V-CABLE 489. 382. 257, 130, 1, 117. 235, 356 , 475, 544. 72 SECONDARY 58, 58. 58. 58. 58 , sa. 58. 58, 5B. 56. 58 VU 1863, 1431. 1028, 646. 291 , 619. 991. 1387 , 17B6. 2211. 2619 VC 2168, 1915, 974, 544. 420. 571. 964, 1732. 1417. 1446. 1729 REOD WEB 84 , 78 , 74 , 74. 74. 74, 74, 74, 74. 80. 64 AS(IN)/FT 0 ,84 • 0.78 ' 0,74 * 0.74 ' 0 ,74 ' 0.74 • 0,74 • 0 ,74 • 2.15 3.82 4.56 HEHBER: 2 V-CABLE 72. 516. 416. 275, 137 . 0. 137, 275, 416. 516. 36 SECOHDARY 0, 0, D. 0 , 0. 0. 0, 0. 0. 0. 0 VU 2639, 2139. 1653 . 1177, 725. 306. 733, 1185. 1661. 2146, 2644 VC 1667. 1392, 1416, 1151 , 586. 420, 579, 1105. 1491, 1463, 1693 REQD HEB 84. 78. 74. 74 , 74. 74, 74, 74. 74, 77, 84 AS(IH)/FT 4.79 3.73 1.59 0,74 • 0.84 0,74 • 0.89 O.BO 1,35 3.49 4,71 MEMBER: 1 V-CABLE 71, 539. 470 , 352. 233 , 116. 1 . 129. 255, 379. 484 SECONDARY -56. -58. -58, -58. -58, -58 , -58 . -58. -5B, -58, -5B VU 2661 . 2229 . 1804, 1399. 1001, 624. 292. 650. 1035, 1445 , 1B7B VC 1728, 1410 , 1387. 1828. 996 , 583, 420. 546, 978, 1914. 2165 REQD WEB 84, 79 , 74, 74, 74, 74. 74. 74. 71, 79 , 84 ASdNI /FT 4 ,65 4.04 2.34 0.74 • 0 ,74 • 0.74 • 0.74 ' 0,74 • 0.74 • 0,79 • 0,84 NOTE: • AFTER REOD WEB INDICATES ADDITIONAL WEB WIDTH REQD. DE - BDS - PC vl.1.7 12/20/00 1161 RANCHO SANTA FE RD LEFT BRIDOE (permit) AASHTO ULTIMATE HIWENT SECOND ULT HCM ULT MOM AVERAGE NEUTRAL HILD STEEL HCWENT APPLD RESIST FSU AXIS REQD COHBINED (K-FTl (K-FTl (K-FT) (KSI) (INI (SQ.IN! STEEL RATIO AFTER ASdNl/FT INDICATES MINIMUM REOD. Page 35 i I I I I 11631 .A RT llllllllllllllll 0,0 PT, 0, 0. 0 0 00 0 ,00 0.00 0,000 0,1 PT. 670. 17909. 31391 256 91 5.86 0.00 0.105 0,2 PT. 1341. 3O270. 37181 259 26 5.92 0.00 0.091 0,3 PT, 2011. 37775. 40700 260 66 5.95 0.00 0.085 0 ,4 PT, 2682. 40799. 41880 261 12 5,96 0,00 0.063 0.5 PT, 3352. 38591. 40833 260 71 5,95 0,00 0.085 0.6 PT, 4023 . 31904. 37709 259 48 5,92 0,00 0.090 0.7 PT. 4693, 20167, 32563 257 39 5.87 o.oo 0 .102 0,6 PT, 5364. 9448, 23992 250 16 8 ,49 o.oo 0.160 0,9 PT, 6034. 23150. 33057 254 66 7. IB 0.00 0,124 1.0 PT. 6705. 39866. 38096 256 33 7.43 6.00 0,113 MEMBER: 2 0,0 PT, 5936. 41535. 38096 256 33 7.43 11 .67 0,117 0,1 PT, 5931. 19205, 32056 254 32 7.37 0.00 0.127 0.2 PT. 5929. 9880, 27995 255 49 5.83 0.00 0.116 0.3 PT. 5926. 26591, 35642 258 65 5.90 0,00 0.095 0.4 PT. 5923, 36954, 40310 260 51 5,94 0 ,00 0.086 0.5 PT. 5920, 40291, 41680 261 12 5,96 0 ,00 0,083 0.6 PT. 5917. 36836. 40310 260 51 5.94 0 ,00 0 ,086 0.7 PT. 5914 , 26356. 35642 258 65 5,90 0 ,00 0,095 0,8 PT. 5910. 9566, 27995 255 49 5.83 0.00 0,116 0,9 PT. 5907. 19392. 32056 254 32 7.37 0 ,00 0,127 1,0 PT, 5904. 42015. 3809B 256 33 7.43 13.30 0 ,118 File: DE -BDS -PC ^1,3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit 1 AASHTO ULTIMATE MOMENT HEMBER: 0.0 PT. 0.1 PT. 0,2 PT. 0,3 PT, 0,4 PT, 0,5 PT. 0,6 PT, 0,7 PT, O.a PT, 0,9 PT, 1.0 PT. SBCC»1D MOMENT (K-FTI 6742. 6068, 5394, 4720. 4045. 3371 , 2697. 2023. 1348. 674. 0. ULT MOM ULT MOM APPLD RESIST 40501, 22993, 9097. 20428, 32396, 39256. 41492. 38423. 30820. 18221. 36098, 33057. 23992, 32563. 37709. 40833. 41880. 4070O. 37181. 11392. 0. AVERAOE FSU (RSI) 256,33 254,66 250,16 257.39 259,4B 260.71 261.12 260,66 259.26 256.91 0.00 HEUTSAL MILD STEEL AXIS (IHl 7,43 7,38 8 ,49 5,87 5,92 5.95 5.96 5.95 5.92 5.86 0.00 REQD (SQ.INI 8.16 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 COMBINED STEEL RATIO 0.115 0.124 0 , 160 0 , 102 0 ,090 0 ,085 0,083 0.085 0.091 0.105 0.000 TENDCSJ ELONQATICWJ P-JACK (KIPS) (KSI I 270. (SQ INI 40.99 AVE STRESS I KSI) TENDCW LENGTH (FT) • EL0N3ATICN (INI NOTE; TENDON LENGTH INCLUDES 4 FEET FOR JACKS, II li II II It li II II II li II II li II IS I* 11631RT MODULUS USED FOft P/S STEEL IS 26000, KSI File: DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RO LEFT BRIDOE(peimitl •APPROXIMATE QUANTITY' CONCRETE SUPER 1171 C.Y. CONCRETE SUB 96 CY. P/S TRIAL 51562 LBS, THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD, IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0 , THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY, THE P/S QUANTITIES FOR STRAND ONLV ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER, STRAND USE IS BASED ON THE LEWJTH FROM ANCHOR TO ANCHOR. PLOTTING INFORMATION '*' NUMBER OF PLOTS ^ 2 LEW3TH OF PLOTS = 64 INCHES TIME TO PLOT = 135 SECONDS Run Time: 00:00: 0.55 End of Run. Illllllllllllt «*#*«*«>• «l»MI«*lt> «IHIItt«l**l »«•• >ttltti#«IH« t»#« Ml* »«IN Itt* **t»l«IHl«* ItlHIIlH* •l«*«**ttl(t t*llttl*lltt 11*1 tit* IHt Itl* III! (ftl tttit l«tl 1*11 ttti* «•!• tt«*»l«ll« •##•1* tttltttt«l*l« ltt*t»»H*ll« t«ll« «*tHttl !•*«• Ill* •!»# ttt*#l*«ll««l •(HMHItt «»mtll ««****ttf tttttltt*l«l ltt*l«»IM* ititt ltt«* •tttI ***• »HI l*HI«tt tltttt*! iMi i*«mtt *i«ttii itti itt«t i«tt tm **•• ttttlMMK *«»t«««ll# ti»*it *tt*m BDS PC version 1,3,7 (04/05/93) (cl 1990-93 Dokken Engineering All right! reserved. Date: 11/37/00 Tine: 13:03120 File: BtBr_n,txt User: unknom sorted Input Data 12345676901334567890123456783011345678901314567890121456769013345678901334567890 518 550 786 600 412118200116200 35 713 35 713 518 550 786 600 412113200113200 35 713 35 713 516 550 768 800 412118200116300 35 713 35 713 1163 RAHCHO SAHTA FE RD RIGHT BRIDGB 01Dia2P H108] 3600 150 030303 B1133 3600 150 010104 RH1356 3600 ISO 040502P 397 45 3350 150 O5O601P 273 45 3250 150 010000 010200 01067003 011D6I 02000003 02004003 02030003 D2093303 03113303 01000003 01004003 01030003 01104003 03135601 040000 477 050000 477 0101 355 U 001125 0102 355 U 001132 0103 355 U 001308 01 3700 3700 10 2010101 4010 258 433 143 2027075B 3 11 2010102105010 143 433 143 3027075B 3 11 20101031060 143 433 356 2027075B 3 31 6019 6039 BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY OTILITIBS BARRIER RAIL OVERLAY UTILITIES 600040 11 000 100 100 100 100 100 200 200 3O0 3O0 30 0 200 300 200 300 300 300 300 30D 300 301 301 300 3O0 300 400 «00 «00 £00 c30 I I I I I I I RTBR_H.PRT llillllllllllll DB - BDS • PC Vl,3,7 11G3 RAHCHO SANTA FB RD RIGHT BRIDGB 11/27/00 FRAME DESCRIPTION BHD HBH JT. COND NO LT RT LT RT DIR SPAN /---/ /--/ /-•-/ / --/ / / /-HINGB 3 3 3 3 4 5 a 6 1 108.1 111.3 135.6 29.7 37.1 O.OO D.OO 0.00 O.DO O.OO 0.0 0,0 0.0 4,5 4,5 CARRY OVER DBAD LOAD K FACTORS RECALL B UHI SEC LT RT LT BT HEM / / / / / / // /--•-/ 1600. O.DOD .150 O.OO 0.00 D.OO 0,00 1600. 1600. 1350. 1350. O.DOD .150 O.DO 0.000 .ISO 0.00 O.OOO .150 0.00 O.OO 0.000 .150 0.00 O.DO 0.00 0.00 D.OO 0.00 0.00 0.00 0.00 0,DD O.OO O.OO Section Propartle* Meii DB - BOS • PC vl.3,7 llfil RAHCHO SANTA FE RO RIGHT BRIDGE Input Ho LOC, call z Y H D Top BOt NO H T M Fact T H Fact L Ex in L Bx IQ B Store •/• Code V/D H 2 Y Area Iiz B B-3tore Store 1 0.0 0.0 D.O 51.e 5.50 7.68 «.D0 4 13. 1 16, 3.00 1 16 3.00 1.5 7. 11. 1.5 7. 13 3600. 01 1 30.0 0,0 D.O 51.S 5.50 7.88 6.D0 4 13. 1 13, 3,00 1 13 3.00 1.5 7. 11. 3.5 7. 13 3600. 03 1 87,0 03 Recall Only 1 108,1 0.0 O.D 51,8 5,50 7.88 8.00 4 13. 1 IS. 3.00 1 IB 3,00 1.5 7 J3, 3,5 7. 11 3600. 03 BBCTION PROPERTIES -OUTPUT MB4 HO LOC, DEPTH Z-BAR Y-BAH AREA IZZ lYY B 1 O.D 5.50 35.90 3.13 8S.D0 374.43 19096,66 3*00.00 1 30,0 5.50 35.90 1,14 84.03 367,17 17479.06 3600.00 1 87.0 5,50 35.90 1.14 84.03 367.17 17479.06 3600.00 1 103,1 5,SO 35.90 3.9« 91.67 403.60 19796,90 3600.00 HB4BER 1 PROPBHTISS LB«3THi 103.1 MIN B*Ii 0.133B+0T STIFF: 4.053 LT 4 143 RT CO.: 0.513 LT O.SOO RT section Properties Input Hea Re NO LOC. Call Z Y M D Top Bot No M T w Fact T M Pact L Bx In L EX in B Store +/- code V/D H Z ¥ Area III B B-Store Store 3 D.O 03 •* Recall Only 3 4.0 03 •• Recall Only -3 30.0 03 •• Recall Only 3 93.3 03 •• Recall only 3 113.3 03 *• Recall only SECTION FB0PBRTIB3 OUTPUT HBI NO LOC. DEPTH Z-BAR V-BAR ABBA IZZ lYY B 3 0.0 S,SO 3S.90 3.96 91.67 406.60 19796.90 3600.00 3 4.0 S.SO 35.90 3.96 93,67 408.60 19796.90 IfiOO.OD 3 30.0 5.50 3S.90 3.14 S4.03 1*7.37 17479,06 3*00.00 3 93.3 5.50 35.90 3.14 84.03 167,37 17479.0* 3600.00 3 113,3 S.SO 35.90 3.9« 91.67 408.60 19796.90 360D.DD File I 11/37/00 Page 3 DB - BDS - PC vl.1.7 11*3 BAHCHO SANTA FB RD RIGHT BRIDGB MEMBER 3 PROPBHTIBS LENGTH: 113.3 MIN B*Ii 0.133B+07 STIFF: 4.178 LT 4.159 BT C.O.i 0.509 LT 0.511 RT Section PTopertte* • input Hen Re HO LOC. Call Z Store D Tcp BOt NO M T H Fact T N Fact L Bx In L Bx In B iffiiiiiiiiiiiiiii 3 0.0 03 3 4.0 03 3 lO.O 02 3 104.0 03 3 135.6 01 •/- Code V/D '* Recall Only •• Recoil Only *• Recall only •* Recall Only " Recall Only E-store store r I I I f RTBR^ri.PRT IllllllllISi i I SECTION PROPERTIES • OUTPUT HEM NO LOC. DEPTH Z-BAR Y-EAR AREA IIZ lYY B 3 0,0 S.SO 35.90 2.9* 93.67 408.60 19796.90 3600.DO 3 4.0 5.50 35-90 3.96 93,67 408.60 19796.90 3600.00 3 30.0 5.50 25.90 3.14 84.03 167.37 17479.06 3*00.00 3 104.0 5,50 2S.90 3,14 84.03 367.37 17479.0* 1600,00 3 135.< 5.50 35.90 3.12 86.00 374.43 19096,66 3600.00 MBBBH 3 PROPERTIES LENGTH: 125.6 KIN E'l: 0.133B+07 STIFF: Section Properties • Input HBB Re NO Loc. call Store 4.143 LT 4.051 BT CO.: 0.500 LT 0,513 RT Top BOt Ho H T M +/• code V/D *• ASSUMED DATA26 H Fact T H Area Fact IZI L EX In E E-3tore Store SECTION PROPERTIES - OUTPUT Y-BAR 0.00 AREA 47.70 HB4 NO LOC. DEPTH Z-BAH 4 0.0 O.OO O.OO HBHBER 4 PROPERTIES LEHGTH! 29.7 MIN B'l: 0,196E*06 STIFF: 4.000 LT Section Properties Input Men Re HO Loc. call 3 tore IZZ 60.39 Top BOt Ho H T W */- Code V/D •* ASSUHBD OATA26 File: DB - BDS - PC vl.1.7 1163 RAHCHO SANTA PE RD RIGHT BRIDGE Section Properties • Input Hen Re Ho Loc. Call Z Y N DTopBotNOWTM Store */• Code V/D H z SECTION PROPERTIES - OOTP(n HBI NO LOC, DEPTH Z-BAH Y-BAR AREA IZZ 5 0.0 0.00 o.oo 0.00 47.70 60.39 HBIBER 5 PROPERTIES NO ERRORS FOUND DE - BDS - PC vl.1.7 11*3 RANCHO SANTA PB RD RIGHT BRIDGE MEM SUPPC»T B FRAHE PROPERTIES BHD JT COND NO LT RT LT RT DIR SPAH MIN B*I HINGE /. / /-----•/ / / /--./ / / / /, / / H 106.1 0.1323B+07 O.O 3SO0 H 113 .2 0. 1333B-f07 R H 125.6 0.1333E*07 39.7 0,1961E4^06 CARRY OVER FACTORS LT RT DISTRIBUTION FACTORS LT BT 3 0.0 0,0 4,5 3600. 3*00. 3350, 0.513 0.509 0.000 0,500 O.ODO 0,511 0,513 O.OOO / / 0.000 0.155 0.459 0,474 0,31* O.OOO 0.000 0.18* 37,3 O.1963B+06 4,5 1350, 0,500 0.000 O.OOO 0.310 II " HORIZOHTAL SUPPORT OR HINGE FIELD BQUALS LOCATION OF HINGE FROM LEFT END OF HBHBER ,1 ^S^™!.^"*^'"'"'^ ™ ^''^ SUPP(HW HIDTH USED POT WMBNT HBDUCTIOH IF SUPBRSTHUCTUHB SECTIONS OR PARTS CARDS ARB HOT USED MCMBm' REDOCTICW WILL HOT TATE PLACE —• Fitei OB . BD3 - PC vl.1.7 1163 RAHCHO SAHTA FE RD RIGHT BRIDGE FIXBD BHD MMENF3 TRIAL 0 Ha4 FIXBD BND MDHEHTR HB4 HO FIXBD BND HOMEHTS LT RT -18905. 0. NO FIXED BND HCHB1T3 LT RT •13791. 0. -13695. 0. 11/37/00 Page 6 HBI FIXED BND MOMENTS NO LT BT 3 -35518. DE - BDS - PC vl.3.7 11*1 RAHCHO SANTA Ffi RD BIGHT BRIDGB 31 DESHA Y DIAGNOSTICS File: DB - BDS - PC vl.3,7 1161 RAHCHO 3AWr» FB BD RIGHT BfllDGE 11/37/00 Page Page S ™ •** SIDESMAY MOT CtWaiDBHBO, FRAME CANHOT SMAY. RffllZONTAL MEMBER MOMENTS TRIAL 0 HBI lYY B O.OO 3250.00 HO LEFT .1 PT ,3 PT .3 PT .4 PT .5 PT ,6 PT ,7 PT .6 PT .9 PT RIGHT lYY B O.OO 3250.00 1 3 1 0. -14130. -13717, 5080, -7347. ) 3655. -3078. 10754. 1565. 11179. 1593. 10533. 4006. 8213. 2803. 4419, -14. -847. -4446. -7599. -10503, •1590S. -18254, RT CO.: 0,500 LT 0.500 RT 1 ( -31154. -16839. -9984. 1 •910. 6169, 11259. 14361. 15475. 14600. 11737. 6683 . 0. HORIZONTAL H BIBBR STRESSES TRIAL 0 BOTTCM FIBER Pact T N Fact L Ex in Area itz B L Bx in E E-Store Store 1 3 3 0. 640. 948. -398. 198. 548. •511. 133. 54, -617. -93. '3*6. •675. •313, •667. •624. •237. -851. -487. -166. ->I7. -363. I. -6*6. 50. 3*4. €9*, 416. 579. -404 . C99. 829. 0. HORIZONTAL Ml BIBBR STRESSES TRIAL 0 TOP FIBER 11/27/00 Page 4 1 0. 336. 387. 461. 508. 471. 367. 197. •18, •334, -599. 3 -549. -133. •93. 70. 161. 179, 135. -1. •199. -463. •710, 3 -813. -439. -41, 376. 503, 643. 693. 653. 535, 30*, 0. Fact T H Fact L Ex In L Bx In B VERTICAL MBIBBR HOIENTS TfilAL 0 Area lu s E-Store Store 4 0. 158. 115. 471. 631, 786. 94*. 1103. 13*1. 1419, 1576. 5 0. -390. -580. -870. •1160, -1450, -1740. -3030. -3330. -3610, -3900. HOTIZCWTAL HEHBBR SHBARS TRIAL 0 lYY E 0.00 3350.00 1 3 540.7 695.8 399.8 539,3 3*3.3 393,3 136.0 350,5 -10.3 107.8 -146.5 -34.9 383,8 177.5 -419.0 -330.3 -555.3 •463.9 -695,3 •608.3 -843.0 •7*2.7 RT CO.: 0.500 LT 0.500 RT 3 976.7 803.6 643.7 484.4 VERTICAL MMBER SHBARS TRIAL 0 336.1 16T.e 9,5 •148.3 -307.1 -46*.5 -610,1 11/27/00 Page 5 4 S3.1 53.1 53.1 53.1 51.1 53,1 51.1 53.1 53,1 53.1 53.1 S •10*.3 •106.3 -10*.3 -106.3 106.3 106,3 106.3 -10G.3 -106.3 -106.3 •106.2 ( 1389*.) ( -164*3.) VERTICAL KSffiER RBACTICN3 TRIAL HEM NO 5 File: LT REACTION 1751.1 1934.7 RT REACTION 1S18.S 1719.4 HBMBER NEIOHT 313.5 195.1 DB • BDS - PC vl.1.7 11/37/00 I I I I I I I I I I 1161 RAHCHO SANTA FE RD BIGHT BRIDGE lllilllllllilllillllll t I RTBR_ri.PRT HORIZCMTAL HEHBBR SHEARS TRIAL TAHGBHTIAL ROTATIONS - RADIANS - CLOCKHISB POSITIVE SPAN LT. END RT. END SPAH LT. END 0.001995 0.000276 -0.000553 -0,000552 -0.000552 -0.000467 RT, BHD 0.000934 0.000934 SPAN 3 LT, END 0.000934 RT. END •0.003161 HORIZONTAL HBHBER DEFLECTltWS IH FEBT AT 1/10 P0IHT3 FROM LEFT END - HEMBER 1 B- 3600. O.OOO 0,021 0.019 O.0S3 0,058 0.050 0.036 0,034 O.OlO 0.000 HEHBER 2 E- 1600. O.OOO -0.003 -0.001 O.D03 0.006 0.003 -O.OOl -0.005 -0.006 0,000 HBIBER 3 E- 1600. 0.000 0.016 0.044 0.071 0.093 0.1O7 0.09S 0.073 0.039 0.000 VERTICAL MBHBBR DEPLECTICN3 IH FEET AT 1/10 POINTS PHtH LBPT BND. MBIBBR 4 E- 3250. 0.000 0.001 0.002 0.003 0.003 0.0O3 0.003 0.003 0.001 0,000 MEMBER 5 B- 1250. 0,000 -0.001 -O.O03 D.003 -D.004 -O.OOS -0.005 •0.004 0.003 O.OOO File: DE -BDS - PC vl. 3.7 11/37/00 DOMNWARD POSITIVE 0.057 0.006 0.106 O.OO] -0.005 1163 RANCHO SAHTA FE RD RIGHT BRIDGE LOAD DATA TRIAL LIKE HEH LOAD FIXED OR P CODE A B LEFT 3.550 U 0.0 113.5 0. ASSUMED DATA 106.1 3,550 U 0,0 113,3 0. 3.550 U 0.0 110.8 0. ASSUMED DATA 135.6 RIGHT DEFLT 0, Page ID CCHKBHTS BARRIER RAIL OVERLAY UTILITIES BARRIER BAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES FIXED BND MCMENTS TRIAL 1 HBI FIXED BND MOIENTS 0. HBI HO 3 FIXBD BHD MOHBHTS LT RT -3654. 0. -3833, 0. MBI NO 3 11/37/00 HORICOHTAL MBKBEH MOMENTS TRIAL HBI OB - BD3 - PC vl.1.7 1161 RANCHO SANTA FE BD RIGHT BRIDGB SIDESHAY NOT CONSIDERED. FRAHE CANNOT SWAY. FIXED BND MOMENTS LT BT -715D. 0. Page 11 o HO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 D, 1433, 3439. 3031. 3196. 3961. 2308. 1341, -341. -3118. -44SD. 3 -4006. ( -1559.) 3070. •538. 439, IDll, 1138. 790. -3. -1351. -3953. -5111. 3 -5925, ( -5377.1 3813. -360. 1731. 3165. 4038. 4350. 4101. 3295. 1928. 0. HORIZOHTAL HBIBER STRESSES TRIAL 1 BOTTOM FIBER 1 0. -93. -144. -179. -190. -176. -137. -74. 14. 117. 196, 2 179. 113. 35. -36. -60. -67. -47. 0. 74. 163. 233. 3 3*6. 154. 15. -103. -186, -339. -258, -243, -195. -113. 0, HCmiZtMTAL HEMBER STRESSES TRIAL 1 TOP FIBER 1 D. G3. ID). 135. 143, 113. 103, 55. -11. -94. -168. 3 -154. -91. -36. 30, 45. 50. 35. 0, •56. -130, -199. 3 -238. •134. -13, 77. 141. 160. 194. 181. 147. 86, 0. VERTICAL HBHBER MOMEHTS TRIAL 1 4 0. 44. 89. 133, 177. 233. 366. 110. 354. 399. 441. 5 0. -91. -163. -244. -326. -407. -469. -570. -651. -733. -614. ( -3890.) ( -4613.) 1 150.7 113.3 74.0 35,* -3.8 •41,3 -79 5 •117.9 •156,1 -194.T -333.D 3 191.2 ISI.O 110,s 70,6 10,4 -9.6 -49 9 •90.1 •130,3 -170.5 -310,7 3 270.1 335,5 I8D.9 136.3 91.8 47.3 3 6 -43.0 -86.6 -131.3 •175,8 VERTICAL HEHBBR SHEARS TRIAL I * 14.9 14.9 14.9 14.9 5 -39.3 -39.3 -39.8 -39.8 VERTICAL HIMBBR REACTIONS niAL 1 MBI LT 14.9 •39,8 HO REACTION 434.3 460.8 RT REACTION 434.3 480.8 14,9 •39.8 HBIBBR WEIGHT 14.9 •39.8 14.9 -39.3 14.9 -39,6 14.9 -29.8 DE - BD3 - PC vl,3.7 1163 RANCHO SAHTA FB HD RIOHT BBIDOB 11/37/00 Page 13 TAdGBreiAL ROTATIONS - RADIANS - CLOCXMISB POSITIVE SPAN LT, BHD RT, BHD SPAH LT, END 0.000560 -O.DOOISS 0.000078 -0.000155 -0.000155 -0.000131 RT. BHD SPAN LT. BHD RT. BHD 0.0003*2 1 0,000263 -0.000688 0.000363 KOIIZOHTAL MBIBBR DEFLECTIONS IH FEBT AT 1/10 POINTS PRtW LEFT END - DOHHHARD POSITIVE HBffiSR I E> 3600. 0.000 0.006 0,011 0.015 0.016 0.014 0.011 0.007 D.ODl 0.000 MEMBER 3 B- 3600. 0.000 -0,001 0.000 0.001 0,003 O.OOl O.OOO -0,001 -0.003 0,000 HBIBBR 3 B- 1600. O.OOO O.OOS 0.013 0.030 0.03* 0.030 0,037 0.030 0,011 0.000 VERTICAL HEM BBR DEFLECTIONS IN FEBT AT 1/10 POINTS FROM LEFT BID. HBOBB t E- 33S0. 0.000 D.OOO 0.000 0.001 0,001 0.001 0.001 0.001 O.OOO 0.000 HBIBBR 5 8- 3350. 0.000 0.000 -O.OOl 0.001 -0.001 -0.001 •0,001 -0.001 O.OOl 0.000 Fllei DB -BD3 - PC vl 3.7 11/37/00 0.01* 0.003 0,030 0.001 -O.OOl Page 13 1163 RAHCHO SANTA FE RD RIGHT BRIDGE LIVB LOAD DIAONOSTtCS NO BRRCns FOUND SUPBRSTRUCTURS LIVE LOAD RUMBBB OF LIVE LOAD LANES MBI SUPBRSTRUCniRB SUBSTRUCTURE NO, LT.BND ET.BHD LT.BID RT.EHD RB3I3TIH9 MOHaiT OF UHIT 3TEEL POSITIVE NEGATIVE PLOT PLOT IHFLU- H S SCALE ENCB BIV. LINES GEN 1 3.70O 1.700 1.0 1,0 3 3,700 1.700 1.0 1.0 3 3,700 3,700 1.0 1.0 LIVB LOAD HO. •TRUCK- P3 8.0 14,0 33.0 14.0 13.0 COMBHTSi HS30-44 AASHTO LOADIHG IHPACT FKTORS CALCULATED BY PROGRAM HO. LIVB OHIFORM HCM. SHEAR LL LOAD RIDER RIDER IMPACT LHS. 3IDSSHAY 0.64O 18.0 36.0 YES 0.00 HO WIINCWT ALTERNATIVE i i I » I I I I I 1 I i i LL NO. 1. MEM LEFT IMPACT 31. 31. 30. ^ B f t RTBR_ri.PRT €1111111 f I t i 11/37/00 .1 PT 226. DE - BDS - PC vl,3.7 1163 RAHCHO SANTA FE RD RIGHT BRIDGE NEGATIVE LIVB LOAD MCMBNT ENVELOPE AND ASSOCIATED ,4 PT .5 PT .6 PT .7 PT .6 PT .3 tt -151. .3 PT -679. Page 14 SHEARS 9 PT RI(3HT •906. -1132. -1359. -1585, -1814. -3160. SHEAR 0.0 20.9 .20.9 -20.9 3 -5*66. -1313. -2093. -1829. ( -5123,1 SHEAR 343.6 167.4 33,7 -9.9 3 -*910. -3819. -1796. -1403. 1 -6266.) SHEAR 261.3 210.4 36.3 15.9 -20.9 -30.9 -30.9 -20.9 -1941. -3054. -2166. -2379. -9.9 -9.9 -1201. -1001. -9.9 -801, -9.9 -tOl. -11,1 3568. 11.B -400. -191.4 -357 •3959. -*391 { -5196.) ,5 -92.6 -350. -300. 0. ( -5839.) 54. 115. 15.9 15.9 HORlZtWTAL MEMBER STRESSES LL MAX HEC BOTTOM FIBER 1 0. 13. 27. 40, 3 358. 160, 134. 106. 3 315. 210. 106. 83. HORIZONTAL HBIBER STRESSES LL HAX HEG TOF FIBER 1 0. -10, 30, -30. 3 -231, -145. -91. -83, -80. 15.9 15.9 67, 81. 94. 108. 184. 3*2. 123, 128. 135. 153. 316. 29], 59. 47. 36. 34. 12. 0. -370. -168. -61. -40. -87. -54. 51. -61, -71. -81. -147. -234 93. -97. -102. -115. •174. -351 45. -36, -37. -18. -9, 0 Pile: DB - BDS - PC vl.3,7 1163 RAHCHO SAHTA FB BD RIGHT BRIDGB 11/37/0O Pago 15 LL NO. 1, DEAD LOAD PLUS NEGATIVE LIVB LOAD MOMENT BHVBLOPB HBI NO LEFT .1 PT .3 PT .3 PT .4 PT ,5 PT .* PT .7 PT .8 PT .9 PT BIGHT 1 0. 4354 . 3203. 10074, 10473 940O. 6651. 2833, •3**1. -10959. •31688 3 ( -19995. -17640. -1O660, •4170. -264. 1651 1952. 637, •3392. •7014. •14461, -34644 3 ( •28064. -25096.) -11803. -2705. 4767. 10058, 11360. 14674. 13999. 11337. 6633. 0 ( -19093.) I -23391.) HORIZONTAL MBIBER STRESSES FOR DL-'LL MAX HEG BOTTOM FIBER 1 0, -384. -486, -597, ,*3], -557. 2 898. 578. 347, 1*, .98. .us. 3 1363. 756. 160. -383. -596, -793. HORIZONTAL MEMBER STRESSES FOR DLtLL HAX NEG TOP FIBER ' «• 316, 3*7. 450. 468. 420. 306 2 -770. -467. -186. -13. 74. 87, 28 3 -1081. -606. -121. 211. 449. 597. 656 406. •166. 156. 599. 961. •18. 136. 416. 798. 1133. 870. •630. •*73. -393. 0. 137. •103. 626. •119. -113. 507. -161. €1*. 297. •824. -962. Pile: 11/37/00 LL HO. 1. MEM LEFT DE - BDS - PC vl.3.7 1163 RANCHO SANTA PB RD RIGHT BRIDGE POSITIVE LIVE LOAD MOMENT ENVELOPE AHD ASSOCIATED SHEARS .2 PT .1 PT .4 PT .5 PT .* PT 1 D. 3650. SHEAR 0.0 24S.1 3 1069. 1040. SHEAR •19.5 79.0 3 530. 812. SHEAR -4.1 100.8 4430. 304.4 3112. 331.S 3397. 341.4 5399. 14*. 0 1645. 186.7 4047, 315,4 5719, 5537. 108.4 •146,1 4466. 4735, 149.1 110.1 5470. 63*3, 185.1 151,1 .7 PT .6 PT ,9 PT BIGHT 4801. 3593. 30*6, 959. 701 •163,5 -313.5 -240,4 -99.0 6 5 4513. 3696. 3377. 919, 866. -147.0 -184,8 -330.0 -69.2 33 i *647, S383, 5145. 3087. 0 -10*.7 -144.4 -304.8 -245,3 o'.O HORIZONTAL MBIBER STRESSES LL HAX POS BOTTCM FIBER 1 0. -155, -3*3. -320. -140. -338. 3 -5*. -56. -117. -316. -366. -331. 3 -36. -4*. -13*. .J40. .JI4. .377, HORIZONTAL HBIBBR STRESSES LL HAX POS TOP FIBER 1 0, 118. 198. 341. 35*. 347. 2 **, 103, 163. 300. 313. ' i7. 103. 181. 344. 234. -365. -3*8. -394, 315. 303, 397. •313. •319. -373. 161. 16S, 331. -133, -141. -305, 93. 10*. 330. •53, -51. -181, 43. 40, 137. -15. -44. 0. 30. 37, 0. File: 11/37/00 LL HO. 1, HB4 LBPT MO 1 0, 3 -13360. -*ia7. ( -1165S.) 3 -30*34. -9153. ( -16344.) DE - BOa - PC VI.3.7 1163 RAHCHO SAHTA FB RD BIGHT BRIDGE DEAD LOAD PLUS POSITIVE LIVB LOAD HCMENF ENVELOPS .1 PT .3 PT .3 PT .4 PT .5 PT .6 PT 7710. 13075, 1*153. 17119. 16059. 11013. 334. 5310, 8078. 8741. 7317. 1367, 10315. 16729. 30734, 33133", Page 17 HORIZONTAL HEMBER STRESSES FOR DL*LL MAX POS BOnOI FIBER 1 0, -453. .775, -958. .lOlS. -953. -771. 3 587. 143. -14. 309, -479. -518. -434. 3 91B. 503, -83, -606. -993, -1339. -1311. HORIZCmAL MBIBER STRESSES FOB DL*LL MAX P03 TOP FIBER 1 0. 344. 564. 733. 765. 718. 581. 3 -503, -376. 10. 331. 361. 191. 137, 3 -787. -403. 63. 456. 748, 936. 989. .7 PT .8 PT .9 PT RIGHT 8013. 1331. -6640, -15305. 3665. •3069. -9563. -17388. 30883. 1*683. 9970. 0. •475. -73. 3*3. 6*1. -318. 133. 539, 784. 1338. -1001. •585. 0. 358. 55. •291. •5*7. 16S. -93. -431. -*73. 931. 754, 444. 0. < -11133.) I -15564.) Filet LL NO. HBIBER POS, V MOM. HBO. V HCM. RAHGB DB - BDS - PC vl.1.7 11*3 RANCHO SANTA FE RD RIGHT BRIDGE LIVE LOAD SHEAR ENVELOPES AHD 1 LEFT .1 PT .3 PT .3 PT .4 PT .5 PT .6 PT 387,0 345.1 304.4 1*5.5 139,0 95.5 65 7 0. 3650. 4430. 5168, 5579. Sl*4. 4363. -31.3 -30.B -53.1 -89,7 -130.0 -168.3 -304.1 0. 1497. 3646. 4563. 5149, 5370. 4730 308,3 376.0 356.6 355.1 359.0 3*3.9 3*9 8 11/37/00 Page 18 ASSOCIATED HCMENTS .7 PT .8 PT .9 PT 40.1 30.5 303*. *33. -316,* -365,3 1558. 3014. 376.7 385.9 10.9 177. -369.* 378, 300.5 RIGHT 7,3 531. -310.5 -4127. 117.7 HB4BSB 3 LBPT .1 PT .3 PT .3 PT POS. V 103.7 37S.9 341.6 307.4 HCM. -1387. 575. 3273, 1S69. NEO, V -44,0 -45.0 •53.0 -70.9 MOM. 795. 3036. 30*4. 3605. RAHGB 346.7 120.9 395.6 378.3 LL NO. 1. HEHBER 3 LEFT .1 PT .3 PT .3 PT POS, V 334.3 394.4 367.8 340.3 MOM. •5084. •1351. 3311. 3993. HEG. V -4.3 •8.3 •19,6 -40.0 MOM. 316. 936. 1961. 1514. RANGE 338.5 103.7 367.4 380,1 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS -4 PT .5 PT .6 PT 1*9.1 130,4 93.1 4374. 4553, 4110. -94,6 -138.3 -167.0 1379. 4547. 4400. 3*1.7 358,7 360,0 LIVB UlAD SHEAR EHVELOPBS AND ASSOCIATED HOKEHTS .4 PT 308.4 5395. -65.4 4930. 373.8 .7 PT .6 PT .9 PT RIGHT 63,* 44,4 14,3 31.1 1703. 1055. 1*43. 5S9. •305.4 •341.9 -374.7 •107.3 3643, 3343. 642. -4660. 369.0 366.3 309.0 340.5 .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 173.3 «3I1. •9S.3 5984. 368.5 135.3 6361. -138.9 6477. 364,1 95.0 5478, -165.6 *343. 360.7 54.5 1778. -304.8 5145. 359,3 38.0 1310, -345.8 3087. 373.3 16.1 0. •387.9 0. 304.1 LL NO. 1. DE - BDS - PC vl,3,7 11/37/00 1163 RAH:HO SANTA FB RD RIOTT BRIDGE DBAD UIAO PLUS LIVB LOMl SHEAR ENVELOPE Page 19 I I I i I I I I i I * I i MBIBBR 1 LEFT .1 PT .3 PT .3 PT .4 PT .5 PT .6 PT ,7 PT ,8 PT .9 PT RIGHT POS. V HEG. V 627.7 519.5 644.9 368-9 466.7 210.1 391.5 16,3 118.8 •140.3 •51.0 314.8 •217.0 -46*.8 •378,9 -655.6 -534.7 -830.6 -684.1 -964.8 -815.8 -1151.5 LL HO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE MBIBBR 3 LEFT .1 PT ,3 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V HEO. V 996.5 651.8 615.1 494.1 *3t.7 341,1 457.9 179.6 276.9 13.2 95.5 1*3.3 -84.5 -144.5 -356,6 •53S,6 -41B.5 -704,8 -573.9 -681.0 •739,4 1069.9 LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE HBMBER 3 LEFT .1 PT .3 PT .3 PT .4 PT .5 PT ,* PT ,7 PT .8 PT .9 PT RIGHT POS. V NEG. V 1311.0 972.5 1098,0 795,3 910.6 633.3 724.* 444.5 534.5 260.7 341.0 72.5 144.7 -119.4 •51,8 -114,4 -353.6 -S11.9 -438.5 -713.1 •614.0 -918.1 DB - BDS - PC vl.3.7 11*1 RAHCHO SANTA FE RO RIGHT BRIDGE 11/27/00 LIVB LOAD SUPPORT RESULTS SUPPORT JT. 1 POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT, 4 POSITIVE NEGATIVE HAX, AXIAL LOAD 77,6 -5.7 AXIAL LOAD MOMBNT- 133.6 -13,8 142.1 -10.1 77,8 -4.4 23. 111. -190. -95. AXIAL LOAD 0.0 0,0 63.2 *1.7 59.6 76.4 0.0 0.0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADIHG IS 0.370 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA PE RD RIGHT BRIDGE PRE3TBE3S CCMBINATION DATA NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS HERE USED. LIVE LOAD NUMBER '1' RESULTS USED PGR p/3 DS3iai OR ANALYSIS. THE FOLLOHING VALUES ARE BEING USED IN THE CALCULATION OP HONBIT 4 SHEAR RBQUIREHENTS. D.L. LOAD FACTOR: 1.30 L.L, LOAD FACTOR: 3.17 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR MOMENT: 0.95 ULTIMATE «OME»rr APPLIED • 1.30 X (DL+ADL) * 3.17 X (LL.I) . 1.00 X (P/3 SEC MOMENT) I I I I I RTBR^ri.PRT > I I I I I I I I ULTIMATE SHEAR APPLIED - 1.30 X (OL*ADL) . 3.17 X (LL^I) . 1.00 X (P/3 SBC. SHEAR) 11/37/00 Page 33 DE - BDS - PC Vl.3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 1^ INPUT FRESTRESSBO DATA TRIAL 3D FRAHB 1 PATH 01 MSI NO. LLT/X LLP/Y LRT/Z YLT/TYPE YLP/SLOPB YHT U K 1 0.00 0.40 0.10 3.58 4.33 1.43 0.35 0.0003 3 0,10 0.50 0.10 1.43 4.33 1,43 0.35 0.0003 1 0.10 0.60 D.OO 1,43 4.13 3.58 0,35 0.0003 370, JACKItK % - 0.75 JACKING ENDS - B XLT{FT1 - 0.0 IRT(FT) - 0,0 STEBL STRESSIKSl) AHCHM SBT(IN), LEFT - 0.375 BIGHT - 0,375 COWC STRENGTH (PSI) - 4000, ALLOW, TENSI0N(P9I) - .J79. P-JACK(KIPS) - 8000. SHORTENING PBHCBHT- 100 TOTAL LOSSBSiKSI) - 30 RELATIVE HUMIDITY % • 70. LOP-LAX - YES PLOT PATHS - YES PLOT STRESSES - YES CABLB PATH OFFSETS LCmSITUDIHAL MOMENT MMEHT MBHBBR LEFT .1 PT ,3 PT ,3 PT ,4 PT .5 PT .6 PT ,7 FT ,8 PT ,9 PT RIGHT TOP BOT. 1 3,56 3.15 3,89 4,33 4,13 4.33 3.94 3,46 3.76 1,91 1.43 0. 0. 0. 2 1.43 3.00 3.03 1.75 4.18 4.33 4.18 1.T5 3.03 3.00 1.42 0. 0. 0. 3 1,43 1.90 3.78 3.46 3.94 4.33 4.33 4.33 3,89 3.35 3.58 395. 0. CABLE PATH ECCENTRICITIES •333. 0. 1 0.195 0,973 1.539 1.657 1.96* 1.8*9 1.578 1.091 0.414 -D.544 -1.118 360. -533. 0. 3 -1,118 -0.457 0,657 1,384 1,831 1.966 1.631 1.384 0.*57 -0.438 -1.118 360. -533. 0. 1 •1.118 •0.S40 0.414 1.091 1,578 1,8*9 1,966 1.657 1.539 0.973 0.195 0. 0. FORCS COEFFICIENTS 0. D. 1 0.797 0.804 0.811 0.816 0.835 0.831 0.837 0.841 0.648 0.643 0.833 3 0,833 0.803 0.794 0.786 0,778 0.775 0.763 0,790 0.798 0.80* 0.637 11/37/00 Page 21 1 0.637 0.844 0.8S1 0.851 0.845 0,839 0,833 0.837 0.630 0.613 0.80* THB POINT OF NO MOVEMBIT IS IH SPAN 3, 52,35 FEET FROM THE LEFT BHD OF THE SPAN THE LEFT ANCHCB) SET LENGTH IS 85,30 THB FORCE COBF. AT THB LEFT BID 13 0.797 THE RIGHT ANCHOR SET LENGTH IS 93,7* THE FORCE COBF, AT THB RIGHT BND IS 0,806 INITIAL FORCE COBFF. AT POINT OF NO HOVBIENT - 0.873 File: SECONDARY MCMEHTS TRIAL 30 FRAME 1 DB • BDS - PC vl.3.7 1163 RAHCHO SAHTA FE RD RIGHT BRIDGB PATH 01 11/37/00 Page 31 1 0,000 P/S MOMENT COBF. MEH FBI'S DOB TO SECOHDARY EFFECTS BEFORE BALANCIBC LEFT END RIGHT BID HBIBBR LEFT BID RIGHT END HBOER LEFT END RIGHT BID ' 0.621 0,*19 3 0.975 0.000 DDI'S DUB TO SECONDARY EFFECTS "•*" 1 0,717 D.713 3 0.839 0.000 ••• 3I0BSHAY HOT CONSIDEHBO. FRAHB CAtMOT SHAY ••• ADJUSTED FOR LOSSES ( SECONDARY KMBHTS BUT NO SHORTEHINO NO LEFT .1 PT .3 PT .3 PT .4 PT .S PT .6 PT .7 PT .6 PT ,9 PT RIGHT 1 -0.1S5* -0.7013 -1.0793 -1.3764 -1.3016 -I.ISIS -0.8396 -0.1*0* 0.3901 1.1795 1.7311 1.0848 0.1990 -0,36*3 -0.6940 -0.7987 -0.698* -0.3661 0.3O5O 1.0811 l.*563 1.3030 0.3109 -0,1499 -0.8159 -1.1511 -1,3069 -1.3863 -1,0875 -0.7083 -0.1573 1,6166 1,7514 i#i»iiiiiitiiiii« i I ) I i RTBR_^.PRT li II li 11 I'/ III! II Pile: OE - BDS - PC vl.1.7 1161 RANCHO SANTA FB RD RIGHT BRIDGE FEMS DELIAS IH COLOHHS DUE TO SHORTENING - PJACK-1 TRIAL '20 FRAHE -I PATH -01 MBI Page 34 NO FBI LT. BHD FBI RT. END DELTA TOP OF COL. (POSITIVE TO RIGHT) -0.19436365 -0.45980*56 •0.00000203 -0.00000404 4 0.00000000 5 0.00000000 POINT OF HO HCrVBIBn « LEFT END OF HEHBER 1 ••••• P/S HOHBHT COEF. ADJUSTED FOR LOSSES t SECOHDARY HCMENTS S SHORTENING MBI HO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .* PT .7 PT .6 PT 1 -0,1554 -0.6961 -1.0731 -1,3691 -1.3891 -1.1359 -0.8311 -0.3388 0.1150 3 1,4898 0,9756 0.1373 -0,4005 -0.6907 -0.7578 -0.6300 -0.3503 0.3585 3 1.6145 1.0769 0.1998 -0.4473 -0.9193 -1.3336 -1.3635 -1,3379 -1.11S3 .9 PT RIGHT 1.3075 1.7531 1,3741 1,8848 -0,7331 -0,1571 File: 11/37/00 DE - BDS - PC v],3,7 11*3 RANCHO SANTA FE RD RIGHT BRIDGB TRIAL 20 FRAHE 1 PATH 01 HORIZmTAL MBHBBR STRESSES PRESTRESS IMLY BOTTOM FIBER AFTER ALL LOSSES (PSI) ,S PT ,7 PT .8 PT MBM HO LEFT .1 PT .3 PT .3 PT .4 PT ,5 PT 1 575 647. 1045. 1143. 1157. 1066. 3 112 76. 464. 710, 843. 873. 3 -160 57. 466. 775, 995. 1114. HORIZONTAL MBIBER STRESSES PRESTRESS ONLY TOP FIBER t 1 446 272. 153. 67. 85. 143. 3 1002 841. 570. 377, 268. 341. 3 1048 909. 634. 403. 330, 117. 941. 811. 1197. TER AU 3*0. 396. 64. 718. 641. 1176. LOSSES 436, 433, 73, 411. 357. 1071. PSI) 673. *56. 143. .9 PT -1. -54, 866. 951. 956. 370. RIGHT -318, -369. 583. 1093. 1141. 453. DB - BDS - PC vl.3.7 11*3 RANCHO SAHTA FB RD RIGHT BRIDGE PATH 01 Page 36 HORIZCMTAL MBI HO LEFT HBIBBR MOMENTS DUE TO P/S .1 PT .3 PT .1 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT 1 -1243 -5585, 8585. -10153. -10313. -9087. -6568. -3710. 3530. 9660. 14D18. 3 11919 7805, 1018. -3204. -5535. -*063. -4960. -3O01. 28*8. 10193. 15078. 3 12916 8615. 1598. -3577. -7354. -9780. -10900. -10*33. -8932. -5777. -1356. VERTICAL HBIBER MOMEHTS DUE TO P/S HBI HO LEFT .1 PT ,3 PT ,3 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT 4 0 -210. -420. -*30. -840. -1050. -1260. -1470. -1680. -1690. -3099. 5 0 -316. -413. -649. -865. -1081. -1398. -1514. -1730. -1946. -3161. TANGENTIAL ROTATIONS SPAH LT. END RAOIAHS - CLOCKWISE POSITIVE RT. END SPAH LT. BHD RT. BHD •0,000488 0,000696 SPAN 3 LT. END -0,000488 1 -0,001850 0,000191 3 0,000191 4 -0.0O036B 0.0O073S 5 -0.000348 HORIZONTAL MEMBER DBFLBCTIONS IN FEET AT 1/10 POINTS FRCM LEFT BND • DOWNHARD POSITIVE HBIBBR 1 B> 3600, 0.000 -0.019 -0.015 -0.046 -0,050 -0,046 -0.041 -0.030 -0.017 -0.006 0.000 5> RT. BND 0.003305 HBIBER 3 HBIBBR 3 B- 3600. B- 1*00. E- 3350. B- 3350. 0.000 -0.001 0.0D7 0.014 -0.019 -O.D30 0.017 -D.Dll O.O04 O.DOl 0.000 0.000 -0.011 0.038 0.0*7 -0.0*3 -0,073 D.D74 -0.0*7 0.051 0,038 0.000 FEET AT l/IO POINTS FRCM LEFT BID. 0.000 -O.OOl 0,003 0.003 -0.004 -0,004 0.004 -0.004 0,003 0.003 0.000 0.000 -0.001 0.003 D.D03 -0.0D3 -0.004 0,004 -0,003 0.001 D.003 O.ODO Filet 11/37/00 DE - BDS - PC vl.3.7 1163 RAHCHO SAHTA FE RD RIGHT BRIDGE TRIAL 30 FRAHB 1 HCmiZOHTAL HBIBSR STRESSES FOR ALL P/S PATHS BEFOtB LOSSES BOTTOM FIBER (PSI) Pago 37 HEH HO LEFT v.l PT .3 PT .1 PT .4 Pt .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 646 953, 1173. 1381, 139*, 1317. lOS*. 803, 459. -1. -343, 3 -134 80. 518. 797, 950, 987. 919, 739. 411. -51. -391, 3 -16* 5*. 514. 858. 1105. 1363. 1136. 1314, 1198, 970. 653, HORIZONTAL KBOER STRESSES tOR ALL P/S PATHS BBFOIB LOSSES TOP FIBER (PSIl I 504 305, 171. 97. 95. 160. 390. 488. 753. 1063. 1333, 3 1139 950. 644. 435. 301. 369, 339. 481. 730, 1065. 1369, 3 1179 1031. 711. 454. 361. 135. 74. 83. 163. 304 . 509, File: DE -BDS • PC vl,3,7 11/27/00 Page 38 1161 RANCHO SANTA FE RD RIGHT BRIDGE HORIZONTAL HBMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) MEM HO LEFT ,1 PT .3 PT .3 PT .4 PT .5 PT .* PT .7 PT ,8 PT .9 PT RIGHT 1 575. 847. 1045. 1143, 1157, 1036. 943. 718. 411. -1, -318. 3 -113. 76. 464. 710, 843. 873. 811. 641. 357. -54, -369, 1 -160. 57. 463. 775. 995. 1134, 1197, 1176. 1071. 86*. 583. HORIZONTAL HBIBER STSBSSES tOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) 1 448. 373. 153. 87. 85, 143, 360. 416. 671. 951, 1093, 3 1003. 841. 570. 377. 3*8. 341. 396, 413, 656. 956. 1141. 3 1048, 909. 614. 401. 330. 117. 64. 73. 141. 370. 451. DB - BDS - PC vl.3.7 II63 RAHCHO SANTA FB RD RIGHT BRIDGE 11/37/00 Fags 39 TRIAL 30 FRAKE 1 uoRizamu. HBIBER STRESSES DL * P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) HBI NO LEFT .1 PT .3 PT .3 PT .4 PT 5 PT ,6 PT .7 PT .8 PT ,9 PT RIGHT 1 646 654. 660. 644. 631. 593. 567. S40. 509. 414, 456. 3 506. 476. 641. 705. 717. 749. 753. 739, 674. 538, 538. 3 7*3. 604. 568. 493. 438. 413. 416. 449, 501. 567. 653. HORIZOHTAL MEMBER STRESSES DL + P/S BEFORE ALL LOSSES TOF FIBER IPSI) 1 504. 531. 558. 578. 601. £31. 6S7, CBS. 714, 739, 633. 3 581, 638. 551. 495, 461. 448. 454, 481. 531. 601. 558. 1 36*, S83, 673. 730. 764. 776. 7*6. 715. e86. 610. 509. ililiiilliltii DE • BOS - PC 1163 RANCHO 3AMTA FB RD vl.1.7 RIGHT BRIDOE TRIAL 30 FRAHE 1 HORIZONTAL HBI HO LEFT MEMBER STRESSES OL . 1 PT .3 PT + P/S AFTER ALL .3 PT .4 PT LOSSES .5 PT BOTTOM .* PT FIBER (PSI) .7 PT .8 PT .9 PT RIGHT 1 575 550. 533. 505. 482. 464. 456. 456. 463, 414. 483. 3 538 474. 588. £17. 639. 634. 645. 642. 631. 535. 560. 3 788 605, 523. 409. 327. 383. 360. 311. 375, 463. 562. HORIZONTAL MBIBBR STRESS BS DL + P/5 AFTER ALL LOSSES TOP FIBER (PSI) 1 448 498. 539. 566. 593. 614. 637. 634, 63*, 616, 491. 3 453 519. 477. 446. 428. 430. 431. 432. 457. 494. 431. 3 335 470, 593. 678. 733. 759. 755. 724. 668, 57*, 453. HORIZOHTAL MEMBER STRESSES DL * ADDED DL * P/S AFTER ALL LOSSES BOTTOM FIBER PSI) 1 575 466. 36B. 336. 393. 388. 319, 383, 47*, 531, 677. 3 707 567. 622. 591. 569. 567. 598. 642, *95, 688, 793. 3 1054 760, 537. 106. 139. 44. 23. 68. 180. 349. 583. H0RIZ(3NTAL MEMBER STRESSES DL * ADDBD DL * P/S AFTER ALL LOSSES TOP FIBER (PSI) 1 448 561. £48. 703. 73*. 746, 730, 689, 635. 534, 325. 3 300 429. 151. 46*. 473. 471. 456. 432, 401, 364, 333. 3 8 346. 582. 75*. 87S. 940, 950, 908, 615, 663. 451. vl.3,7 File: DE -BDS - PC vl.3,7 11/37/00 Page 31 1161 RANCHO SANTA FE RD RIGHT BRIDGE TRIAL 30 FRAHE 1 H0RIZ(»1TAL HBI NO LEFT HEHBER STRESSES DL + .1 PT .2 PT ADDBD .3 PT DL + HAX .4 PT POS LL .5 PT * I * .6 PT P/S BOTTOM FIBER 7 PT .8 PT (PSI) ,9 PT RIGHT 1 575 311, 126. 6. •47. •40. 35. 170, 353, 479. 639 . 3 654 530. 485. 375. 303. 367. 311. 433. 554. *37, 748. 3 1034 714, 401. 66. -165. -334. -373. 305. -125. 168. 583. HORIZONTAL HEMBER STRESSES OL •• ADDED DL * HAX POS LL * I * P/3 TOP FIBER (PSI) 1 448 *79. 845. 944. 993. 993. 945. 650. 717, 566. 358. 3 346 474. 554. 639. 674. 683. 656. 597. 507. 405, 270. 1 13 383. 664. 937. 1119. 1334. 1347. 1168. 1045. 800. 453, HORIZONTAL HBIBER STRESSES DL • ADDBD DL + HAX NEC LL •• I P/S BOTTCM FIBER (PSI) 1 575 480. 415. 166. 346. 355. 400. 477. 564. 715, 939, 3 965 766, 746. 699. 684. 689. 737. 777, 847. 906. 108*. 1 11*9 9*9, 643. 389. 211. 103. *9. 103. 304. 361. 563. HORIZONTAL HEHBBR STRESSES DL + ADDED DL * MAX HEG LL * 1 + F/3 TOR TOP FIBER (PSI) 1 448 551. 628. *73. 696. 695. 669. £19. 544. 376. 101. 3 79 384. 356. 364. 387. 379. 159. 330. 286. 190. -20. 3 -363 179. 501. 693. 831. 895, 914, 881. 797, 651. 453, Hin PJacli - S 000. Kips Cone Strength at 38 Days - 3433. psi at Streeaing -1433. File: DE • BDS - PC vl.1.7 11/27/00 Page 33 II I 1^ I » RTBR^H.PRT llirt^lllttlltll 1163 RAHCHO SANTA FB RD RIGHT BRIDGB TOTAL PE MCMENTS FOR ALL HBIBERS. HBI .1 PT LEFT -1243. 11919. 1391*. ,3 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT -8585. -10153. -10313. -9067. -6S68, -3710. 3530, 9*60. 14018. 1013. -1304. -5535. -6063, -4960, -3001. 3868. 10193. 15078. 1598, -1577, -7354, •9780. -10900. -10633. -6933. -5777, -1356. -420. -610. -640. -1050. -1360, -1470, -1*80. -1890. -3099. -433. -649. -665. -1061, -1398, -1S14, -1710. -194*. -3163. FOR TRIAL -5585. 7305. 8*15, 0, -310. 0. -31*. TANCBJTIAL ROTATIONS - RADIANS - CLOCKHISB POSITIVE SPAN LT. END RT. BHD SPAH LT. END RT. BID -0.000488 0.000696 1 -0.001850 0.000191 3 0.000191 4 -0.000366 0.000735 5 -0.000148 HORIZONTAL HBIBER DEFLECTIONS IH FEBT AT 1/10 PCIHTS FRCM LBPT BHD HEHBBR 1 E- 3600. SPAN 3 LT. BND -0.000*38 RT. END 0,003305 HBHBER 3 E- 3600. B- 3600. 0.000 -D.D4t O.DOD -0.017 O.DOD -0.074 -0,019 -D.OID -0.001 -0,011 -0.011 -0.067 -0.035 -0.017 -O.O07 -0.004 -0.038 -0.051 -0.046 -0.006 -0.014 O.DOl -0.047 -0.038 DOHNHARD POSITIVE -0,050 -0,048 0.000 -0.019 -0.030 0.000 -0.063 -0.073 0.000 VERTICAL MBIBBR DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT BHD, MBIBBR 4 B- 33S0. 0,000 -O.O04 0,000 -0.004 -0,001 -0.004 -0,001 -0.003 -0,003 -0.003 -0.003 -0-003 -0.001 -0.002 -O.DOl -0.003 -0,004 0,000 -0.003 0,000 -0.004 -0.004 DB - BDS - PC vl.3.7 11*3 RANCHO SANTA FB RD BIGHT BRIDGE TOTAL TOP PF FOR TRIAL MEM HO LBPT ,1 FT .3 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 0. 0. 0. 0, 0. 0. 0. 0. 6736. 6578. 3 *578. 6418. 0. 0. 0. 0. 0. 0. 0. 64SI. 6614. 3 £614. 6756. D. 0. 0. D. 0. 0. 0. 0. 0. TOTAL BOTTCH PF FOR TRIAL 1 6371. £431. (488. 6545, 6*01. *644. 6696. 6747. 6786. 0. 0. 3 0. 0. *150. 6388, 6337. *198. 6259. 6130. 6183. 0. 0, 3 0. 0. 6804. 6807. 6759. 6709. 66*7. 6613. 6559. 6505. £450. Piiei DB -Boa - PC vl.3.7 11/27/00 Page 34 HBI NO LEFT 1 17.8 3 17.3 1 15,4 V-CABLE SECONDARY 1161 RANCHO SAHTA PB BD RIGHT BRIDGE LONG TERM LOSSES TOTAL LOSS (KSI) -SH*BS-*CRC + CRS 1 PT .3 PT .3 PT ,4 PT ,5 PT .6 PT .7 PT ,8 PT ,9 PT RIGHT 18.3 18.4 18.1 18.3 18.3 18.4 18.6 19.3 11.9 16.9 17.8 18.3 18,6 19.0 19.3 19,6 19.4 18.8 17.6 16,1 18.6 19.1 18.4 17,1 16.3 15.9 l£.l 17.3 17.9 18.0 SHEAR DBSI<» - AASHTO 1981 .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT 498. 190. 3*3. 133. 59. 59. 59. 59, 1581. 1357. 940. 639. 1. 119. 340. 59. 59. 59. 133. 550. 854. 3*3. S9. 1153. 486. 5S7. 59. S9. 1441. 1736. 59. 3013. Itlllllllllltlil ifiiiiiilitliiiiiltii RTBR H.PRT VC REOD HEB AS(IN)/FT 3149. 64. 0.64 • 195*. 79. 0.79 • 1063 71 0,74 631. 74, • 0.74 • 430 74 0.74 631. 74. * 0.74 • 956 74 0.74 1491. 74. • 0.74 • 1918 74 0.74 3118. 79. • 0.79 • 1701. 81. 3.03 SECOND HOMBTT (K-FT) ULT MOM APPLD (KPT) ULT HCM RESIST IK-FT) AVERAGE FSU (KSI) NEUTRAL AXIS (IN) MILD STEEL REOD ISO.IN) CCMBINED STEBL RATIO HEMBER: 3 HEMBER: 3 V-CABLE SECONDARY 85, 1, 606. 1. 488 1 333. 1. 160 1 0. 1. 161 1 135. 1. 491 1 609. 1. 43. 1. 0 0 PT. 6*30, 38306. 36863. 356 36 7 17 4 83 0 109 VU VC 1811. 1648, 1497. 1860. 1185 1318 869, 1384. 548 815 335. 513. 657 939 978. 1560. 1295 985 1607. 1441. 1911. 1*08. 0 1 PT, 5967, 18956. 33007. 355 11 7 13 0 OO 0 119 REQD HBB ASIIH)/FT 84. 1.38 79. 0.79 • 74 0,74 74. - 0.74 - 74 0.74 74. • 0.74 • 74 0,74 71. • 0,71 • 74 1.73 78. 1.31 84. 3.01 0 3 PT. 5304. 8768. 34675. 354 68 5 61 0 00 0 131 HBIBER: 3 0 3 PT. 4611. 33*94, 31531. 357 95 5 67 0 00 0 099 V-CABLB 64. 481. 430 315. 309 104. 1 lis. 338 339. 131. 0 4 PT. 3978. 34*00, 36501. 360 ID 5 73 0 00 0 067 SECCRIDARY VU -53. 2393. -53. 1934. -53 1599 -53. 1375. -53 943 -53, 602, -53 317 -53. 660. -53 1009 •53. 1363. -53. 1735. 0 5 PT, 3315. 41043. 39538. 361 18 5 75 s 00 0 084 VC REQD HBB 1650. 64. 3061. 79. 1944 74 1410. 74. 863 74 544. 74. 430 74 523. 74. 914 74 1731. 78. 3093, 84. 0 6 PT, 3653, 43646. 40541. 361 80 5 76 7 *3 0 084 AS(IN)/FT 3.40 0.79 • 0.74 • 0.74 • 0.74 • 0,74 -0,74 • 0.80 0.78 0.78 -0.84 • 0 7 PT, 1989. 39935. 19398. 361 31 5 75 1 77 0 083 NOTE: • AFTER REOD WEB INDICATES ADDITICMAL HBB HIDTH REQD AFTER A3(IH)/PT IHDICATES MINIMUM REQD, 0 8 PT. 133*, 33034. 35993. 359 89 5 73 0 00 0 088 0 9 PT. *63. 18816. 30389. 357 45 5 66 0 00 0 103 File: •••• DE - BDS -PC vl.3.7 11/37/00 Page 35 1 0 PT. 0, 0. 0. 0 00 0 00 0 00 0 000 11*3 RAHCHO SAHTA FB RD RIGHT BRIDGE AASHTO ULTIMATE HCMBNT SECOND MOMENT (K-FT) ULT HOM APPLD (K-FT) ULT HOM RESIST (KPT) AVERAGE FSU (KSI) HBUTRAL AXIS (IH) MILD STEBL REQD (3Q.IN) CCMBINED STEEL RATI HBIBBR: 1 0.0 PT. 0. 0. 0 0.00 0.00 0.00 D.OOO 0.1 PT. 641. 14844. 30389 357,45 5.66 0.00 0.103 0.3 PT. 1263. 25281. 35993 259,89 5.73 0.00 0,083 0.3 PT. 1934. 31547. 39398 361,33 5.75 0.00 0,083 0.4 PT. 3565. 33970. 40541 361,80 5.76 0,00 0.080 0.5 PT. 3306, 13740. 39538 361,36 5.75 0.00 0.083 0.6 PT. 3348, 37943. 3*504 360,10 5.73 0,00 0.087 0.7 PT. 4469. 19644. 31531 357.95 5.67 0.00 0.099 0.8 PT. 513D. 6204. 34*75 354.68 5.61 0.00 0.121 0.9 PT. 5773. 14177. 33007 355.13 7.13 0.00 0.119 1.0 PT. *413. 37984. 36863 356.86 7.17 o.oo 0.106 HEHBBR: 3 0.0 PT. 5737. 26538. 36883 356,86 7.17 0.00 0.10* 0.1 PT. 5749. 13662. 11019 354,78 7.11 0,00 0.133 0.3 PT. 5760. 7313. 37104 355.99 5.63 0,00 0,113 0.3 PT. 5773. 16367. 34503 359.25 5.70 0,00 0,093 0.4 PT. 5784. 31S03, 39032 2*1.17 5.71 0.00 0,083 0.5 PT, 5795. 32714. 4 0541 3*1.60 5.7* O.DO 0.080 0.6 PT, 5807. 30373. 39022 261.17 5.74 O.DO 0.081 0,7 PT. 5818. 13632. 34502 259.25 5.70 0.00 0.092 0.8 PT. 5830. 7149. 31016, 351,09 6.98 o.oo 0.170 0.9 PT. 5843. 20341, 11039, 354.78 7.11 0.00 0,123 1.0 PT. 5353. 34193. 3*881. 356.8* 7.17 O.DO 0.106 File: DE -BDS - PC vl 3,7 11/37/00 Page 16 OA 1161 RAHCHO SANTA FB RO RIGHT BRIDGE AASHTO ULTIHATB MOMENT TENDON ELOHSATIOH PATH NO. P-JACK (KIPS) % JACK FY (RSI) 370. 01 8000, 75. NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. HODDLUS USED FOR P/S STEEL IS 38000, KSI (SQ IH) 19.51 AVE STRESS (KSI) TENDON LENGTH (FT) * ELONGATION (IH) File: DB - BDS - PC vl.1.7 1163 RAHCHO SANTA FB RD RIGHT BRIDGB •APPROXIMATE QUANTITY' 11/37/00 Page 37 CONCRETE SUPER CONCRBTB SUB P/S TRIAL 1098 C.Y. 100 C.Y. 4*595 LBS, THB SUPERSTRUCTURE CONCRBTB QUANTITY IS BASED OH THB UNIT HEIGHT OF CONCRETE SUPPLIED ON TBB FRAHB DESCRIPTION CARD. IT ASSUMES THAT ALL THB DEAD LOAD IS GIVEN IH TRIAL 0. THB CONCRETE SUBSTRUCTURE QUAHTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR 3TRAHD ONLY ARE FOR BACH TRIAL THAT HAS ENTERED AND IH THAT ORDER. STRAND USB 13 BASED OH THB LENGTH FROM ANCHOR TO ANCHOR. PLOTTING IHF(»U4ATI0N ••• NUMBER OF PLOTS - 3 LBfSTH tjr PLOTS - *1 INCHES TIME TO PLOT • 135 SECONDS Bun Tiaei 00:00t 0.39 End Ot Run. illiiiliiiltiiiii •titiiiii • tttiiiitita • *4(l*l*ll4t(l< lit! om 4II4I 4t#l Ktltltlitll 4at>*ti>tti< tati t>ft tail ttat tattttaitatt i<t<>taiia4 toxiatatti tiatatt «fatatait tiiaaiaita *• aata ta atta ta ataa ta aix ta atti ta itat •atatattat titataata aatata* attait ttatiBitiit ataaitatitat •*>i ata* atatt tatttaa ttaiaia latti taat atat ttttttiiatat aatttiiiit ttatia (cl 1990-93 Dokken Engineering All rights reHarved- Date: 12/20/00 Time: 11:41:18 File; RtBE_P.txt User: Unknown Sorted Input Data 12345678901234567890123456789012345678901334567890123456789012345678901234567890 1163 RANCHO SAOTA PE ED RIGHT BRIDaE(pe™ic) 273 3*00 3600 3600 45 3250 45 3250 010102P H1D81 020203 H1132 030304 RH1256 040502P 297 050603P 010000 010200 01087002 011081 02000003 02004003 02020002 02093202 02113203 03000003 03004003 03020002 03104002 03125601 040000 050000 0101 355 U 001125 0102 355 U 001132 0103 355 U 001308 01 3700 3700 ID 2010101 4010 258 433 142 2010102105010 142 433 142 150 150 150 150 150 5ia 550 788 600 412118200118200 35 713 35 713 518 550 788 600 412113200113200 35 713 35 713 518 550 786 800 412118200118200 35 713 35 713 477 477 6039 6039 BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES P13 2027075B 3 31 800040 11 2027075B 3 31 11 000 100 100 100 100 100 200 200 200 200 200 200 200 200 200 200 200 200 200 200 201 201 100 100 300 500 1501 550 600 600 till RTBR . .PRT flllllllllilfliil 20101031060 142 433 256 2027075B 3 31 DE - BDS - PC vl.3.7 12/20/00 1163 RAHCHO SANTA FE RD RIOHT BRIDGE (penult) FRAME DESCRIPTItMl END SUPPORT HBI JT, cam OR HO LT RT LT RT DIR SPAN I HIH3E / / / —-/ / —-/ / / / / / / 1 1 2 P H 108.1 0.00 0.0 113.2 125.6 29,7 27,3 0.00 0.00 0.00 0.00 0.0 0.0 4.5 4.5 CARRY OVER DEAD LOAD K FACTORS RECALL 6 UHI SEC LT RT LT RT HEH 16O0, 0,000 .ISO 0,00 0,00 o.oo o.oo 1600. 0,000 .150 0,00 0,00 3600. 0,000 .150 0,00 0,00 3250. 0,000 .150 0,00 0,00 3250, 0,000 .150 0.00 0.00 o.oo 0.00 0,00 0.00 0.00 0.00 0.00 0.00 DE - BDS - PC vl.3.7 1 1163 RAHCHO SANTA FE RO RIGHT BRIDOE (permiCI - Input Ho Loc. Coll Z y w D Top Bot Ho W T W Fact T W Fact L Ex In L Ex In E atatta t**a** Store ttaitait ttitiatt t /- Code V/D H Z Y Area IIZ B E-Store Store itiitaitit attattaa*! 1 0,0 0,0 0.0 51,8 5.50 7.88 6.00 4 12 1 18. 2.00 1 18 2.00 3.5 7. 13, 3.5 7, 13, 3600. 01 iita tat* 1 20 ,0 0,0 0.0 SI.a 5.50 7,88 6.00 4 12 1 13. 2.00 1 11 2,00 3.5 7. 13, 3,5 7. 13, 3600. 02 tai* itai Itat 1 87 ,0 02 " Recall Only ta«t tatittt ttatiB 1 108.1 0,0 0.0 51.B 5.50 7,88 8,00 4 12 1 18. 2.00 1 16 2.00 3.5 7. 13, 3,5 7. 13. 3600. 01 tat* latataa ttatta tati taat ta* SECTION PROPERTIES -OUTPUT ata* atta a**a**t**a atitaatiai HBI a**at*t* atiattii HO LOC. DEPTH Z-BAR Y-BAR AREA IZZ IVY E a**a** aattat 1 0,0 5,50 25.90 3.12 86.00 374 43 19096 66 3600.00 1 20.0 5.50 25.90 3.14 84 ,02 367 37 17479 06 3600.00 1 87.0 5.50 25,90 3.14 84.02 367 37 17479 06 3600,00 BDS PC Vetaion 1.3.7 (04/05/931 1 106.1 5.50 25,90 2.96 93 ,67 408 60 19796 90 3600.00 HBIBER 1 PROPERTIES LENOTH: 108.1 HIN E'l! 0,132E.O7 STIFF: 4.052 LT Section Properties - Input 4 , 143 RT CO, : 0,512 LT Hem Re No Loc, Call Store 2 0,0 03 2 4,0 03 2 20,0 02 2 93,2 02 2 113,2 03 H Top Bot No H T • /- Code V/D Recall Only ' Recall Only " Recall Only •• Recall Only Recall only W Fact T W Fact Y Area Ii E-Store store SECTION PROPERTIES - OUTPUT 0.0 4.0 20.0 93.2 113.2 DEPTH 5,50 5,50 5.50 5.50 5.50 Z-BAR 25,90 25,90 25.90 25.90 25.90 ¥-a»R 2.96 2.96 3.14 3.14 2,96 AREA 93 ,67 93 ,67 84 ,02 61.02 93.67 IZZ 408,60 108,60 367,37 367.37 406,60 lYY 19796.90 19796.90 17479,06 17479.06 19796,90 E 3600.00 3600,00 3600,00 3600.00 3*00.00 Filer DE - BDS - PC vl.3.7 12/20/00 Page 3 1163 RANCHO SANTA FE RD RIGHT BRIIX:E(permit 1 HEHBER 2 PROPERTIES LENGTH: 113,2 HIN E-I: 0.132E+07 STIFF: 4.178 LT 4.159 RT CO.: 0,509 LT 0.511 RT Section ProperCiea - Input Mem Re li II li II II it li il li li ii II li li II li It II II RTBR .,x^RT No Loc. Call store 3 0,0 03 1 4,0 03 3 20,0 02 3 101,0 02 3 125.6 01 Bot No W T */- Code V/D Recall Only •• Recall Only •' Recall Only •' Recall only '• Recall only H Fact T W Pact Y Area Iz Ex In E -Store store SECTION PROPERTIES - OUTPUT HEH HO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 3 0,0 5.50 25.90 2.96 93,67 108.60 3 4,0 5.50 25,90 2.96 93,67 406.60 1 20.0 5.50 25,90 1.14 84,02 167.37 3 104.0 5,50 25,90 3.11 84,02 367.37 3 125.6 5.50 25.90 3,12 68,00 374.43 HEMBER 3 PROPERTIES LEN(5TH: 125,6 HIN E-I: 0,132E.07 STIFF: 4,143 LT Section Properties - Input lYY 19796,90 19796,90 17479,06 17479,06 19096,66 3600,00 3600,00 3600,00 3600,00 3600,00 4 ,051 RT CO, : 0 ,500 LT Hem Re No Loc, Call store Top Bot No W T t/- code V/D •* ASSUMED DATA26 SECTION PROPERTIES - OUTPUT HEH NO LOC DEPTH Z-BAR Y-BAR AREA 4 0,0 0,00 0,00 0,00 47.70 HBIBER 4 PROPERTIES LENGTH: 29.7 HIN E'l: 0.196E*06 STIFF: section Propertiea - Input IZZ 60.39 W Fact T W Fact Y Area Iz lYY 0,00 EK In E -store store 4,000 RT CO.; 0,500 LT 0.500 RT Hem Re Ho Loc, Call Store w Top Bot Ho W T W Fact T H Fact t/- Code V/D ASSUMED DATA26 File: DE - BDS - PC Vl,3,7 12/20/00 1163 RANCHO SANTA FE RD RIOHT BRIDGE (permit] Section Propertiea - Input Hem Re No Loc. Call Z Store D Top Bot No W T W Fact T W Fact L Ex In L Ex In E */- Code V/D SECTION PROPERTIES - OUTPUT HBI NO LOC DEPTH Z-BAR Y-BAR AREA Area Isz E-Store Store IZZ 60 ,39 lYY E 0,00 3250,00 5 0,0 0,00 0.00 0,00 47.70 MEMBER 5 PROPERTIES LEWTTH: 27.3 HINE'l! 0.196E«06 STIFF! 4.000 LT 4.000 RT CO.! 0.500 LT 0.500 RT File: FRAHE HEH NO /---/ NO ERRORS FOUND DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGEfpermit I Page LA ' PROPERTIES END SUPPORT CARRY OVER JT CC9JD OR FACTORS LT RT LT RT DIR SPAN HIN E"I HINGE E LT RT / / / / /---/ / / /-- / / / /- / / / 1 2 P H 108,10, 1323E«07 0.0 3600. 0,512 0 ,000 2 3 H 113,2 0,1323EtO7 0.0 3600. 0,509 0,511 DISTRIBUTIMf FACTORS 0.000 0.355 0.459 0,474 125,6 0.1323E*07 0,0 29,7 0.1963E.06 4,5 27.3 0.1963E«06 1.5 3600. 3250. 3250. 0.000 0.512 0,316 0.000 0.500 0.000 0,000 0,186 0.500 0.000 0,000 0,210 ..... IF HEHBER IS HORIZONTAL SUPPORT OR HI»3E FIELD EQUALS LOCATION OF HIW3E FROM LEFT END OF HBIBER IF HEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR HOMBIT REDOCTIIMJ -•*- ..... IF SUPERSTRUCTURE SECTICWIS OR PARTS CARDS ARE NOT USED HOMBIT REDUCTION HILL IKIT TAKE PLACE -•*• File; DE - BDS - PC vl,3.7 12/20/00 Pago 6 1163 RANCHO SAHTA FE RD RIOHT BRIDGE (petmitl FIXED END HC«ENTS TRIAL 0 MEM FIXED END HCMENTS HEM FIXED BID HCMENTS HI FIXED END MOMENTS NO LT RT -18905. 0. NO LT RT -13791. -13695. 0, 0. File: DE - BDS - PC vl.3.7 12/20/00 11*3 RANCHO SANTA FE RD RIGHT BRIDOE(perTni11 SIDESWAY DIAGNOSTICS File; DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FB RO RIGHT BRIDGE (permit I •*• SIDESWAY NOT COTJSIDERED. FRAME CANNOT SWAY. HORIZONTAL HEHBER HOHENTS TRIAL 0 HEM NO LEFT .1 PT .2 PT ,3 PT ,4 PT .5 PT ,6 PT .7 PT .8 PT 1 0. 5080, 8655. 10754, 11379. 10532, 6212. 1419. -817. 2 -14330. -7347, -2076. 1565, 3593. 4006. 2803. -14. -4446, { -12717,1 3 -21154. -9981, -910. 6169, 11259. 14361, 15475. 11600. 11737, ( -1B829.) HORIZONTAL HEMBER STRESSES TRIAL 0 BOTTOM FIBER 1 0, -298, -513. -637, -675. -624. -487. -262. 50, 2 640, 398. 123. -93. -213, -237. -166. 1. 264. 3 948, 548, 54. -366. -667. -851. -917. -866. -696, HORIZONTAL HEMBER STRESSES TRIAL 0 TOP FIBER 1 0, 226. 387. 181. 508, 471. 367. 197, -36. 2 -549, -322. -93. 70. 161, 179. 125, -1, -199. 3 -812. -439. -41, 276. 503, 612. 692. 652, 525. VERTICAL HEHBBR HOHENTS TRIAL 0 1 0. 156. 315. 473. 631, 788. 946, 1103, 1261. 5 0. -290. -580, -870. -1160, -1450. -1710. -2030, -2120. HORIZOHTAL MEMBER SHBARS TRIAL 0 1 540.7 399,8 262.2 126.0 -10.3 -146.5 -262.6 -419.0 -555,2 2 695.8 539,3 393,2 250.5 107.6 -34.9 -177.5 -320.2 -162,9 3 976.7 803.6 642.7 484,4 326.1 167.8 9.5 -118.6 -307.1 \'ERT1CAL HEMBER SHEARS TRIAL 0 4 53,1 53.1 51.1 53,1 53.1 53.1 53.1 53.1 53.1 5 -106,2 -106,2 -106.2 -106,2 -106.2 -106.2 -106.2 -106.2 -106,2 VERTICAL HEHBER REACTIOHS TRIAL 0 HEH LT RT HEHBER NO REACTION REACTION WEIGHT 1 1751,3 1538.8 212,5 5 1934.7 1739.4 195,3 .9 PT RIOHT -7599. -15906, •10502. -16254. 6883. 0, ( -13896,1 ( -16462,1 416, 579, -404. -334. -462. 306. 699, 829, -599 , -710, 1419. 1576. -2610. -2900. -695,2 -841.0 -508,3 -762.7 -466,5 -630.1 53,1 53.1 -106,2 -106,2 I I I I I I I I i I I I i I i I I I RTBR i ..RT lillliilllllilliil DE - BDS - PC vl,3.7 12/20/00 1161 RANCHO SANTA FE RD RIGHT BRIDGB (permit I TAHGENrrAL ROTATKHJS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT, END SPAN LT. END 0,001995 0.000276 -0.000552 -0.000552 -0,000652 -0.000467 RT. END 0,000914 0,000934 LT. END 0,000934 RT. END -0.003161 HORIZOHTAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE 0.000 0.050 0.000 0.003 0 ,000 0 ,107 0.021 0 .038 -0.003 -0.001 0 ,018 0.095 0.039 0,024 -0,001 -0.005 0,044 0.072 0.0S2 0.010 0,003 -0,006 0,071 0.039 VERTICAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END HEMBER 4 E^ 3250 0,000 0.003 0,001 0,003 0,002 0.002 0,002 0,001 0 ,000 -0,005 -0,001 -0,005 -0.002 -0.004 -0,003 -0.002 0,056 0,000 0,006 0,000 0,093 0.000 0.003 0 ,000 -0.004 0.000 DE - BDS - PC vl,3.7 1163 RAHCHO SANTA FE HO RIQHT BRIDGE(per LOAD DATA TRIAL 1 LOAD FIXED END HOHENTS HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT END DOWNWARD POSITIVE LINE MEM H OR p CODE A B LEFT RIGHT DEFLT COHHENTS 1 3 550 U 0,0 112 5 0. 0. BARRIER RAIL OVERLAY UTILITIES HEHBER 1 E^ 3600, 0 000 0.006 0 oil 0 015 0.016 0.016 ASSUHED DATA 108 1 0 014 0 ,011 0 007 0 003 0,000 2 3 550 U 0,0 113 2 0, 0. BARRIER RAIL OVERLAY UTILITIES 3 3 550 U 0,0 130 8 0. 0. BARRIER RAIL OVERLAY UTILITIES HBHBER 2 E= 3600. 0 000 -0,001 0 000 0 001 0.002 0.002 ASSUHED DATA 125 6 0 001 0,000 -0 ool -0 002 0.000 FIXED BND MOMENTS TRIAL 1 HBHBER 3 E:' 3600. 0 000 0 ,005 0 012 0 020 0.026 0,030 0 030 0,027 0 020 0 oil 0.000 FIXED END MCMENTS FIXED END MCMENTS FIXED END MOMENTS DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD RIOHT BRIDGE (permitl SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY, HORIZraiTAL MBIBER MOMENTS TRIAL KEM NO LEFT ,1 PT 0, 1422. -4006, -2070. -3559.1 -5925. -2812, -5277,) , 2 PT 2429. -588. -260. .3 PT 3021, 439, 1733 , ,1 PT 3196 . 1011 , 3165, .5 PT 2961 , 1126, 4038, HORIZONTAL MEMBER STRESSES TRIAL 1 1 0. -83, -144. -179. 2 179, 112. 35. -26, 3 266, 154, 15. -103, HORIZONTAL MEMBER STRESSES TRIAL 1 1 0, 63, 109. 135, 2 -154, -91, -26. 20, 3 -226, -121, -12, 77. BOTTCM FIBER -190. -176. -60, -67. -188, -239. TOP FIBER 143, 132. 15. 50. Ill, 160. .6 PT 2303, 790, 4350. -137. -17. -256. 103. 35. 194. .7 PT 1241 , ,8 PT ,9 PT -241. -2138, -1251, -2953, 3395, 1928. 74, -195, -11 , -56, 117, 117. 163. -113. -130. 86. RIGHT -4450, -Sill, 196. 232. -168. -199. ( -3890,1 ( -4612,1 VERTICAL MEMBER MOMENTS TRIAL 1 tA 4 0. 44. 89, 133, 177, 5 0. -81. -163, -244, -326. HORIZ<»JTAL MEMBER SHEARS TRIAL 1 1 150,7 112,3 74.0 35.6 -2.8 2 191,2 151.0 110,8 70,6 30,4 3 270,1 225.5 180,9 136.3 91,8 VERTICAL MEMBER SHEARS TRIAL 1 4 14.9 14.9 14,9 14,9 11,9 5 -29.6 -29,8 -29,8 -29,8 -29,8 VERTICAL MEMBER REACTIONS TRIAL 1 MEM LT RT NO REACTION 424,2 4S0 ,8 REACTION 424,2 480,8 222. -407. -41,2 -9.6 17.2 14.9 -29.8 HBIBER WEIGHT 266. -189. -79.5 -49.9 2.6 14.9 -29,8 310, -570. -117.9 -90.1 -12.0 11,9 -29.8 354. -651. 399. -733. 413. -814. -156,3 -194.7 -130,3 -170.5 -233.0 -210.7 -86.6 -131.2 -175.8 14.9 -29.8 14.9 -29.8 14.9 -29.8 DE - BDS - PC v1,3.7 1163 RANCHO SANTA FE RD RIOHT BRIDOE (permit 1 TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT. END SPAN LT. END 0.000560 0.000078 -0.000155 -0.000155 -0,000155 -0,000131 RT, END 0.000262 0,000262 LT. END 0.000262 RT. END -0,000688 VERTICAL HBIBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END, HEHBER 4 E' 3250. 0,000 0.001 0,000 0.001 0.000 0.001 0.001 0.000 0,000 -0,001 0,000 - -0,001 -0.001 -0,001 -o,ooi -0,001 0.001 0,000 -0.001 0.000 DB - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE (permit 1 LIVB LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD OENERATOR HEH NO. LIVE LOAD NUHBER OF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT.END LT.END RT.END RESISTIW3 HCMENT OF UNIT STEEL POSITIVE NEOATIVE PLOT PLOT H 5 SCALE ENV. INFLU- ENCE LINES 3.700 3.700 3.700 3.700 3.700 3.700 1,0 1,0 1,0 l.O 1.0 1,0 TRUCK OR TRAIN L0A0IH3 OVER RRL IHPACT COHB CARD PI Dl P2 D2 P3 D3 P4 04 P5 05 P6 D6 LOAD CONTROL 26.0 18,0 48.0 18.0 48.0 16.0 48.0 16.0 16.0 18.0 48,0 18.0 P13. YES 1 P7 D7 P8 D8 P9 D9 PIO DIO Pll Dll P12 D12 18,0 0,0 0,0 0,0 0.0 0.0 0,0 0.0 0.0 o.o 0,0 0.0 P13 D13 Pll D14 P15 D15 P16 D16 P17 D17 P18 D18 0,0 0,0 0,0 0,0 0,0 0.0 0.0 O.O o.o 0.0 0,0 0.0 c30 II II II II iijri li li li li li li II li li fti li II RTBR . .PRT P19 D19 0,0 0.0 P25 D25 0,0 0,0 P31 D31 0.0 0.0 P37 D37 0.0 0.0 P43 D43 0,0 0.0 P19 D19 0.0 0.0 P55 D55 0.0 0.0 P61 DGl 0,0 0.0 P67 D67 0,0 O.D P73 D73 0.0 0.0 P79 079 O.D O.D P85 D85 0.0 O.D P91 091 0,0 0.0 P20 020 0.0 O.O P26 026 0.0 0.0 P32 032 0.0 O.O P38 038 0.0 0.0 Pll 044 D.O O.D P50 050 0.0 0.0 P5G Dse 0.0 0.0 P62 D62 D.O 0.0 P68 D68 D.O 0.0 P74 D74 0.0 O.D PSO DSO D.O 0.0 pe* 066 D.O 0.0 P92 D92 0.0 0.0 P21 D21 0.0 O.D P27 D27 0.0 0.0 P33 D33 0.0 O.D P39 D39 0.0 0.0 P45 D45 0.0 0.0 P51 051 0.0 0.0 P57 057 0.0 0.0 P63 063 0.0 0.0 P69 069 0.0 0,0 P75 075 0.0 0.0 pai 081 0.0 0.0 PB7 087 0.0 0.0 P93 D93 0.0 0.0 P22 022 0.0 0.0 P2S D28 0,0 0.0 P34 031 0,0 0.0 PIO D40 0,0 0.0 P46 D46 0,0 0.0 P52 D52 0.0 0.0 P58 058 D.O 0.0 P61 061 D.O 0.0 P70 O70 0.0 0.0 P76 076 0.0 0.0 P62 082 0.0 0.0 pes D88 0.0 0.0 P94 D94 D.O 0.0 P23 D23 0,0 0.0 P29 D29 0,0 0,0 P35 D35 0.0 0.0 P41 D41 0.0 0.0 P47 D47 O.D D.O P53 053 0.0 0.0 P59 059 0.0 0.0 P65 D65 0.0 0.0 P71 D71 0.0 0.0 P77 D77 0.0 0,0 Pe3 083 O.D 0,0 PS9 089 0.0 0,0 P95 D95 0.0 0,0 P24 0,0 P30 0,0 P3e 0,0 P42 0,0 F48 0.0 P54 0,0 P60 0.0 P66 0.0 P72 D.O P76 0 ,0 P84 0.0 P90 D.O P96 0.0 024 O.D 03 0 0,0 D3E 0 ,0 D42 0.0 D48 0.0 D54 0.0 06 0 0.0 066 0,0 •72 0,0 078 0,0 D64 0,0 DSO 0,0 096 0,0 P97 0,0 IHPACT FACTORS CALCULATED BY PROGRAM HEH IMPACT 21. 21. 20. LL HO, HBI OE - BDS - PC vl.3,7 12/20/00 1163 BAHCHO SANTA FE RD RIGHT BRIDGE (petmi 11 NRIATIVE LIVB LOAD HOMENT ENVELOPE AND ASSOCIATED ,2 PT .3 PT .4 PT ,5 PT ,6 PT ,7 PT .6 PT SHEARS 9 PT RIOHT -607. -1214, -1821, -2429. -3036, -3643. -4250. -4857, -5164. -12058. SHEAR 0.0 -56.2 -56.2 -56,2 2 -10944. -6707. -5700, -4692, ( -9966.1 SHEAR 661,1 89,0 89.0 89,0 3 -15755. -6545, -4286. -3752. ( -13838.1 SHEAR 845.6 647,3 42.7 42.7 -56,2 -56,2 -3685. -3591. -56.2 4968. -56.2 •6344. -56,2 -7721. 89,0 -121.6 -121.6 -121.6 -121,6 •3216, -2680. -2114. -1608. -1072, -56,2 -758. •9098, -11371. -121,6 -576, -536, 0. 42,7 42.7 HORIZONTAL MEMBER STRESSES LL HAX NBG EOTTCW FIBER 1 0, 36, 72. 108, 114. 180, 2 502. 363, 338. 278, 218. 213, 3 697. 359, 254, 222. 191, 15S, HORIZONTAL HEHBER STRESSES LL MAX NEG TOP FIBER -430, -597, -27. -294. -287, -51. -255, -192 , -81. -210. -168, -109 , -165 , -111. -136. -160. -120. 216. 291. 127. -163, -222, -96, 252. 376. 95. -190. -284. -72. 286, 158, -217. -345. -48. 299. 502. 31. 527, 546, DE - BDS - PC vl,3.7 -240, -451. -400, -466. -24, 0, Page 15 LL NO. 1, HEH LEFT .1 PT .2 PT .1 PT NO 1 0. 1473. 7441. 8912, 2 -25273. -14054. -7778. -3128. ( -22683,1 1 -36909, -16529. -5197. 2417. ( -32667,1 11S3 RANCHO SANTA FE RO RIGHT BRIDOE (permit) DEAD LOAD PLUS NEGATIVE LIVE LOAD HOHENT ENVELOPE .4 PT 8951. -92. .5 PT .6 PT 7496, 4569. 415. -2161, 8043. 11681. 11331, HORIZC«lTAL HBIBER STRESSES FOR OL'LL HAX NEO BOTTCH FIBER 1 0. -262. -441. -510. -511. -444. -271. 2 1142. 762. 461, 165. 5. -25. 128. 3 1644, 907. 308, -143. -177. -692. -790. HORIZONTAL MBIBER STRESSES FOR DL+LL HAX NEO TOP FIBER 1 0, 199. 333, 399. 4O0. 335. 204. 2 -979, -61G. -348. -140. -4. 19. -97. 3 -1409, -726. -232. 108. 359. 522. 596. .7 PT 169, -6358, 12992. -10. 377. -770. .8 PT .9 PT RIGHT -5704. -13063. -27964, -12167. -19600. -29625, 10666. 6347. 0, I -24359.1 I -27308.1 -284. 581. File LL NO. 1, HBI LEFT .1 PT HO 1 0, 5638. SHEAR 0,0 521.6 2 3292, 1916. SHEAR -121,6 -121.6 3 1417. 1275. SHEAR -11,3 -11.3 338. 721. -632. -255. -541, 477, 12/20/00 711, 1081, -372 , -573. -8G2 , 282. 1226, 1375. -1051. -1178. 0. Page 16 DE - BDS - PC vl , 3 ,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE (peimiCI POSITIVE LIVE LOAD HOMENT ENVELOPE ANO ASSOCIATED SHEARS ,2 PT .1 PT .4 PT ,5 PT ,6 PT ,7 PT .8 PT .9 PT RIOHT 9268, 11669. 12758. 12084. 10497. 7224. 2981. 1942. 393,5 263.9 133.0 -206.2 -311.8 -169.9 -120.2 20,0 3558. 7212. 9588. 10321. 9658. 7316. 3729. 1152. 158,1 377.8 212.6 111.8 -236.6 -371.9 -153.5 89.0 3462. 8744. 13153. 15643. 16130. 14966. 12114, 7193. 427.5 529.6 377.4 236.7 -127.9 -280.8 -421,9 -572,7 HORIZ(»JTAL HBHBER STRESSES LL HAX POS BOTTOM FIBER 1 0, -330. -551. -692. -756, -716. -622, -128. -177. -106. 2 -166, -101. -211. -128, -568, -612. -573, -136. -221. -75, 3 -71, -70. -205. -518. -780. -927. -968. -887. -718, -122. HORIZONTAL MEMBER STRESSES LL HAX POS TOP FIBER 1 0, 251. 115. 521. 570. 510. 469. 323. 133, 85. 2 142, 84. 159. 322. -428. 461, 432. 328. 167, 59. 3 61, 56. 155. 391. 586. 699. 730. 669, 541, 320. 2156, 20,0 2359. 89.0 0, 0.0 -109. -119. 93. 102. File: LL NO. 4. MEM LEFT DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIOHT BRIDGE (permit 1 DEAD LOAD PLUS POSITIVE LIVE LOAD HCMEHT ENVELOPE I -11037 ( -9743,1 I -19737, -8709. ( -17441,1 ,1 PT ,2 PT ,3 PT .4 PT ,5 PT ,6 PT 10719. 17943. 22423. 24137. 22615. 18708. -5131. 1180. 8777. 13181. 11326. 12461. 2553. 14913, 21112. 30004. 31804. HORIZCWTAL HEMBER STRESSES FOR DL.LL HAX POS BOTTCM FIBER 1 0, -628. -1064. -1329, -1131. -1341, -1109. 2 490, 294. -88. -520, -761. -849. -739. 3 678. 478. -151, -884. -1147, -1779. -1885. HORIZONTAL MEMBER STRESSES FOR DL+LL MAX POS TOP FIBER 1 0, 477. 802. 10O2. 1079. 1011. 836. 2 -420, -236. 66, 392. 589. 610, 557. ,7 PT 11643. 7333. 29566. -690, -435. -1753, 520. 328. .8 PT 2131. -717, 23852, -126. 12. -1414. 95. -32. ,9 PT -5657. -9150. 11076. 309, 505. -825. -248. -402. RIOHT -13748. -15894. 593. 722. -509. -618. ( -11791.1 ( -11336.J I I I 1 I I 1 i I I I 111, 666. 1091. 1341. 1421. LL NO. HEHBER POS. V HOH. NEG. V HOM. RAmE LL MO. HBIBER POS, V HCM, HEO, V HCH, RANGE LL NO. HEMBER POS, V Mrai, NEG, V Hcm. RANGE .1 PT 521,6 5638, -56,2 -607 , 577,7 .1 PT 651,5 '2204. -121.6 1916. 776.1 101.7 8684. 1 LEFT 655.2 0. -56.2 0. 711.4 4. 2 LEFT 709. 8 -9573. -121.6 3292. 911.4 4. 3 LEFT .1 PT .2 PT DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIIXJE(pei LIVE LOAD SHEAR ENVELOPES AND .2 FT .3 PT ,4 PT ,5 PT • 6 PT ASSOCIATED HOHENTS ,7 PT .6 PT ,9 PT RIGHT 300,3 215,0 147.1 92,0 9739, 9299, 7953. 5964, -65.9 -121,3 -194,0 -273.3 -376.7 4020, 6173, 7943 , 8565. 8230, 467.5 421,7 409,1 420.5 468,7 LIVE LOAD SHEAR ENVELOPES AND .2 PT .3 PT ,4 PT .5 PT . 6 PT 520,1 399.5 296.3 207.4 132.5 3014. 6051 . 7264, 7108, 5864. -121,6 -121.6 -129,9 -203,7 -291.8 539, -836. 5818, 7090, 7322. 641,7 521.1 426,2 411,D 424.3 LIVE LOAD SHEAR ENVELOPES AND ,3 PT .1 PT .5 PT .6 PT 62,9 21,7 20.0 20,0 4003, 1675, 1942. 2158, -481,0 -601,2 -733,0 -861,2 6159. 2193, -3638, -11432, 636.9 625,8 752.9 B81,l ASSOCIATED HOHENTS .7 PT ,8 PT .9 PT RIGHT 69.0 89.0 89.0 89.0 -663. 311, 1352. 2359, -391.3 -511.5 -616.5 -781,6 6162. 3199, -1938. -9290, 4B3.3 603,5 737.5 873,6 ASSOCIATED HOHENTS .7 PT ,8 PT ,9 PT 955,6 822.5 684,5 546.0 422,2 312,4 213.9 14967, -5421. 2113. 7302. 10110, 10886, 9859. -11.3 -11.3 -23.7 -54.5 -97,5 -155,3 -232.3 1117, 1275. 2377. 1792. 7350, 9755, 11669. 966,9 833.8 706.2 600.5 519.7 467.8 446.2 132,0 72,7 7605. 5042. 42.7 -536. RIGHT 42,7 -326,7 -439,3 -572.7 -720,0 12309, 11035, 7193. 0, 158,7 512.0 615.4 762.6 12/20/00 LL NO. 4. HEHBER 1 LEFT POS. V 1195.9 HEO. V 484 .5 LL NO. 4. MEHSEK 2 LEFT POS. V 1485.6 NEO. V 574.2 LL HO. 4, MEMBER 3 LEFT POS. V 1932.3 HEG. V 965.4 921 , 3 343 .6 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE BD RIGHT BRIDGB I permit) DEAD LOAD PLUS LIVB LOAD SHEAR ENVELOPE .2 PT .3 PT ,1 PT .5 PT .6 PT .7 PT .8 PT 663,9 426,3 204.8 0.6 -190,8 -366,1 -533,6 196,3 4,6 -204,3 -419.8 -659,5 -903,0 -1159.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .1 PT .5 PT ,6 PT ,7 PT .9 PT RIOHT -675,2 1428,1 .8 PT .9 PT 1193,7 417,6 913,2 271,5 650 .0 128,9 404.1 172.5 -15,0 -231,2 -373.9 -22.1 -238.5 -469,3 -714,5 -977.4 -519,3 1256,8 DEAD LOAD PLUS LIVB LOAD SHEAR ENVELOPE ,2 PT .3 PT ,4 PT .5 PT ,6 PT , 7 PT .8 PT .9 PT 1526.1 1327.3 1030.4 792.1 619.1 429.9 748.1 226.6 480.3 223,4 -16,8 -234,4 12.5 -222,7 -475,5 -746.4 -123,8 1039 ,2 -823.1 -1704.2 -673.7 -1547.3 -587,5 -1350.1 DE - BDS - PC vl,3,7 12/20/00 1163 RAHCHO SANTA FE RD RIOHT BRIDOE (permi 11 LIVE LOAD SUPPORT RESULTS SUPPORT JT. 1 POSITIVE MEMBER 4 POSITIVE NEGATIVE HEHBER 5 POSITIVE NEGATIVE SUPPORT JT, 4 POSITIVE NEGATIVE MAX, AXIAL LOAD 177,1 -IS, 2 327,6 -38, 3 336,5 -27,1 194 , 6 -11,5 AXIAL LOAD MOMENT- MAX. L0W3ITUDINAL HOMENT AXIAL HOMENT 0.0 0.0 197, 307 , -529, -255, 232,9 203, 6 19S, 261, 966. -863. 963. -1427. fiiiiiiiiiiiiiiiiiiiii RTBR . ,x'RT THE RATIO OP SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 OE - BOS - PC vl.3.7 12/20/00 1163 RAHCHO SAHTA FE RD RIGHT BRIDGE (permit) Page 21 PRESTRESS COHBINATION DATA L.L. (41 L.L. (51 L.L, (6) LIVE LOADS TO BE COMBINED: t LIVE LOAD LOAD FACTORS ; 0 , DEAD LOAD LOAD FACTOR: 0,00 PHI FACTOR FOR SHEAR; 0.00 PHI FACTOR FOR MOMENT: 0,00 ULTIMATE MOMENT APPLIED ^ 1.30 X (DL.ADLl ULTIMATE SHEAR APPLIED ^ 1,30 X (DL+ADL) 1 ,30 X LLdI 1.00 X (P/S SEC. MOMENT! 1,30 X LLdl 1,00 X (P/S SBC SHEAR! PHI FACTOR FOR SHEAR = 0.90; PHI FACTOR FOR HOMENT - 0.95 DB - BDS - PC vl,3.7 12/20/00 1163 RAHCHO SANTA FE RD RIOHT BRIDGE I petmi tl INPUT PRESTRESSED [DATA HBI NO. LLT/X 0 ,00 0.10 0,10 PATH 01 LLP/Y LRT/Z 0,40 0,10 0,50 0,10 0,60 0,00 YLT/TYPB YLP/SLOPE YRT 2.58 4,33 1,12 1.42 4,33 1,42 1.42 4,33 2.56 u 0.25 0.0002 0.25 0.0002 0.25 0.0002 XLT(FT1 = 0.0 XRT(FT1 ' 0.0 STEEL STRESS(KSI1 = 270. JACKINO % T 0,75 JACKIWJ ENDS = B ANCHOR SETdNl; LEFT - 0.375 RIGHT - 0.375 COKC. STRENGTH 1 PSI 1 = 4000. ALLOW. TEHSIONIPSIl • -379. P-JACK(KIPS1 = 8000. SHOBTENINO PERCBJT^ 100 TOTAL LOSSES(KSIl = 20 RELATIVE HUBIOITY * " 70. LCW-LAX = YES PLOT PATHS - YES PLOT STRESSES i YES CABLB PATH OFFSETS HEHBER LEFT .1 PT 1 2,58 3,35 2 1,42 2.00 3 1.42 1,90 ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT 3.69 4,22 4,33 4,23 3,94 3,46 2,78 3.02 3,75 1.18 1.33 1,18 3.75 3.02 2.78 3,16 3,94 1.23 1.33 1.22 3.89 ,9 PT RIGHT 1.91 1.12 2.00 1,42 3.35 2.58 CABLE PATH ECCBJTRICITIBS 1 0,195 0.972 1,529 1.857 1,669 1.576 1,093 0.414 -0,544 -1,116 I I I i i I 1 I i I I i i i i 2 -1,118 -0,457 0.657 1.384 1.821 1,966 1.621 1.381 0,657 -0,438 -1,116 3 -1,118 -0,540 0,414 1.093 1,578 1.669 1.966 1.657 1,629 0,973 0,195 FORCE COEFFICIENTS 1 0,797 0,804 0,811 0.818 0,825 0.831 0.637 0.843 0,848 0,842 0,822 2 0,822 0,802 0.791 0.786 0,776 0.775 0.782 0.790 0,798 0,806 0,827 3 0,827 0.941 0.851 0.851 0.815 0.639 0.833 0.627 0,820 0,813 0,806 THE POINT OF NO MOVEMENT IS IN SPAN 2, 52,35 FEET FROM THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LE(«iTH IS 85.30 THE RIGHT ANCHOR SET LENGTH IS 93.76 THE FORCE COEF. AT THE LEFT END IS 0.797 THE FORCE COEF. AT THE RIGHT END IS 0.806 INITIAL FORCE COEFF, AT POINT OF HO HOVBIENT - 0,872 SECOHDARY HCNENTS TRIAL 20 FRAHE 1 DE - BDS - PC ul.3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGB(pei PATH 01 1 0,000 P/S HCWENT COEF, FEH'S DUE TO SECONDARY EFFECTS BEFORE BALANCIW3 LEFT END RIOHT END MEMBER LEFT END RIGHT END HEMBER LEFT END BIGHT END 0.000 0,962 2 0.621 0.619 3 0.975 0,000 OEM'S CUE TO SECONDARY EFFECTS 0, 602 2 0 ,717 0 ,732 3 0 ,829 0 ,000 ••• SIDESWAY NOT CONSIOERBD, FRAHB CANNOT SWAY. ••. ADJUSTED FOR LOSSES & SECONDARY MOMENTS BUT NO SHORTENING LEFT -0.1551 1.6366 1.7531 .1 PT ,2 PT ,3 PT ,4 PT ,5 PT ,6 PT .7 PT ,8 PT -0.7012 -1.0793 -1,2784 -1,3016 -1,1515 -0.8398 -0.3606 0,2901 0.1990 -0.3663 -0.6940 -0.7987 -0.6984 -0.3661 D,2050 1.0848 1.2020 .9 PT RIOHT 1.1795 1.7211 1.0831 1,6562 0.3109 -0.3199 -0,8359 -1,1531 -1.3069 -1.2862 -1,0875 -0.7082 -0.1573 File " • • DE - BDS - PC Ul ,3 ,7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDQE (permit 1 FEMS DELTAS IN COHMNS DUE TO SH0RTENIM3 - PJACK^l TRIAL =20 FRAME =1 PATH ^01 MBI NO FEM LT. BND FEM RT. END DELTA TOP OF COL. (POSITIVE TO RIQHT 1 1 0.00000000 5 0,00000000 POINT OF NO MOVEHENT B LEFT END OF HEMBER 1 P/S MOMENT COEF. MS4 -0.19138285 -0.15980656 -0,00000202 -0,00000101 NO LEFT .1 PT AD.7USTED FOR LOSSES & SECONDARY HCMENTS k SHORTENING .2 PT ,3 PT .1 PT ,5 PT .6 PT .7 PT , 8 PT I I RTBR_. Iliiillllililillll ^RT 1 -0,1551 -0.6981 -1.0731 -1,2691 -1,2891 -1,1359 -0.6211 -0.3388 0,3150 1 2075 1,7523 NO LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 2 1,1698 0.9756 0.1272 -0,1005 -0.6907 -0,7578 -0.6200 -0.2502 0,3585 1 2741 1.8818 1 646 952 , 1173. 1281. 1296. 1217. 1054 , 802, 459, -1. -243, 3 1,6115 1.0769 0,1998 -0,1172 -0,9192 -1,2226 -1.3625 -1.3279 -1,1153 -0 7221 -0.1573 2 -131 80 , 516. 797. 950. 987. 919. 729, 411. -51. -291. File: DE - BDS - PC vl,3.7 12/20/00 Page 25 3 -186 56, 511. 658. 1105. 1263. 1336 , 1311, 1198 , 970. 653. 1163 RANCHO SAHTA FE RD RIGHT BRIDGE (petmi 11 HORIZCWTAL HEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSIl TRIAL 20 FRAHE 1 PATH 01 1 504 305. 171. 97. 95. 160. 290 , 168, 752, 1063. 1223. HORIZCSJTAL HEHBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) 2 1129 950. 644. 425. 301, 269 , 329, 161, 730. 1065, 1269. HBI 3 1179 1021. 713. 454. 261. 135. 71. 82. 162, 304. 509. .6 PT ,7 PT ,9 PT RIQHT LA 1 575. 847 , 1045, 1143, 1157, 1088, 943 . 718, 111. 2 -112. 76. 161, 710, 842, 872, 811. 641. 357. 3 -160. 57. 168. 775. 995, 1131, 1197. 1176, 1071. HORIZONTAL HEHBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSIl 1 118. 272. 153. 87. 85, 143, 260. 436, 673, 2 1002. 841. 570. 377. 268, 241. 296, 433, 656. 3 lOie. 909. 634. 403. 230. 117. 64, 72. 143. -54, 866. 951, 956. 270. -218. -269, 582, 1092. 1141. 453. File DE - BDS - PC vl.3.7 12/20/00 1163 RAHCHO SAHTA FE RD RIGHT BRIDOE (pecmiCI PATH 01 Page 26 HORIZONTAL HEHBER HCWENTS DUE TO P/S KEM HO LEFT -IPT .2PT .3PT .4PT .5PT 1 -1243. -5585. -8565. -10153. -10313. -9087, 2 11919. 7805. 1018 , -3204 , -5526 , -6063, 3 12916. 8615. 1598, -3577, VERTICAL MEMBER HOHENTS DUE TO P/S MEH NO LEFT ,1 PT .2 PT ,3 PT -210 , -216. -420 , -433. -630, -649, -7354, -9780, - ,4 PT ,5 PT -840, -1050, -865, -1081. TAW3ENTIAL ROTATIOTJS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT, END SPAH LT. BHD -0.001850 -0.000368 0.000191 0.000735 0.000191 -0.000348 ,6 PT ,7 PT -6568, -2710, -4960. -2001, 10900, -10623, , 6 PT ,7 PT -1260. -1470. -1298. -1511, RT, END SP -0.000488 0.DO0696 ,8 PT 2520, 2868. 10193. 15078. -5777 -8922, ,9 PT RIOHT 9660. 14018. -1258. ,6 PT -1680, ,9 PT RIGHT -1890. -2099. -1730. -1946. -2163. LT, ENO -0.000486 RT, END 0,002305 HORiaoNTAL MEMBER OEFLECTICMS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE -0.048 0.000 -0.041 -0.019 -0.030 -0.035 -0.017 -0.016 -0.006 -O.05O 0 ,000 0.000 -0.017 0.000 -0.074 -0.001 -0.011 -0.011 -0.067 -0.007 -0.004 -0.028 -0.051 -0.014 0.001 -0.017 -0.026 VERTICAL MEMBER DEFLECTIONS IN FEET AT-1/10 POINTS FRCM LEFT END. HEMBER 4 E= 3250. 0.000 -O.D04 -0.001 -0.004 -0.002 -0.003 -0.003 -0.002 0.000 -0.004 -0.001 -0.001 -0.002 -0.001 -0.003 -0.002 -0.019 0.000 -0.062 0.000 -0.0O4 0,000 -0.003 0,000 DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FB RD RIGHT BRIDGEIpetmi 11 TRIAL 20 FRAHE 1 HORIZCMTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES BOTTOM FIBER (PSIl HBI iilillllllliilll f I I i I I i I RTBR . .r^RT • iftllllllillli DE - BDS - PC Vl,3,7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit I TRIAL 20 FRAHE 1 HORIZCBJTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL HBI NO LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT LOSSES .6 PT BOTTOH .7 PT FIBER (PSIl ,8 PT .9 PT RIGHT HORIZONTAL MEM MO LEFT HEHBER STRESSES DL .1 PT .2 PT + ADDED .3 PT DL + HAX .4 PT POS LL ,5 PT t I • P/S BOTTCM FIBER .6 PT .7 PT .8 PT IPSII ,9 PT RIGHT 1 575, 817. 1045, 1143. 1157 , 1068. 913. 718. 411, -1. -218. 1 575 136. -161. -366. -464, -428, -303 -46. 299, 125. 571. 2 -112, 76. 464, 710. 812. 872, 811. 641. 357. -54, -269, 2 557 183. 412. 163, 1, -41. 26 207. 474, 613. 685. 3 -160. 57, 468, 775. 995, 1134. 1197, 1176. 1071. 866. 562, 3 984 690. 132. -212 , -640 . -861, -916 -820. -538, -73. 582, HORIZONTAL HEHBER STRESSES FOR ALL P/E PATHS AFTER ALL LOSSES TOP FIBER (PSIl HORIZONTAL HEHBER STRESSES DL • ADDED DL + HAX POS LL . I • P/S TOP FIBER (PSIl I 148, 272, 153. 87. 86 , 143. 260. 436. 673 , 951. 1092, 1 418 612. 1063. 1224, 1306. 1286. 1199 1012. 758. 609. 116. 2 1002, 841, 570, 377. 268, 241. 296. 433, 656, 956. 1141, 2 426 513 . 610 , 768. 902. 932. 888 760. 568. 124. 323, 3 1048, 909. 634. 403. 230. 117. 64. 72, 143, 270. 453. 3 67 4D2 , 736, 1147, 1462. 1639. 1680 1576. 1357. 982. 453 , File: DE BDS - PC vl.3.7 12/20/00 Page 29 HORIZONTAL MEMBER STRESSES DL t ADDED DL + MAX HEG LL t- I •• P/S BOTTOH FIBER (PSIl 1163 RANCHO SANTA FE RD RIOHT BRIDGE(paEmitl 1 575 502. 460. 434. 437. 466. 535 635. 764. 830. 1204 , TRIAL 20 FRAHE 1 2 1209 950. 960. 869. 788. 780. 893 1018, 1153. 1190. 1138. HORIZONTAL MEMBER STRESSES DL • P/S BEFORE ALL LOSSES BOTTOH FIBER IPSll 3 1750 1119, 791. 529. 330 . 202 . 149 163 , 243, 381. 582. HEM NO LEFT ,1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT HORIZONTAL HB<BER STRESSES OL • ADDED OL • HAX NEO LL * 1 . P/S FDR TOP FIBER (PSIl 1 646. 651, 660. 644, 621. 593. 567. 540, 509 , 111, 456. 1 448 534. 594. 621. 628. 610, 567 499 , 108. 281. -126. 2 506. 478, 641. 705, 737. 719, 753, 729 , 674. 528, 538, 2 -130 135. 196. 256. 309 , 310, 231 149. 56, -36, -236. 3 -689 59. 390. 588. 731, 820 , 851 836. 767, 638, 453. HORIZONTAL HEHBER STRESSES DL •• P/S BEFORE ALL LOSSES TOP FIBER (PSIl 504 , 581. 366. 531, 628, 582, 558. 551. 672, 578, 495 , 730 , 603. 461. 764, 631 , 448, 776. 657 , 454, 766, 685. 481 , 736. 714. 531. 686. 729. 603. 610. 623, 558, 509 , DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE (permi tl TRIAL 20 FRAME 1 NO LEFT .1 PT .2 PT .3 PT .4 PT , 5 PT , 6 PT ,7 PT .8 PT ,9 PT RIGHT HORIZONTAL HEH MEMBER STRESSES DL . P/S AFTER ALL LOSSES BOTTCW FIBER (PSIl 1 -1243 -5585. -8585. -10153, -10313. 9087, -6568, -2710, 2520. 9660, 14018. NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT 7 PT .8 PT .9 PT RIGHT 2 11919 7805. 1018. -3204. -5525, 6063, -4960, -2001, 2868. 10193. 15078. 1 575 550. 532 . 505. 482. 464, 466, 456. 162. 411, 182. 3 12916 8615. 1598. -3577, -7354, 9780 . -10900. -10623, -8922, -5777. -1258. 2 528 474, 588. 617, 629. 631. 615, 642. 621. 525. 560, 4 0 -210. -420. -630. -810. 1050, -1260, -1470. -1680, -1890, -2099. 1 788 605. 522. 409 , 327, 283. 280. 311. 375. 162. 582, 6 0 -216. -433, -649, -865. 1081, -1298, -1511, -1730. -1946, -2163, HORIZCWTAL HBHBER STRESSES DL » P/S AFTER ALL LOSSES TOP FIBER (PSIl TOTAL P/S DEFLECTION FOR TRIAL 1 448 198 , 519, 568. 593 , 611, 627, 634. 636. 618. 493. TAN3B1TIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE 2 463 519. 477, 446. 428, 420 , 421, 132. 157, 494. 131. SPAN LT. END RT. END SPAN LT. END RT, END SPAN LT END RT, END 3 235 170. 593. 678. 733, 759, 755. 724. 668, 576. 153. 1 0.001850 0.000191 2 0.000191 -0,000488 3 -0.000188 0,002305 HORIZONTAL HEMBER STRESSES DL • ADDED DL t P/S AFTER ALL LOSSES BOTTOM FIBER (PSIl 4 0.000368 0.000735 5 -0.000348 0,000696 1 575 466. 188. 326, 293. 288. 319. 383. 176, 531, 677 . HORIZONTAL HEMBER DEFLECTIONS IH FEET AT 1/10 POINTS FROM LEFT END -DOWNWARD POSITIVE 2 707 587. 622. 591. 569. 567 . 598, 642 , 695. 688, 792. HEHBER I E-3600, 0.000 -0.041 -0.019 -0,030 -0 -0 035 017 0.046 0.006 -0.050 0.000 -0.043 3 1D54 760, 537, 306 , 139. 44 , 22, 68, 180. 349. 582, HEHBER 2 E-3600. 0,000 -0,001 -0 007 0.014 -0.019 -0,020 HORIZCBJTAL HBIBER STRESSES DL • ADDED DL • P/S AFTER ALL LOSSES TOP FIBER (PSIl -0,017 -0,011 -0 004 O.OOl 0.000 1 448 561 , 648, 703. 736, 746. 730 , 669. 625, 524. 325, MEMBER 3 E-3600, 0,000 -0,074 -0.011 -0.067 -0 -0 028 051 0.017 0.028 -0.062 0.000 -0.072 2 300 429. 451 , 466. 173. 471. 456 , 432. 401, 364, 232, VERTICAL HEMBER DEFLECTIC»IS IH FEET AT I/IO POINTS FRCM LEFT END. 3 8 346. 582, 756, 875. 910. 950. 908, 815, 662, 153. HEMBER 1 E^ 3250. 0,000 -0.001 -0 002 0.003 -0.004 -0.004 DE - BDS - PC wl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDaE(permi 11 TRIAL 20 FRAME 1 •*•' Kin Pjack = 8000. Kipa Cone Strength at 28 Daya = 4376. pel at Stresaing - 1433. p»i ..... THE ALLOWABLE TENSICSJ HAS BEEN EXCEEDED IN THE FINAL STRESSES. " File; DE - BDS - PC vl.3.7 12/20/00 Page 32 1163 RANCHO SAHTA FE RD RIGHT BRIDOE (pennit I TOTAL PE MCMENTS FOR ALL HBIBERS, KEK Ilillllllllllliil I I RTBR I I -PRT tlllililllililill 0.000 -0.004 -0,001 -0.003 -0,002 -0 ,003 -0,003 -0,002 -0,003 0 ,000 DE - BDS - PC vl,3.7 12/2D/0D 1163 RANCHO SANTA FE RD RIGHT HRIDGE (permit) TOTAL TOP PF FOB TRIAL MEH NO LEFT .1 PT .2 PT 2 6578, 6418. 0, 3 6614, 6756, 0, TOTAL BOTTCW PF FOR TRIAL 1 6373, ' 6131, 6486. 2 0. 0. 6350. 3 D. 0. 6804. ,9 PT 6736, 6461 , RIGHT 6578 , 6614 , 6515. 6288. 6807 , 6601 . 6227. 6759. 6644 , 6198, 6709 , 6696, 6269 , 6667 , 6747 , 6320. 6613, 6766 , 6382. 6559, File DB - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permi 11 LONG TERM LOSSES TOTAL LOSS (KSll r SH • ES • CRC HBI HO LEFT 1 17.6 2 17,2 3 15,4 . 1 PT 18.2 17,8 18,6 .2 PT 18.1 18.2 19.3 .1 PT 18.1 18.6 18.1 ,4 PT 18,2 19,0 17,1 .5 PT 18,2 19 , 3 16,2 .6 PT 18,4 19 ,6 15,9 ,7 PT 18.8 19 ,4 16,3 t CRS .8 PT 19.2 18.6 17.2 ,9 PT 18.9 17,6 17,9 SHEAR DESIGN - AASHTO 1981 RIGHT 16.9 16.1 18. D .9 PT RIOHT V-CABLE 49a. 390 262 132, 1 119. 240 363, 486 557. 71. SECONDARY 59. 59 59 59, 59 59, 59 59, 69 59. 59. AASHTO ULTIMATE MOMENT VU 1810. 1103 1019 660. 322 540. 901 1268, 1651 2050, 2459. VC 2149. 1956 1021 578, 120 531. 895 1516, 165D 1603, 1704. ULT MOM ULT MOM AVERAOE NEUTRAL HILD STEEL REQD WEB 84. 79 74 71. 71 74. 74 71. 74 79, 84. HOHENT APPLD RESIST FSU AXIS REQD COMBINED ASilH)/FT 0.81 • 0,79 • 0,74 . 0,74 . 0,74 . 0.74 • 0.74 . 0,71 -0.74 • 2.56 3.89 (K-FTl (K-FTl {K-FTl (KSll (INI (SO IN) STEEL RATI MEMBER: 2 HEHBER: 3 V-CABLE 85 , 606 188 323. 160 0. 161 325, 491 609 , 43. 0 0 PT, 6630. 12697. 36683. 256 86 7 17 19 71 0.118 SECONDARY 1, 1 1 1. 1 1. 1 1, 1 1, 1. VU 2181. 1749 1332 938. 566 322. 674 1015, 1439 1854, 2284. 0 1 PT, 5967. 19177, 32007. 255 13 7 12 0 00 0.119 VC 1715. 1259 1151 1384. 694 120. 800 1551, 1137 1217, 1677. REOD WEB 81, 79 74 74 , 74 74. 74 71, 74 78, 84. 0 2 PT, 5304. 8285, 24676. 254 88 5 61 0 00 0.121 ASdNI /FT 2,68 2,59 1,25 0,74 • 0,74 • 0.74 • 0.71 • 0,71 • 1.75 3,08 3,26 0 3 PT, 4641. 26281, 31623. 257 96 5 67 0 00 0.099 HBMBER; 3 0 4 PT, 3976. 39828. 36504. 260 10 5 72 10 98 0.093 V-CABLE 61. 481 120 315. 209 104. 1 115, 228 339 , 434. SECOHDARY -63. -53 -53 -51. -53 -53. -51 -53, -53 -53, -53. 0 5 PT, 3315. 17570, 39528. 261 18 5 75 26 56 D.094 VU 2810. 2354 1908 1461. 1039 633. 339 725, 1136 1574, 2036. VC 1698. 2061 1861 1478, 817 177. 120 494. 875 1731, 2093. 0 6 PT, 2652. 49653 . 10541, 261 80 5 76 30 10 0.094 RBOD WEB 81. 79 71 71. 74 71. 71 71. 74 78, 84. AS(IHI/FT 5,10 2,10 0, 98 0 ,71 . 1,28 0.66 0.71 • 1.18 1 ,46 0,78 • 0.84 • 0 7 PT, 1969. 45759, 39398, 261 33 5 75 21 01 0 ,092 0 8 PT. 1326. 36617, 35992. 259 89 5 72 2 06 0 ,069 NOTE: ' AFTER REQD WEB INDICATES ADDITIONAL WEB WIDTH REQD • AFTER AS(INI/FT INDICATES MINIHUH REQD, 0 9 PT, 663 , 21467, 30389. 257 45 5 66 0 00 0,102 File: DE - BOS -PC vl ,3.7 12/20/00 Page 35 1 0 PT, 0 , 0. 0. 0 00 0 00 0 00 0 ,000 1163 RANCHO SANTA FE RO RIGHT BRIDOEIper AASHTO ULTIMATE HOIENT SECOND HOMENT (K-FTl ULT MOM APPLD IK-FTl ULT MOM RESIST (K-FT) AVERAGE FSU (KSll NEUTRAL AXIS llHl MILO STEEL REQD CCMBINED (SQ,IN) STEEL RATIO MWBER: 0.0 PT, 0,1 PT, 641, 16424. 30389. 257 45 5 66 0 00 0.102 0,2 PT. 1283 , 27767, 35992. 259 89 5 72 0 00 0,088 0.3 PT, 1924, 35001. 39198. 261 33 5 75 0 00 0.082 0,4 PT, 2565. 38101. 40511. 261 80 5 76 0 00 0.080 0,5 PT. 3206. 36455. 39528. 261 38 5 75 0 00 0.062 0,6 PT. 3648, 31169. 36504. 260 10 5 72 0 00 0.087 0,7 PT. 1489. 21238. 11523. 257 95 5 67 0 00 0.099 0.8 PT. 5130. 7591. 24675. 254 88 5 61 0 00 0.121 0.9 PT. 5772. 13990. 12007. 255 13 7 12 0 00 0.119 1,0 PT. 6413. 10111. 36681. 256 86 7 17 0 00 0 , 106 MEMBER; 0,0 PT. 0,1 PT. 0,2 PT. 0.3 PT. 0.4 PT. 0,5 PT. 0,6 PT, 0.7 PT, 0.8 PT, 0.9 PT, 1.0 PT. 5737 , 6749, 5760. 5772. 5784, 5795, 5807. 5618. 5630. 5842, 5853 , 28378. 15212. 6920. 17752. 24232. 25885. 23033, 15317. 11613. 23477. 35644. 36883. 31039. 27104. 31502. 39022. 10541. 39022. 34502. 21036. 31039. 36883. 256,86 254,78 255.99 259.25 261,17 261,80 261,17 259,25 251.09 254,78 256.66 7 , 17 7,11 5.63 5.70 5,74 5,76 5.74 5,70 6.98 7.11 7.17 0.00 0.00 0.00 0.00 0.00 0 ,00 0.00 0.00 0.00 0.00 0 ,00 0.106 0.122 0.112 0.092 0,083 0.080 0.083 0.092 0.17O 0.122 0,106 File DE - BDS - PC vl,3.7 1161 RAHCHO SANTA FE RD RIOHT BRIDOE(penni 11 Page 3 6 TENDON EL0W3ATIW1 PATH NO. P-JACK (KIPS) % JACK FY I KSll 270. 01 6000. 75 NOTE: TENDON LE[«JTH INCLUDES 4 FEET FOR JACKS. HODULUS USED FOR P/S STEEL IS 28000, KSI (SQ IN) 39.51 AVE STRESS (KSll TENDOH LENGTH (PTl • EL0W3ATI0N I INI rt ii fl II il II II rt I t II li II li li li li li li li RTBR - .r^RT DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDOE (permitl •APPROXIMATE QUANTITY' CONCRETE SUPER 1D98 CV. CONCRETE SUB 100 C.Y, P/S TRIAL 46596 LBS, THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UHIT WEIGHT OF CONCRETE SUPPLIED OH THE FRAHE DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0 . THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED OH TRIAL 0 ONLY, THE P/S QUANTITIES FOR STRAND C»4LY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED CW THE LEW3TH FRCM ANCHOR TO ANCHOR. PL0TTIH3 INFORMATION ••• NUMBER OF PLOTS ^ 2 LENOTH OF PLOTS = 61 INCHES TIME TO PLOT = 135 SECONDS Run Time; 00:00; 0,49 End of Run, DOKKEN ENGINEERING Mi ^ f r^y 7 -71?) Can) 5 y.i2^,j^ Uzr)Ci\~) 7 7r 2^ 3^ : ^^0 6^0 ^ J,/ JOB SUBJECT DATE BY CHECK JOB NO, SHEET DOKKEN ENGINEERING WI>*.4>kk>B*B|llt>>ll(.l*Il "^Vx^c- tAovwiMA^ -fft> ^ Co\omv\ \Y>c\o JOB SUBJECT DATE JO: BY JOB NO. -4 CHECK SHEET iiiillliiilillii II li li li li li li It li li li PLASTIC.PRT *l*l«4> iiimtitt 4«ill<*itt4 tl •**• t> >•#> titittitt tttdltltt 41 till tl Ittl titlttlttt tltlltll* titlltl Itlllil Itllltll Itllltll •tllltll ltdlill •tllltl • tint ttltllitil •tllilllttit •III ttit • tilt tlltllt tllltll llilt •til tilt •tlltlltltit tlltllllll Itlltl •titti •tlltlli l*>lll*tl* lltl Ittltl tlltlltl litlltlltl lilt Itl'tl Itlltl till Ittl ttIt till tllltll till tllltll tilt Itll til lltl lit! tlltlltitt lillltlltl tlltlltl llttlltl tlltit tlltti BDS PC Version 1,3.7 (01/05/931 :1 1990-93 DokXen Engineering All rights reserved. 10/31/02 D7:32;47 Plaacictxt Unknown sorted Input [^ta 12315678901234567890123456789012345678901234567890123456789012315678901231567690 1163 RANCHO SANTA FE RD LEFT BRIDGE 261 010102P HUSO 020203 H1389 030301 RH1161 0105O2P 289 050603P OlDOOO 010200 01094002 011110 011150 02000003 02004003 02021002 02120002 02136003 02138903 03000003 03004003 03020002 03091002 03116101 OlDOOO 05D0O0 0101 0102 0103 0104 0406 3600 3600 3600 45 3250 45 3250 150 150 150 150 160 618 550 788 600 112116200118200 35 713 35 713 518 550 788 600 412113200113200 35 713 36 713 518 650 788 800 41211B2001182O0 35 713 35 713 •iie 550 788 800 112H82001182O0 35 713 36 713 355 U 355 U 355 U 001150 001389 001161 477 477 9597 9597 0001 0001 BARRIER HAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES 11.2 COL PLASTIC HOHENT 11,2 3C0L PLASTIC MOMENT DOO 100 100 100 100 100 200 200 200 200 200 20O 200 200 200 200 200 200 200 200 200 200 201 201 300 300 300 30O 300 DE - BDS - PC Vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE FRAHE DESCRIPTION END MEH JT, COND NO LT RT LT HT DIR SPAH DEAD LOAD UHI SEC CARRY OVER FACTORS RECALL MEH / / H 115,0 138,9 116,1 28,9 26,1 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.5 1.5 3600, 3600, 3600, 3250, 3260, O.OOO .150 O.OOO .150 0.000 ,150 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0,00 0.00 0,00 0.000 .150 0.00 o.oo 0,000 .150 0.00 0,00 0,00 0,00 0.00 0,00 0,00 0,00 Section ProperCie DE - BDS - PC vl,3.7 1163 RANCHO SANTA PE RD LEFT BRIDGE Input Loc, Call Z Y W D Top Bot No W T W Fact T H Fact L Ex In L EX in E re Code V/D H Z Y Ar Izz E E-Sto store 0.0 0 0 0,0 51.8 5,50 7,88 6,00 4 12, 1 18, 2.00 1 18, 2 ,00 3 , 5 7 , 13 3.5 7 13. 3600. 01 20.0 0 0 0,0 51,8 5,50 7 ,88 6,00 4 12, 1 13 , 2.00 1 13, 2.00 3,5 7. 13 3.5 7 13, 3600, 02 91.0 02 Recall Only 111,0 0 0 0,0 51,8 5,50 7,88 8,00 4 12, 1 18, 2.00 1 18, 2 ,00 3 , 5 7 , 13 3,5 7 13. 3600, 03 116 ,0 0 0 0,0 51,8 5.50 7.88 8,00 4 12 , 1 18, 2,00 1 18, 2 ,00 3 , 5 7, 13 3.5 7 13, 3600, 03 SECTION PROPERTIES - OUTPUT 0.0 20,0 94 ,0 111,0 115,0 DEPTH 5.50 5,50 5, 50 5,50 5, 50 Z-BAR 25,90 25.90 25, 90 25,90 25, 90 Y-BAR 3 , 12 3,11 3 , 11 2.96 2, 96 88 ,00 81,02 84 ,02 93.67 93 ,67 IZZ 374,43 367,37 367.37 408.60 403,60 irY 19096.66 17479,06 17479.06 19796.90 19796,90 3600,00 3600,00 3600.00 3600,00 36C0,00 MEMBER 1 PROPERTIES LENGTH; 115,0 MIN E'l: 0,132E STIFF: Section Propertiea - Input Re 0.0 03 1,0 03 21,0 02 120,0 02 136,0 03 138,9 03 Y W 0 code V/D '• Recall only Recall only Recall Only Recall Only •• Recall Only Recall Only 4,15B RT C.O,: 0,513 LT Bot No W T W Fact T W Fact Z Y Area Izi E-Store Store File: . _ DE - BDS - PC vl.3,7 1163 RANCHO SAHTA FE RD LEFT BRIDGE SECTION PROPERTIES - OUTPUT HEH HO LOC, DEPTH Z-BAR Y-BAR AREA 2 0,0 5,50 25,90 2,96 93,67 2 1,0 5,50 25,90 2.96 93,67 2 21,0 5,50 25.90 3.11 81.02 2 120,0 5.50 25.90 3.14 84,02 2 136,0 5.50 25.90 2.96 93.67 2 136.9 5.50 25,90 2,96 93.67 MEMBER 2 PROPERTIES LEN(?rH: 138,9 HIN E*I; 0.132E STIFF! 4.158 LT IZZ 408.60 408.60 367.37 367,37 408,60 108,60 lYY 19796,90 19796,90 17479,06 17179.06 19796,90 19796,90 3600.00 3600.OO 3600.00 3600.00 3600,00 3600,00 4,146 HT CO, ; 0.509 LT II 11 ilii iliill till II li II il liilts li li II PLASTIC.PRT Mem Re No Loc. Call 03 0,0 4.0 03 20.0 02 94,0 02 116,1 01 Y W D Code V/D " Recall only " Recall Only *• Recall Only Recall Only -. Recall only But No W T W Fact T w Fact SECTION PROPERTIES - OUTPUT 4 , 0 20.0 94,0 116.1 DEPTH 6, SO 6 . 50 5.50 5.50 5,50 Z-BAR 25,90 2 5,90 25 ,90 25 ,90 25.90 Y-BAR 2,96 2.96 3 , 14 3 . 14 3,12 AREA 93,67 93 ,67 84 , 02 84.02 88, 00 IZZ 406.60 406.60 367,37 367,37 374.43 lYY 19796.90 19796,90 17479.06 17479.06 19096,66 3600,00 3600,00 3600,00 3600,00 3600,00 MEMBER 3 PROPERTIES LEHGTHi 116,1 MIN E-1: a,132E STIFF: Section Properties - Input 4.055 RT CO,! 0,500 LT 0.512 RT W BOt No W T Code V/D H W Fact T H Fact Area lis Ex In are store Section Properti Mem Re No LOC, Call Z DE - BDS - PC vl,3,7 1163 RAHCHO SANTA FE RD LEFT BRIDGB Input H D Top Bot Ho w T w Fact T W Fact L BX In L Ex In B Code V/D H •• ASSUMED DATA26 SECTION PROPERTIES - OUTPUT 0.00 0,00 47.70 IZZ 0, 01 lYY E 0,00 3250,00 4 0.0 0,00 MEMBER 4 PROPERTIES LENGTH! 28,9 MIN E'l; D.325E STIFF: 4,000 LT 1,000 RT CO,: 0,500 LT 0,500 BT Section Properties - Input Re D Top Bot No W T w Fact T W Fact L Ex In L EX In E code V/D H •• ASSUMED DATA26 SECTION PROPERTIES - OUTPUT MEM NO LOC, DEPTH Z-BAB Y-BAR AREA IZZ 0,01 Area 122 IVY E 0,00 3250.00 E-Store store 6 0,0 0.00 0,00 0,00 47,70 MEMBER 5 PROPERTIES LENGTH: 26,1 MIN E'l: 0,325E STIFF; 4,000 LT 4,000 RT CO.; 0.500 LT 0.500 RT File: NO ERRORS FOUND FRAME PROPERTIES END MEM JT COND DB - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE 10/31/02 Page 5 DISTRIBUTION FACTORS LT NO LT RT LT RT DIR SPAN MIN E'l HINGE E LT 115.0 0,1323E 138,9 0.1323E 116.1 0,1323E 28,9 0.3250E 26,1 0,3250E 0.0 0,0 0,0 4,5 4,5 3600, 3600, 3600, 3250, 3250, 0,513 0,509 0,000 0.500 0, 500 O.OOO 0,510 0,512 0,000 0,000 0,000 0,473 0,527 0,529 0,471 0,000 0,000 0,000 0,000 0,000 IF HEHBER IS HORIZONTAL SUPPORT OH HINGE FIELD EQUALS LOCATION OF HINGE FROH LEFT END OF HEMBER IF HEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION '•" IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HOHEHT REDUCTION HILL NOT TAKE PLACE DE - BDS - PC vl,3,7 1163 RANCHO SAHTA PE RD LEFT BRIDGE FIXED BND MOMENTS TRIAL 0 MEM FIXED END HOHENTS MEM FIXED END HOHENTS File: FIXED END HOHENTS NO LT RT -21453. NO LT -20677, RT -20592. File; DE - BDS - PC ul.3,7 1163 RANCHO SANTA FB RD LEFT BRIDGE ••* SIDESHAY HOT CONSIDERED, *" HORIZONTAL KEHBER MOMENTS TRIAL 0 HEH NO LEFT ,1PT ,2PT .3PT ,4PT ,5PT ,6PT 5458, 9216, 11304, 11725, 10479 -9841, -1349. 4706. 8329, 9621 J166, 7817, i -20885 ( -18806,1 i -21102, -11213. -3161 I -18882-1 7567. 8280. 10770, 12021, HORIZONTAL HEHBER STRESSES TRIAL 0 1 0, -320. -546, -670, 2 947, 544. 80, -279, 3 950, 611. 189, -188, HORIZOHTAL HEHBER STRESSES TRIAL 0 1 0, 243. 412, 2 -811, -433. -60, 3 -815, -493, -143, 505, 210, 141 , BOTTOM FIBER -695, -621, -191, -564, -463, -638. TOP FIBER 521, 468, 372 , 349, 425, 481, -449. -491 , -713, 338, 370, 537, .7 PT 2987. 4609 . 11578. -177, -273, -686, 133, 206, 517, .8 PT ,9 PT RIGHT -3259, -11186, -20885. -1495, -10033. -21102, 9131, 5566, 0. -146, -67, 422 , 605, 565, -327 , -490, -443. 24B, 940 , 957, -806, -82D, VERTICAL HBMBER MOMENTS TRIAL 0 1 0, 0, 0, 0, 5 0, 0. 0, 0, HORIZOHTAL HEHBER SHEARS TRIAL 0 1 549,9 400,0 254,0 109,1 2 891.6 700,7 523,1 348,4 3 930,1 769,7 620,1 473,8 VERTICAL MEMBER SHEARS TRIAL 0 4 0,0 0.0 0,0 0,0 5 0,0 0,0 0,0 0,0 VERTICAL MEHBBR REACTIONS TRIAL 0 HEH LT RT -35,9 -180,8 -325,7 173,3 -1,8 -176,8 327,6 181,1 34,8 -470,7 -615.6 -764.5 -923,6 -351,9 -526,9 -703,3 -892,9 -111,5 -267,8 -405,7 -567,1 0,0 0,0 NO REACTION 2022.0 2009.7 REACTION 1815,2 1823,0 0,0 0.0 KEHBER WEIGHT 206.8 186.7 0,0 0,0 0,0 0,0 0,0 0,0 0,0 0.0 0,0 0,0 DE - BOS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE -18681,) -19018,1 Illlillitilll) ]|itllilili«lliiilili PLASTIC.PRT TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAH LT, END RT, END SPAN LT. END LT, END RT, END 0,000146 -0,002193 HT, END SPAN I 0.002114 -0,000111 2 -0,000111 0,000146 i 4 0.000055 -0,000111 5 -0,000073 0.000146 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE HEMBER E- 3600. 0, 000 0,052 0,000 0 ,052 0,000 0 ,066 0.024 0.037 0 ,006 0,039 0,007 0.060 0.044 D.021 0,022 0,022 0,022 0,046 0,057 0, 007 0. 040 0 . 006 0.039 0,025 VERTICAL MEMBER DEFLECTIOHS IN FEET AT 1/10 POINTS FROH LEFT END. MEMBER 4 E= 3250 0,000 0, 001 0,000 0,001 0, 000 0, 000 0,000 D.OOO 0, 000 -0.001 0.000 -0.001 0.000 -0,001 -0,001 0,000 0 ,063 0 ,000 0,052 0 ,000 0,055 0,000 0,OD1 0,000 -0,001 0,000 0 . 061 DE - BDS - PC vl,3,7 1163 RANCHO SAHTA FE RD LEFT BRIDGE LOAD RATA TRIAL LOAD CODE LINE MEM W OR P 1 3.550 u 2 3,550 U 3 3,650 U FIXED END MOHEHTS TRIAL 1 HEH FIXED END HOHENTS FIXED END MOMENTS LEFT RIGHT DEFLT 0,0 115, 0,0 13S, 0,0 116, FIXED END MOHEHTS COHHENTS BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES FIXED END MOMENTS OE - HDS - PC vl.3,7 1163 RAHCHO SANTA FE HD LEFT BRIDGE "* SIDESWAY NOT CONSIDERED, "' HORIZONTAL HEHBER MOMENTS TRIAL MEM NO LEFT ,1 PT ,2 PT -5818, -5269. -5912, -5294 1528, -2772, ) -3167. 2586. -]81, -901, , 3 PT 3176 . 1326. 866 . .1 PT 3295, 2346 , 2196 , ,S PT 2915, 2682 , 3026, HORIZONTAL MEMBER STRESSES TRIAL 1 1 0, -90. -153- -188, 2 265, 153. 23, -79. 3 266. 172, 53, -S3, HORIZONTAL MEMBER STRESSES TRIAL 1 1 0, 68, 116, 112, 2 -227, -122, -17, 69, 3 -228, -139, -40, 10. VERTICAL MEMBER MOMENTS TRIAL 1 BOTTOM FIBER •195, -175. -139. -159, -130, -179, TOP FIBER 117, 132. , 6 PT 2125, 2333 , 3377 , -126, -138, -200, .7 PT 836. 1299, 3251 , -50. -77 , -193 , , B PT -922 , -420 , 2616, ,9 PT RIGHT -3160, -5848, -2823, -5912, 1562, 0, -5235,) -5330,1 105, 120, 135, -41, -19, iia. 170, 159, -91. -138, -125, 263, 268, -226 , -230. 0, 0. 0 . HORIZOHTAL MEMBER SHEARS TRIAL 1 1 163,3 112,5 71,6 30,B -91,7 -132,5 -173,3 -214,1 -255,0 2 246,1 196.8 147,5 98,2 3 257,0 216.8 174,6 133,4 VERTICAL MEMBER SHEARS TRIAL 1 4 0,0 0,0 0,0 0,0 5 0,0 0,0 0,0 0.0 VERTICAL MEMBER REACTIONS TRIAL I HEM LT RT 18,8 92 ,1 0.0 0.0 NO REACTION 501,1 501,0 REACTION 501, 1 501,0 -0,5 50.9 0.0 0,0 MEMBER WEIGHT -19.6 9,7 0.0 0.0 -99,1 -148,4 -197,7 -247,0 -31,5 -72,7 -113,9 -155,2 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE TANGENTIAL RCHATIOHS - RADIANS - CLOCKWISE POSITIVE SPAN LT. ENO RT, ENO SPAN LT, END 0,000593 0,000015 -0,000031 -0.000031 -0,000031 -0,000020 HT, END 0.000040 0.000040 LT, END 0.000040 RT, END -0,000615 HORIZONTAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT EHD - DOWNWARD POSITIVE 0, 000 0.015 0 .000 0.015 0 ,000 0,019 0,007 0, 010 0,002 0.011 0 ,002 O.017 0,012 0,006 0,006 D, 006 0.0O6 0,013 0,016 0,002 0,011 0,002 0, oil 0, 007 VERTICAL HEHBER DEFLECTIONS IN FEET AT I/IO POINTS FROH LEFT END, MEMBER 4 E= 3250 0,000 0,000 0,000 0.000 0.000 0 ,000 0 . 000 D.OOO 0,000 0, 000 0,000 0,000 0.000 0.000 0 ,000 0,000 0,018 0,000 0,015 0, 000 0, 015 0,000 O.ODO 0.000 0 .000 0 ,000 DE - BDS - PC vl.3,7 1163 RAHCHO SANTA FE RD LEFT BRIDGE LOAD DATA TRIAL 4 LOAD LINE MBM W OR P CODE A 4 0,000 0,0 5 0,000 0,0 FIXED END HOHENTS TRIAL 4 MEH FIXED END HOHENTS MEM 0,0 0,0 FIXED EHD HOHENTS LEFT RIGHT DEFLT 0. 9597. FIXED BND HOHENTS COMMENTS 1,2 COL PLASTIC MCWENT 1,2 3C0L PLASTIC HOMENT FIXED END MOMEHTS OE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE SIDESWAY DIAGNOSTICS Pile; DE - BDS - PC vl,3,7 10/31/02 1163 RAHCHO SAHTA FE HD LEFT BRIDGE *'• SIDESWAY NOT CONSIDERED, FRAHE CANHOT SWAY, HORIZONTAL HEHBER MOHEHTS TRIAL 4 MEM NO LEFT ,1PT ,2PT ,3PT ,4PT ,SPT ,6PT ,7PT ,8PT 0. -357, 6023, 4818. -715, -1072, -1429, -1787, -2144, -2501, 3613, 2407. 1202, -3, -1208, -2414, 9 PT EIGHT -2859, -3216, -3573, -3619, -4824, -6029. illlllllllllillli II II PLASTIC.PRT lllllllililiilli 3 3567, 3210. 2854, 2497, HORIZONTAL MEMBER STRESSES TRIAL 21 , 42 , 64. -143 , -148, 108, 112 , 2 -303, -266, -211, 3 -180, -176. -169, HORIZONTAL MEMBER STRESSES TRIAL 1 0, -16, -32, -48, 2 260, 212. 161. 3 151, 141 128, VERTICAL MEMBER MOMENTS TRIAL 4 1 0, 960, 1919. 2879, 5 0, 960, 1919, 2879, HORIZONTAL MEMBER SHERHE TRIAL 4 1 -31,1 -31,1 -31,1 -31,1 2 -86.8 -86,9 -86,8 -86,8 3 -30,7 -30,7 -30,7 -30,7 VERTICAL MEMBER SHEARS TRIAL 4 4 332,1 332,1 332,1 332.1 5 367,7 367,7 367,7 367,7 VERTICAL MEHBEH REACTIONS TRIAL 4 HEM LT RT 2110, 1784, BOTTOM FIBER 85, 106, -71, 0, -127. -106. TOP FIBER -64. -80. IIB, 113. -63 , 61 , 3839 , 3839, -31.1 -86.8 -30.7 332,1 367 ,7 NO REACTION -55,7 56,0 REACTION -55,7 56,0 0, 479B. 479B, -31,1 -86,8 -30,7 332,1 367 ,7 MEMBER WEIGHT -96, -54, 5758. 575B, -31,1 -86,8 -30,7 332,1 367 ,7 6718. 6718 . -31,1 -86,8 -30,7 332.1 367,7 169 , 215, -42, -128, -162, 7677 . 7677 , -31,1 -86,8 -30,7 312,1 367 ,7 174. 271 , -21 , -141 , -213, a637, 9637, -31,1 -86,8 -30,7 332 , 1 367,7 176. 292 , -151, -250. 9S97 , 9597, -31,1 -86,8 -30,7 332 , 1 367,7 DE - BDS - PC vl,3,7 1163 HANCHO SANTA FE RD LEFT BRIDGE TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT, END RT, END I -0,000358 0,000698 2 0.000698 0.000704 4 9,876904 -19,753809 5 8,919937 -17,839876 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END LT. END 0, D00704 HT, END -0,000361 HEHBER E= 3600, 0,000 -0,016 0,000 -0.005 0,000 0,014 -0,004 -0,015 0,007 -0,009 0,007 D.Oll -0,008 -0,012 0, DIO -0,010 0, 012 0,008 -0,011 -0,007 0,008 -0,007 0 . 015 0. D04 DOWNWARD POSITIVE -0,015 -0,014 0 ,000 0.005 0, 000 0, 016 0.000 107,041 VERTICAL HBHBER DEFLECTIONS IH FEET AT 1/10 POINTS FROH LEFT END, HEHBER 4 E= 3260, 0,000 28,259 54,806 77,926 95,909 109,610 101,903 82,207 48.811 0,000 '•• WARNING - ROTATIONS AND DEFLECTIONS ARE MEASURED FROM A CHORE BETWEEN THE MEMBER ENDS WHICH HAVE TRANSLATED DUE TO USER FEMS MEMBER 5 E= 3250. O.OOO 23,048 14,700 63,557 78,224 87,301 89,399 83,113 67,049 39.811 0,000 ••' WARNING - ROTATIONS AHD DEFLECTIONS ARB MEASURED FROM A CHORD BETWEEN THE HBHBER ENDS WHICH HAVE TRANSLATED DUE TO USER FEMS File: DE - BDS - PC vl,3.7 10/31/D2 Page 16 1163 RANCHO SAHTA FE RD LEFT BRIDGE •APPROXIMATE QUANTITY' CONCRETE SUPER CONCRETE SUB 1171 CY, 96 C.Y. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD, IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IH TRIAL 0, THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED OH TRIAL 0 ONLY, THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT HAS ENTERED ANO IH THAT ORDER. STRAND USB IS BASED ON THE LEHGTH FROH AHCHOR TO AHCHOR. Hun Time; 00;00! 0,14 Ena of Run, DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Superstructure Moment Capacity Sample Calculations kip := 1000- lb kN := 1 OOO newton Determine Moment Capacity at 0.7 Point of Span 1 MPa := 10 Pa Parameters Pjack := 8300 kip A:=270,iiP . 2 in /,:=60.12E in htop:=^\.1S-^ hop ••= 7.875-in :=40.75.ft 'bottom'= 6 0 in /c:=400D'— . 2 in A := 5.5.ft offsetpg:=3.462-& ^bending '•= 0.95 Girder^ifjth := 74.in A's:= 23.53'in^ A^:= 13.47'in^ Prestress force Yield strength of prestress steel Yield strength of mild steel Width of deck Thickness of bridge deck Width of soffit Thickness of soffit Compressive strength of superstructure concrete Superstructure depth Distance from top of superstructure to centroid of p/s Reduction factor for flexure Total girder width Top mild steel Bottom mild steel Job: 1163 FRANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date : 10/31/02 By: mb DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Negative Bending Capacity of Prestress Steel ^Jack 0.75.fs Area of prestress steel Aps = 40.9877 in^ d' := 0.9'A d := 0.9-A d' = 4.95ft d= 4.95 ft dps := A - offsetps Distance from extreme compressive fiber to centroid of p/s Distance from extreme compressive fiber to centroid of reinforcing steel d'ps = 2.038 ft Pps := ^ps ^bottom'^'ps p'ps = 0.0034 ^su_ps •- fs' 1 - 0.5-IT fsu_ps = 238.7682^ in aps ^su_ps'^ps Q-^Sfc-bbottom Reinforcement ratio for prestress Stress in prestress steel Height of whitney stress block for bending associated with prestress steel, assumes rectangular section a'ps = 5.8863 in ^'ps > 'bottom compressive stress forms a tee section Job: 1163 RANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date: 10/31/02 By: mb DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 A'sf:= O.S5 fc\bboff„„ - Girder^iatb) tbottt su_ps A'sf= 35.457 in^ Agr Aps - A'gf Asr = 5.5307 in^ Area reduction in steel to account for tee section stress block M 'ps •- 'Sr'**su_j)S"'^'ps' 1 - 0.6-^sr' su_ps v Girder^iOthA'psfc^ + 0.&5 fc (bi,ottom - <^*'''^e''width) 'bottom (^'ps " ^-^ 'bottom) M*ps= 17533.92 kip-ft ^bending-M'ps = 16657.224 kip-ft Job: 1163 RANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date: 10/31/02 By: mb DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Ml Positive Bending Capacity of Prestress Steel dps := offsetps Distance from extreme compressive fiber to centroid of p/s dps = 3.462 ft Pps := 43 Reinforcement ratio for prestress Pps = 0.0016 fsu_ps •- fs 1 - 0.5-PpsA fc fsu_ps = 255.5226^ in ^ps •- ^su_ps''^ps oli^vv Eps = 4.9603 in Stress in prestress steel. Height of whitney stress block for bending associated with prestress steel, assumes rectangular section < hop The compressive stress forms a rectangular section ^ps •- ^ps'^su_ps"dps" 1 - 0.6-Pps"^su_ps fc Mps = 34050.5479 kip. ft ^ben^n^y^p^ = 32348.0205 kip-ft Job; 1163 RANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date: 10/31/02 By: mb DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Negative Bending Capacity of Total Section (Including Mild steel) fy'^'s ^su_ps''^ps ^•^^fcHottom a'= 6.7354 in Height of whitney stress block for bending associated with prestress steel, assumes rectangular section ^ > 'bottom The compressive stress forms a tee section ^ fy-A's + fsu_ps Aps - 0-^5 fc(bbottom ~ <^'''^^fwidth) 'bottom O.SSrc-Girder^idih a' := a'= 10.8599 in M', a* 'n := 0.85-/'c Girrfer^;^A a'. d' - - + O.S5 f^{btottom " G*rder^iah) tbottom- ^ 'bottom^ d' M'n = 52078.9579 kip-ft ^bending-M'^ = 49475.01 kip-ft Job: 1163 RANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date: 10/31/02 By: mb DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Positive Bending Capacity of Total Section (Including Mild steel) fy'^s ^su_ps'^ps a := Height of whitney stress block for 0.85-/^.* top bending associated with prestress steel, assumes rectangular section a = 5.3431 in 3 < 'bottom compressive stress fonns a rectangular section + Mps Mn = 37871.2082kip.ft ^bending-^n = 35977.6478kip-ft Job: 1163 Suject: Date: 10/31/02 RANCHO SANTA FE RD. Superstructure Moment Capacity By: mb Sample Calculations IDOKKEN FII0NE(6I9)SIJ-M77 FAX(619)5I1«M Ultimate Moment Capacity Assumption: t Seaion It under-reinforced (p < 0.30) b Mn<p si it considered even the P/S sttd located within h/4 (h- lotal depth) From the extreme compression fiber Cipcity (P/S) C^Mcity due to preJIrcss strand Capcity (Mild Sted) Capacity due lo mild Meel Pll imiiiii 7iii iiiii q>M,(pls)= 0.95 X 1^.4; y^rf" ^1-0.6 ^ /.". - /, I - 0,5 i . d' ltalai(uliiScclin FtaDfed Section . _ . , aSSx /:x(ft-fc')x/ a85x4x(4617'x]2-^'ix( - ^. - A^ = ^ = 1—y i distance from extreme compressive fiber to CG of P/S distance fixim extreme comprwuve fiber to controid of negative moment reinforcing, d = 0,9 h 0,85 b a = = = ; ass ^ * Span 1 2 3 Supentnclnre Depth h JM-JJff j,3(r A." - Rick/(tl.75tfi) {m' ) 41,0 41,0 41.0 40.75 40,75 40,75 b„ 51,75' StebThickneu,) lap 7,875 7,875 7,875 BonoDi 6 6 6 Concrete Strenalh (kii) 4,00 4,00 4.00 IM Span 1 OMn (P/S) OMn (Mild Meel) Total Total fsu . d Top Bonom Ranf. Arc! Pn>vi^ "* Gilder Top B« (a) A. d* M„ a* A* d' M. Top Bot a' a ^„ *MD„ MM ks ts in •gB n (k-f) in Ktm n ft-n (wtal (»Ji«) (n) (") (k-0 Ck-0 Abut 1 74,0 248,2007 250.5722 59 6,1 00 2,92 -21474 49 41,0 2.58 23157 0,00 0,00 6,79 4,86 -45373 231S7 m 0,1 74,0 240.4485 255 0198 59 5,9 58 2.iS -17848 SO 41.0 3,35 31138 23,53 13,47 11.14 S.33 -49741 34768 0.2 74,0 2303896 257.1247 59 5.7 4.2 1,61 -12253 5,0 41 0 3,89 3685S 23.53 13.47 950 5,37 -48139 40483 0,3 74,0 220,2315 258,1252 59 5,4 2,5 1,28 0 S.O 41.0 4.22 40287 23,53 13,47 7.84 5,39 -46467 43915 m 0.4 74,0 215,5*19 25S.4241 59 53 1.7 1.17 0 SO 41 0 4,33 41428 23,53 13,47 7.09 5,40 -45685 45056 OS 74,0 2197204 25S.1616 59 5.4 2.5 1.27 0 5.0 41.0 4,23 40423 23,53 13.47 7.76 5,39 -46381 44051 «• 0.6 74.0 2290913 257,2912 59 5,6 4,0 1.56 -11733 5.0 41.0 3.94 37388 23.53 13.47 929 5.38 -47928 41017 m 0.7 74,0 238.7665 255,5218 59 5,9 5.5 2.04 -16658 SO 41 0 3.46 32350 23,53 13,47 10.86 5.34 -49477 35979 O.S 74.0 246.5288 252,0216 59 6.1 6.6 2.71 -23593 4,9 41 0 2,79 25320 23,53 13,47 12.13 5.28 -50684 28952 mm 09 74.0 252.2345 243.8531 59 62 74 358 -32619 4.7 41.0 1,92 16293 23.S3 13.47 13.06 5,12 -51550 19930 m I^er2 74.0 254.41 234 6269 59 6,3 7,7 4,08 -37821 4.6 41.0 1.42 11178 23.53 20,07 13,41 5,13 -51876 16S96 10/31/02 1163 UH M-capacity-XIs !rS1 IDOKKEN Ultimate Moment - Capacity (Cont,) PIIt»ffi(6l9HI»,«)77 FAXl6l»)il4-(W>8 Spans 2-3 6Mn(P/S) OMn (Mild steel) Total Total . d Top Boooni ReinT Area Provided Omta Top Boi li") a'* A, d M„ a' A* d M. Top Bot a' • •Ma„ WiiUi kii u •4m R it-O in iqin n ft-n (•li"> (urn) (IB) (•» (k-fl Pier 2 S3.0 254,3985 234.7017 59 63 6.0 408 -37779 4,6 41.0 1,42 11208 23.53 20,07 1634 ' 5 13 -SI658 16627 0,1 35.0 252,2345 243.8531 59 6.2 4,3 3.58 -32599 4,7 41,0 1,92 16293 23,53 13,47 20,92 5.12 -50998 19930 0,2 35,0 244,8105 253 1404 59 60 3,2 2,53 -21688 4.9 41,0 2.97 27247 23,53 13.47 1836 S,30 -50040 30878 0.3 JSC 234,0982 256 5512 59 5.8 14 t,77 -13925 5,0 41 0 3,73 35119 23.53 13,47 1467 •——-— 536 -48S49 38748 0,4 3S.0 221.8138 258,0058 59 5,5 -08 1,32 0 5,0 41,0 4,18 39847 23,53 13,47 10.44 539 -46682 43475 0,5 35.0 215.5949 258,4241 59 5.3 -2,0 1.17 0 5.0 41,0 4,33 41428 23,53 13.47 830 5,40 -45672 45056 06 35,0 221.8138 258,0058 59 5 5 -0,8 1.32 0 5.0 41,0 4.18 39847 23,53 13,47 10.44 539 •46682 43475 0.7 35,0 234,0779 256,5548 59 5.8 14 1,77 -13915 5.0 41.0 3.73 35129 23,53 13,47 1466 536 -48546 38758 0,8 3S,0 244,8005 253.1461 59 6,0 3.2 2,53 -21677 4,9 41,0 2.97 27258 23,53 13.47 18.36 5,30 -50039 30889 0,9 35,0 252.2196 243,8939 59 6.2 4,3 3,58 -32568 4.7 41,0 1.92 16324 23,53 13,47 2091 5 12 -50996 19961 Pier 3 53,0 254,41 234,6269 59 6,3 6,0 4.08 -37810 4,6 41,0 1.42 11178 23.53 20,07 16,35 5 13 -51659 16596 Pier 3 53.0 254,41 234,6269 59 6,3 6,0 4.08 -37810 4,6 41.0 1,42 11178 23,53 20.07 1635 5.13 -51659 16596 01 35,0 252,2345 243.8531 59 6,2 4.3 3,58 -32599 4,7 41,0 1,92 16293 23,53 13,47 2092 5,12 -50998 19930 0,2 35,0 246,5547 252,0023 59 6.1 3,4 2,72 -23625 4,9 41,0 2.79 2S289 23,53 13,47 1896 5,28 -50270 28921 0,3 350 238,8124 255.5092 59 59 2,2 2,04 -16686 5.0 41.0 3,46 32318 23.S3 13.47 16,30 5.J4 -49221 35948 0.4 35,0 22917 257,2815 59 56 0,6 1.56 -11707 5,0 41 0 3.94 37357 23,53 13.47 12,97 5.38 -47820 40985 0,5 3S,0 219,8393 258.1532 59 S,4 -1 1 1,27 0 5,0 41.0 4,23 40391 23,53 13,47 9,76 539 -46366 44019 06 35,0 215,7341 2584161 59 5.3 -1.9 1,17 0 5.0 41,0 4.33 41396 23,53 13,47 8.35 540 -45695 45024 0,7 35,0 220.3479 258,1167 59 5.4 -1,0 1,28 0 5,0 41,0 4,22 40255 23,53 13.47 9,93 539 -46448 43883 OS 3S,0 230.4388 257,1181 59 5,7 0,8 1.61 -12227 5,0 41.0 3,89 36834 23,53 13.47 13,41 5.37 -48011 40462 0.9 35,0 240,4485 255,0198 59 5,9 25 2,15 -17849 SO 41.0 3,3S 31138 23,53 13,47 16.86 5,33 -49448 34768 Abut 4 53.0 248 1 783 250,5948 59 6,1 5.2 2.92 -25712 4.9 41,0 2.SS 23188 0,00 0.00 7,09 4.86 -45366 23188 10/31/02 1163 Un h^pacFty.xls Illftltllll DOKK A Engineering 9665 Cfiesapeake Drive Suite 435 iftririfiiiii SUPERSTRUCTURL .rflOIVIENT DEIVIANDS RANCHO SANTA FE RD. I&illlil<lli DEAD LOAD lUIOIVIENT, ({(-ft): TRIAL 0, (1163HPiN) SPAN LEFT 1 .1 PT 1 .2 PT | .3 PT | .4 PT .5PT 1 .6PT 1 .7PT 1 .8PT 1 .9PT 1 RIGHT 1 0 6004 10180 12554 13127 2 -19261 -10350 -1880 4156 7758 3 -19518 -11195 -2529 4277 9229 11898 8925 12328 8868 7659 13574 4036 3959 12967 -2597 -2175 10506 -11034 -10744 6192 -19075 -19721 0 ADDED DEAD LOAD MOMENT, (k-ft): TRIAL 1, (1163HPIN) SPAN 1 LEFT 1 .1 PT 1 .2 PT | .3 PT | .4 PT | .5PT 1 .6PT 1 .7PT 1 .8PT 1 .9PT 1 RIGHT 1 0 1683 2859 3528 3690 2 -5407 -2915 -531 1169 2183 3 -5476 -3155 -718 1197 2590 3345 2513 3462 2493 2158 3813 1134 1117 3642 -732 -608 2949 -3104 -3018 1735 -5355 -5531 0 TOTAL DEAD LOAD MOMENT, (k-ft): TRIAL 0 + TRIAL 1 SPAN LEFT 1 .1 PT 1 .2 PT | .3 PT | .4 PT | .5PT 1 .6 PT .7PT 1 .8PT 1 .9PT 1 RIGHT 1 0 7687 13039 16082 16817 2 -24668 -13265 -2411 5325 9941 3 -24994 -14350 -3247 5474 11819 15243 11438 15790 11361 9817 17387 5170 5076 16609 -3329 -2783 13455 -14138 -13762 7927 -24430 -25252 0 PRESTRESS SECONDARY MOMENT, (k-ft), (1163HPIN) SPAN 1 LEFT 1 .1PT .2 PT | .3 PT | .4 PT | .5PT 1 .6PT 1 .7PT 1 .8PT 1 .9PT 1 RIGHT 1 0 763 1527 2290 3053 2 7633 7633 7633 7634 7634 3 7635 6872 6108 5345 4581 3816 7634 3818 4580 7634 3054 5343 7635 2291 6106 7635 '1527 6870 7635 764 7633 7635 0 SUPERSTRUCTURE MOMENT, (k-ft) DUE TO COLUMN PLASTIC MOMENT (PLASTIC) SPAN 1 LEFT 1 .1PT 1 .2 PT | .3 PT | .4 PT | .5PT 1 .6PT 1 .7PT 1 .8PT 1 .9PT 1 RIGHT 1 0 -357 -715 -1072 -1429 2 6023 4818 3613 2407 1202 3 3567 3210 2854 2497 2140 -1787 -3 1784 -2144 -1208 1427 -2501 -2414 1070 -2859 -3619 713 -3216 -4824 357 -3573 -6029 0 mb SS Moment Demand.xls 10/31/02 I » f i • » I I DOKK A Engineering 9665 Chesapeake Drive Suite 435 iillllllflllflll SUPERSTRUCTURE FOMENT DEMANDS RANCHO SANTA FE RD. leti ittl till DL+P/S+PLASTIC SPAN LEFT 1 .1 PT .2 PT .3PT .4 PT .5 PT .6 PT .7 PT .8PT .9 PT RIGHT 1 0 8093 13851 17300 18441 17272 13797 8012 -82 -10484 -20370 2 -11012 -814 8835 15366 18777 19069 16243 10297 1233 -10951 -23646 3 -13792 -4268 5715 13316 18540 21392 21868 19970 15695 9048 0 DL+P/S-PLASTIC SPAN LEFT 1 .1 PT .2PT .3 PT .4 PT .5 PT .6PT .7 PT .8 PT .9 PT RIGHT 1 0 8807 15281 19444 21299 20846 18085 13014 5636 -4052 -13224 2 -23058 -10450 1609 10552 16373 19075 18659 15125 8471 -1303 -11588 3 -20926 -10688 7 8322 14260 17824 19014 17830 14269 8334 0 MAXIMUM POSITIVE MOMENT (k-ft) SPAN LEhl .1 PT 1 .2 PT .3PT .4PT .5 PT .6 PT .7PT .8 PT .9PT RIGHT 1 0 8807 15281 19444 21299 20846 18085 13014 5636 -4052 -13224 2 -11012 -814 8835 15366 18777 19075 18659 15125 8471 -1303 -11588 3 -13792 -4268 5715 13316 18540 21392 21868 19970 15695 9048 0 POSITIVE MOMENT CAPACITY (k-ft) SPAN LEhl 1 .1 PT 1 .2 PT .3 PT .4 PT .5PT 1 .6 PT .7 PT .8PT .9 PT RIGHT 1 23157 34768 40483 43915 45056 44051 41017 35979 28952 19930 16596 2 16627 19930 30878 38748 43475 45056 43475 38758 30889 19961 16596 3 16596 19930 28921 35948 40985 44019 45024 43883 40462 34768 23188 MOMENT DEMAND / (0.95*MOMENT CAPACITY), (POSITIVE) SPAN LEHI 1 .1 PT 1 .2PT .3PT 1 .4 PT .5 PT .6PT .7PT 1 .8PT 1 .9 PT RIGHT 1 0.00 0.25 0.38 0.44 0.47 0.47 0.44 0.36 0.19 0 0 2 0 0 0.29 0.40 0.43 0.42 0.43 0.39 0.27 0 0 3 0 0 0.20 0.37 0.45 0.49 0.49 0.46 0.39 0.26 0.00 mb SS Moment Demand.xls 10/31/02 DOKK .4 Engineering 9665 Chesapeake Drive Suite 435 liiliAtrciiillf SUPERSTRUCTURE- .JOMENT DEMANDS RANCHO SANTA FE RD. iitllfiiliiil MINIMUM NEGATIVE MOMENT (k-ft) SPAN LEFT .1 PT i .2PT 1 .3PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0 8093 13851 17300 18441 17272 13797 8012 -82 -10484 -20370 2 -23058 -10450 1609 10552 16373 19069 16243 10297 1233 -10951 -23646 3 -20926 -10688 7 8322 14260 17824 19014 17830 14269 8334 0 NEGATIVE MOMENT CAPACITY (k-ft) SPAN LEhl 1 .1 PT 1 .2PT 1 .3PT 1 .4 PT .5PT 1 .6PT 1 .7PT j .8 PT .9 PT RIGHT 1 -52595 -54552 -52445 -4171 -4171 -4171 -52165 -54207 -55774 -56884 -57298 2 -58407 -56592 -55744 -54301 -7110 -7110 -7110 -54298 -55743 -56590 -58409 3 -58409 -56592 -55955 -54968 -53551 -7110 -7110 -7110 -53749 -55188 -52762 MOMENT DEMAND / (0.95*MOMENT CAPACITY), (NEGATIVE) SPAN LEhl 1 .1 PT 1 .2PT 1 .3PT 1 .4PT 1 .5PT 1 .6PT 1 .7PT j .8PT 1 .9PT 1 RIGHT 1 0 0 0 0 0 0 0 0 0 0.18 0.36 2 0.39 0.18 0 0 0 0 0 0 0 0.19 0.40 3 0.36 0.19 0 0 0 0 0 0 0 0 0.00 mb SS Moment Demand.xls 10/31/02 RANCHO SANTA FE ROAD Method CapdtyfP/S). Ve Capcity (niinip) Fonnula d H Vi(Miniip) - h1iD,b' ' Ullimale Shear - Capacity BDS & Hand Calculationi V, Capacity due to prestreu. use BDS to iimplifti calculation. The Vc will be distributed into each ginlcr by lis web width •pproximately IVc = Z V„ - V,^ Calculate by hand ' DistVKcfronicidicnicconipnuivcfiberioBinlniidofneBaDvumomeMKinfore^^ CSS H , Supentnicture depth - 5,5' V, f, 'rf" -^. 7500 X A, 12' By: mb 10/31«2 Location (in) d (in) FntBlB Reinf. Aita Provided Location (in) d (in) Vc VcaUe Oa^) Web <ml Web IJrMMI Vc ftirnip Av (•!-) S (•> V» Mrab' (•» OVs 1 Abuimeal 1 56 2168 489 1679 84 12 240 <6 o,u 6 494 17 624 1 D.I 56 1904 382 1522 71 12 234 «6 0,88 24 123 12 304 1 0,2 56 1011 237 761 74 12 123 #6 0,88 24 123 12 210 1 0,3 56 5S2 )30 452 74 12 73 M 0,88 24 123 12 167 1 0.4 56 420 1 419 74 12 68 #6 0.88 24 123 12 163 1 0,S 36 678 117 361 74 12 91 M ,0.88 24 123 12 182 1 0.6 56 1041 235 806 74 12 131 #6 D.8S 24 123 12 216 1 0,7 56 16S6 355 1331 74 12 216 «e o,n 24 123 12 2U 1 O.S 56 1592 475 1117 74 12 ISl «6 O.U 12 247 12 364 1 0,9 56 1998 544 1454 78 12 224 «6 0.8S 12 247 12 400 1 Piei2 56 1669 72 1597 84 12 228 «6 0.88 6 494 17 614 2 Pier2 56 1535 72 1463 S4 12 209 #6 0.88 6 494 17 397 2 0,1 56 1I9D 516 1374 78 12 211 #6 0.S8 12 247 12 389 2 0.2 56 1924 4)6 1508 74 12 245 #6 0.81 24 123 12 313 2 0,3 56 1167 275 892 74 12 145 M O.SS 24 123 12 228 2 0,4 56 659 137 322 74 12 S3 #6 0.88 24 123 12 177 2 0.5 56 420 0 420 74 12 6S <6 D,U 24 123 12 163 2 0.6 56 649 137 512 74 12 S3 «6 0,8S 24 123 12 175 2 0,7 56 1118 275 S43 74 12 137 «6 o,ss 24 123 12 221 2 O.S 56 1924 416 1508 74 12 245 «6 0.88 12 247 12 418 2 0,9 56 2014 516 1498 78 12 230 «6 0,88 12 247 12 406 2 Pier3 56 1656 36 1620 84 12 231 #6 0.88 6 494 17 616 3 Pier3 56 15S7 71 1516 M 12 217 #6 0.88 6 494 17 604 3 0.1 56 1916 339 1377 78 12 212 #6 0.88 12 247 12 390 3 0.2 56 1567 470 1097 74 12 17g <K 0,gg 12 247 12 361 3 0.3 56 1772 352 1420 74 12 230 «6 0,88 24 123 12 301 3 0.4 56 1077 233 S44 74 12 137 #6 0.88 24 123 12 221 3 0.5 56 694 116 578 74 12 94 .*6 0,88 24 123 12 185 3 0.6 56 420 1 419 74 12 68 «6 0,88 24 123 12 163 3 0,7 56 588 129 459 74 12 74 #6 0,88 24 123 12 168 3 0.8 56 I0Z3 255 768 74 12 125 «6 0,88 24 123 12 211 3 0,9 56 1904 379 1525 78 12 233 #6 0,88 24 123 12 304 3 Abutment 4 56 2165 4S4 1681 84 12 240 «6 0,88 6 494 17 624 Hi RANCHO SANTA FE ROAD Method Capcrl> (P/S), Ve Ultimate Shear - Capacity Exterior Girders BDS & Hand CalculatKnu Capcity (Kifnip) FonniiJa d H V) IMimq)) V, Opacity due to pieiliess, use BDS to umplily calculation. The Vc will be dinribMed into each giider byiuwebwidlhappioxunaiely. ZVc^DV^ - V,^ Calculate by hand - DinaKe&omextremecompreBivefibcrtoGomnndofDegabvcmotneiUreinfbicing. 0,S5 H - SupeWnidure depth • Vaiies' 8y: mb 10/31/02 Min. b- = 7500 « A Min. b- = d 81 > 12-fc-4000 pii mm d 81 mm Spn Locaioo d FnaBtn ExtokvOinkr Rcinf, Area Provided (in) (in) Vc IVc Web Web Vc nirtup Av s Vi Minb' OVn Ml r» (•««-> (•*°) <—> (^) Abutment 1 56 2168 489 1679 84 12 140 #6 0.88 6 494 17 624 0,1 56 1904 382 1522 78 12 134 «6 O-SS 6 494 17 619 0.2 56 1018 257 761 74 12 113 «e 0,88 12 247 12 315 0,3 56 382 130 452 74 12 73 «6 0,88 24 123 12 167 1 04 56 420 1 419 74 12 <8 «6 0,88 24 123 12 163 0.5 36 678 117 561 74 12 91 <K .0,88 24 123 12 182 06 56 1041 235 806 74 12 Ul «6 0.88 24 123 12 216 m 07 56 1616 355 1331 74 12 116 «6 0,88 24 123 12 288 0,8 56 1592 473 1117 74 12 181 #6 ass 12 247 12 364 mm 0,9 56 1998 544 1434 78 12 124 #6 088 12 247 12 400 m Pier 2 56 1669 72 1397 84 12 128 #6 0.88 6 494 17 614 Pier 2 36 1535 72 1463 84 12 219 6 0.88 3 987 35 1017 0,1 56 1890 516 1374 78 12 III «6 0.88 3 987 35 1019 0,2 56 1924 416 1308 74 12 14S «6 0.88 6 494 17 627 • 0,3 56 1167 275 892 74 12 145 •6 088 12 247 12 333 2 0.4 36 659 137 522 74 12 85 #6 0,88 12 247 12 282 0.5 36 420 0 420 74 12 68 «6 0,88 24 123 12 163 0,6 56 649 137 512 74 12 83 #6 0,88 24 123 12 175 0,7 56 1118 275 843 74 12 137 *6 0,88 24 123 12 221 0.8 56 1924 416 1508 74 12 145 «6 0,88 24 123 12 313 0,9 36 2014 316 1498 78 12 130 *6 0,88 12 247 12 406 Pier 3 56 1656 36 1620 84 12 131 «6 0,88 6 494 17 616 Pier 3 56 1587 71 1516 14 12 117 #6 0.88 3 987 35 1023 0,1 56 1916 539 1377 78 12 112 «6 0,88 3 987 33 1019 m 0,2 56 1367 470 1097 74 12 178 «6 0,88 6 494 17 571 MM 0,3 56 1772 332 1420 74 12 130 #6 0,88 12 247 12 406 3 0,4 36 1077 233 844 74 12 137 iW 0.88 24 123 12 221 0.5 56 694 116 578 74 12 94 «6 0,88 24 123 12 185 «pt 0.6 36 420 1 419 74 12 68 «6 0,88 24 123 12 163 0,7 56 588 129 439 74 12 74 •6 0,88 24 123 12 168 Hi 0,8 56 1023 233 76g 74 12 lis «6 0.88 24 123 12 211 •M 0.9 56 1904 379 1325 7S 12 135 «6 0,88 24 123 12 304 Abutment 4 36 2163 4S4 1681 84 12 140 #6 asB 12 247 12 414 DOKKEN Engineering 9665Chessapeake Dr Suite 435 San Diego, Ca 92123 Superstructure Shear Capacity Sample Calculations kip := 1000-lb Determine Shear Capacity at 0.7 Point of Span 1 Parameters h := 5.5 ft Vcable'= 355 kip Depth of superstructure Total concrete shear capacity (from BDS) Prestress Shear (from BDS) Webtotal'.= '^^'^^ ^ebintenor'-= 12in 2 A«:= .88-in Total web thickness Interior web thickness Shear reinforcement s := 24-in J5,:=60-kip . 2 in fc:= 4000— . 2 in Spacing of shear steel (per girder) Yield strength of mild steel Compressive strength of superstructure concrete 't>sAe(ir:=0.85 Reduction factor for shear Job: Rancho Santa Fe Rd Subject: Girder Shear Capacity Sample Calaculatlons Date : 11/1/02 By: mb DOKKEN Engineering 9665Chessapeake Dr Suite 435 San Diego, Ca 92123 Shear Capacity of Interior Girder {^c~ ^cablej' ^^^ittterior ' c intenor ^ebtotal Vc_interior = 215.8378 kip Calculate Shear Capacity of Shear Steel (per girder) d := 0.85 A d = 56.1 in ^s_^irder Vs_girder= 123.42kip Determine Minimum Girder Thickness ^s_girder Minthick := \J in ^'"thick •= '"^ YMi"thick^^ 12. in M'nthick= 12in Determine Total Girder Shear Capacity •= ^c_interior + ^s_girder Vn = 339.2578 kip 4'5WVn = 288.3692 kip Job: Rancho Santa Fe Rd Subject: Girder Shear Capacity Sample Calaculations Date: 11/1/02 By: mb t I I DOKK • I « I I I I I .4 Engineering 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 DEAD LOAD SHEAR, (k): TRIAL 0, (1163H) litiiifsriifti SUPERSTRUCTURE Gi..JER SHEAR DEIVIANDS II tl il II II ii SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7PT .8 PT .9 PT RIGHT 1 548.4 398.6 252.6 107.6 -37.3 -182.2 -327.2 -472.1 -617.1 -765.9 -925 2 892.1 701.2 523.9 348.9 173.8 -1.2 -176.3 -351.4 -526.4 -702.8 -892.4 3 931.9 771.4 621.9 475.6 329.2 182.9 36.6 -109.7 -256.1 -403.9 -555.3 ADDED DEAD LOAD SHEAR, (k): TRIAL 1, (1163H) SPAN LEI-I .1 PT .2 PT .3 PT .4 PT .5PT .6 PT .7 PT .8PT .9PT RIGHT 1 152.9 112.1 71.2 30.4 -10.4 -51.2 -92.1 -132.9 -173.7 -214.5 -255.4 2 246.2 196.9 147.6 98.3 49 -0.3 -49.6 -98.9 -148.2 -197.6 -246.9 3 257.5 216.3 175.1 133.8 92.6 51.4 10.2 -31 -72.2 -113.5 -154.7 TOTAL DEAD LOAD SHEAR, (k): TRIAL 0 + TRIAL 1, SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 701.3 510.7 323.8 138 -47.7 -233.4 -419.3 -605 -790.8 -980.4 -1180.4 2 1138.3 898.1 671.5 447.2 222.8 -1.5 -225.9 -450.3 -674.6 -900.4 -1139.3 3 1189.4 987.7 797 609.4 421.8 234.3 46.8 -140.7 -328.3 -517.4 -710 PRESTRE ESS SECONDARY SHEAR, (k , (Hpin) - SPAN LEhl .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8PT .9PT RIGHT 1 58 58 58 58 58 58 58 58 58 58 58 2 0 0 0 0 0 0 0 0 0 0 0 3 -58 -58 -58 -58 -58 -58 -58 -58 -58 -58 -58 SUPERS! rRUCTUR E SHEAR, (k) DUE TO COLUMN PLASTIC MOMENT, (PLASTIC) SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6PT .7 PT .8 PT .9 PT RIGHT 1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 -31.1 2 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 -86.8 3 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 -30.7 DL+PLAS TIC+SEC< 3NDARY SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 728.2 537.6 350.7 164.9 -20.8 -206.5 -392.4 -578.1 -763.9 -953.5 -1153.5 2 1051.5 811.3 584.7 360.4 136 -88.3 -312.7 -537.1 -761.4 -987.2 -1226.1 Project: 1163 Rancho Santa Fe Road mb SS Shear Demand.xls 10/31/02 I I II II II llfl DOKK_.^ Engineering 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 i i i I I I f SUPERSTRUCTURE Gi. 1 i I » I I i .JER SHEAR DEMANDS II II 11 II 11 il 1100.7 899 708.3 520.7 333.1 145.6 -41.9 -229.4 -417 -606.1 DL+PLASTIC-SECONDARY HS LOAD SHEAR, (max pos, k), (1163H) HS LOAD SHEAR, (mIn neg, k), (1163H) PERMIT LOAD SHEAR, (max pos, k), (1163P) PERMIT LOAD SHEAR, (mIn neg, k), (1163P) -798.71 SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7PT .8PT .9PT RIGHT 1 790.4 599.8 412.9 227.1 41.4 -144.3 -330.2 -515.9 -701.7 -891.3 -1091.3 2 1225.1 984.9 758.3 534 309.6 85.3 -139.1 -363.5 -587.8 -813.6 -1052.5 3 1162.1 960.4 769.7 582.1 394.5 207 19.5 -168 -355.6 -544.7 -737.3 SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8PT .9PT RIGHT 1 287.8 246.3 205.9 167.1 130.7 97.3 67.3 41.5 20.3 9.7 5.3 2 327.7 282.4 245.4 209.5 170.9 131.8 94 60.6 40.6 29.1 27.9 3 326.6 289.4 265.5 237.1 205 169.6 131.6 91.6 57.1 35.5 26.7 SPAN LEFT .1 PT .2 PT .3 PT .4PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 -27.7 -36.2 -57.6 -91.1 -130.9 -168.8 -204.2 -236.4 -264.9 -289 -325.2 2 -27.6 -28.8 -40.8 -60.9 -94.8 -132.6 -171.8 -210.3 -246.1 -283.1 -328.4 3 -5.1 -9.4 -20.1 -41.1 -66.8 -96.8 -130.3 -166.7 -205.6 -246.1 -287.8 SPAN LEFT .1 PT .2PT .3 PT .4 PT .5 PT .6PT .7 PT .8 PT .9 PT RIGHT 1 687.2 547.4 421.8 313.9 226.4 154 96.5 55.5 23.4 14.5 14.5 2 891.6 747.3 600.2 458.6 335.4 231.7 147.4 82.7 75.8 75.8 75.8 3 902.4 771.9 635.1 511.7 392.9 290.6 202.3 123.8 73.8 73.8 73.8 SPAN LEFT .1 PT .2 PT .3PT .4 PT .5PT .6PT .7PT .8PT .9PT RIGHT 1 -76.6 -76.6 -76.6 -123 -200.5 -287.4 -389.5 -506.6 -628 -765.1 -894.7 2 -75.1 -75.1 -75.1 -83.7 -148.8 -233.5 -337.6 -461.3 -603.1 -750.3 -894.2 3 -14 -14 -23.3 -55.1 -96.2 -153.6 -226.5 -314.7 -422.8 -549.2 -690 Combine for Different Load Cases: CASE IH : 1.3(1.0(D)+1.67(H)+.77(PS)) Project: 1163 Rancho Santa Fe Road (Impact is included in H and P) mb SS Shear Demand.xls 10/31/02 ilii fti lltl DOKK 4 Engineering 9665 Chessapeake Dr.. Ste 435 San Diego CA, 92123 . . CASE IH il II l] II II il il SUPERSTRUCTURE Gi..JER SHEAR DEMANDS il II il li II il : 1.3(1.0(D)+1.67{H)+.77(PS)) CASE IPC : 1.3(1.0(D)+1.0(P)+.77(PS)) CASEEQ : 1.0(D)+1.0(PS)+1.0(EQ) (Impact is included In H and P) CASE IH, (max pos ) Fasctors: 1.3 1.67 0.77 SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5PT .6 PT .7 PT .8PT .9 PT RIGHT 1 1595 1257 926 600 280 34 341 638 926 1195 1465 2 2191 1781 1406 1036 661 284 90 454 789 1107 1421 3 2197 1854 1554 1249 935 615 288 42 361 654 923 CASE IH Factors: 1.3 1.67 0.77 SPAN LEFT .1 PT .2PT .3 PT .4 PT .5PT .6 PT .7 PT .8 PT .9PT RIGHT 1 910 643 354 40 288 612 930 1242 1545 1844 2182 2 1420 1105 784 449 84 290 667 1042 1411 1785 2194 3 1477 1206 934 645 345 36 280 603 931 1265 1606 CASE IPC (max pos) Factors: 1.3 1.0 0.77 SPAN LEFT .1 PT .2 PT .3 PT .4PT .5 PT .6PT .7 PT .8 PT .9PT RIGHT 1 1863 1434 1027 646 290 45 362 656 940 1198 1458 2 2639 2139 1653 1178 726 299 102 478 778 1072 1383 3 2661 2229 1804 1399 1001 624 266 80 389 635 885 CASE IPC > Factors: 1.3 1.0 0.77 - SPAN LEFT .1 PT .2 PT .3 PT .4 PT .5PT .6 PT .7PT .8PT .9PT RIGHT 1 870 622 379 78 265 619 993 1387 1786 2211 2640 2 1382 1070 775 473 96 306 733 1185 1661 2146 2644 3 1470 1208 948 663 365 47 292 650 1034 1445 1878 CASE EQ SPAN LEhl .1 PT .2PT .3 PT .4 PT .5PT .6PT .7 PT .8PT .9PT RIGHT 1 790 600 413 227 41 207 392 578 764 954 1154 2 1225 985 758 534 310 88 313 537 761 987 1226 3 1162 960 770 582 395 207 42 229 417 606 799 Project: 1163 Rancho Santa Fe Road mb SS Shear Demand.xls 10/31/02 iliiliiiiililliilillilil DOKK^.4 Engineering SUPERSTRUCTURE Gi.xJER SHEAR DEMANDS 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 MAXIMUM DESIGN GIRDER SHEAR, (TOTAL BRIDGE SHEAR DIVIDED AMONGST 6 GIRDERS) i I i I I I i i i i i SPAN LEFT .1 PT .2PT .3PT .4PT 1 .5PT .6PT 1 .7 PT .8 PT .9 PT 1 RIGHT 1 311 239 171 108 48 103 166 231 298 369 440 2 440 357 276 196 121 51 122 198 277 358 441 3 444 372 301 233 167 104 49 108 172 241 313 Find Design Girder Shear at Distance "d" From Face of Supports, per BDS 8.16.6.1.2 DESIGN GIRDER SHEAR SPAN "d" .1 PT .2 PT .3PT .4 PT .5 PT .6PT .7 PT .8PT .9 PT "d" 1 282 239 171 108 48 103 166 231 298 369 411 2 406 357 276 196 121 51 122 198 277 358 407 3 415 372 301 233 167 104 49 108 172 241 284 SHEAR CAPACITY (K) PER GIRDER, (From Ult Shear-capacity Sheet) SPAN LEFT 1 .1 PT 1 .2PT .3PT i .4 PT .5PT j .6PT 1 .7PT 1 .8PT 1 .9 PT ! RIGHT 1 624 304 210 167 163 182 216 288 364 400 614 2 597 389 313 228 177 163 175 221 418 406 616 3 604 390 361 301 221 185 163 168 211 304 624 SHEAR DEMAND / (0Vn) - (No Skew Effects), Apply to Interior Girders and Acute Corners SPAN LEFT 1 .1 PT 1 .2PT .3 PT .4PT .5 PT .6PT 1 .7PT .8PT I .9PT 1 RIGHT 1 0.45 0.79 0.82 0.64 0.30 0.57 0.77 0.80 0.82 0.92 0.67 2 0.68 0.92 0.88 0.86 0.68 0.31 0.70 0.89 0.66 0.88 0.66 3 0.69 0.95 0.83 0.78 0.75 0.56 0.30 0.64 0.82 0.79 0.46 Project: 1163 Rancho Santa Fe Road . mb SS Shear Demand.xls 10/31/02 li II il II il DOKK .4 Engineering 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 iillilfliliiftill SUPERSTRUCTURE Gi. .JER SHEAR DEMANDS I I i I I i I I i I Calculated Vu @ EXTERIOR GIRDERS, (k), SKEW MAGNIFICATION 2.20 1.96 1.72 1.48 1.24 1.00 1.00 1.00 1.00 1.00 1.00 EXTERIOR 1.20 1.15 1.10 1.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1ST INT SPAN "d" .1 PT .2PT .3PT .4PT .5 PT .6 PT .7 PT .8PT .9PT 1 "d" I.Ext 620 468 295 159 60 103 166 231 298 369 411 1, f Int 338 275 188 113 48 103 166 231 298 369 411 2. Ext 894 699 474 290 150 51 122 198 277 358 407 2, f Int 488 275 188 113 48 103 166 231 298 369 411 3, Ext 912 728 517 345 207 104 49 108 172 241 284 3, fMnt 498 427 331 245 167 104 49 108 172 241 284 SHEAR DEMAND / (0Vn) - (Skew Effects), Apply to Exterior Girders SPAN LEFT .1 PT .2PT .3PT .4PT .5 PT .6PT .7PT .8PT .9 PT RIGHT 1 0.99 0.76 0.94 0.95 0.37 0.57 0.77 0.80 0.82 0.92 0.67 2 0.88 0.69 0.76 0.87 0.53 0.31 0.70 0.89 0.89 0.88 0.66 3 0.89 0.71 0.91 0.85 0.94 0.56 0.30 0.64 0.82 0.79 0.69 SHEAR DEMAND / (0Vn) - (Skew Effects), Apply to First Interior Girders SPAN LEFT .1 PT .2PT .3 PT .4 PT .5PT .6 PT .7PT .8 PT .9 PT RIGHT 1 0.23 0.73 0.72 0.79 0.51 0.88 0.88 0.88 0.95 1.00 0.28 2 0.62 0.86 0.89 1.02 0.96 0.53 0.78 0.94 0.95 1.00 0.28 3 0.34 0.74 0.79 0.50 0.32 0.88 0.80 0.63 0.72 0.70 0.28 Project: 1163 Rancho Santa Fe Road mb SS Shear Demand.xls 10/31/02 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ^ Mo JOB SUBJECT DATE BY CHECK JOB NO. SHEET Bridge Design Aids Gxltrafxs Shear Magnification Example No. 2 Prestressed Concrete Box Girder. Simple/Continuous 150' span. f^ = 4(X)0 psi Skew = 30° Structure Depth = 6' ' Face of abutment (S 1.5' along girder fi^m 7 girders centeriine abutment. Skew factors @ centeriine abutment from Chart No. 1: Obtuse comer, exterior girder =1.60 Obtuse comer, first interior girder =1.10 Acute comer, exterior girder: No adjustment suggested Design: (Exterior girder) Centeriine Abutment 0.1 0.2 0.3 0.4 0.5 Skew Factor 1.60 1.48 1.36 1.24 1.12 1.00 Calculated V^* 3632 2675 1904 1166 494 1212 Calculated V * 2780 2637 1313 659 527 811 required** 1.82 0.87 0.77 0.47 minimum 0.27 b'required*** 18.0 8.6 7.7 4.6 — 2,6 m * From BDS output or other method. (Skew Factor)|^^j-V^ A, = (in' / ft) = fA6 (Skew Facior)( Vrf)( ) - 60(d)(No. of gilders) " 48(DXNa of girden) where d = (0.8)(D) and 0 = 0^ ^ Sec Chart No. 3 for selecting size and spacing of stiirups. ***Min b'=^^^^' (or from attached Chart 2) where the expression for b' is derived from the following expressions: = and maximum V, = 8^? b'd (BDS Article 9.20.3.1) 5-35 Illltilll DOKKEN ENGINEERING II tl I I { I 11 II fl It il 11 ii it ii 9665 Ctiesapeake Dr. Ste. 435 San Diego, CA 92123 LEFT BRIDGE CAMBER DIAGRAM use 3 times (DL +ADL +PS) Span 1 DL ADL PS 0.1 0.023 0.007 0.2 0.043 0.012 0.3 0.057 0.016 0.4 0.063 0.018 0.5 0.060 0.017 0.6 0.051 0.014 0.7 0.037 0.010 0.8 0.020 0.006 0.9 0.0 0.006 0.000 0.002 0.000 0.1 0.007 0.002 0.2 0.023 0.006 0.3 0.041 0.011 0.4 0.054 0.015 Span 2 0.5 0.058 0.016 0.6 0.053 0.015 0.7 0.040 0.011 0.8 0.023 0.006 -0.023 -0.041 -0.054 -0.059 -0.057 -0.048 -0.035 -0.020 -0.007 0.000 -0.002 -0.012 -0.023 -0.031 -0.033 -0.028 -0.019 -0.007 0.9 0.006 0.002 0.001 1.0 0.000 0.000 0.000 DL ADL PS 0.1 0.007 0.002 0.2 0.022 0.006 0.3 0.039 0.011 Span 3 0.4 0.5 0.054 0.063 0.015 0.018 0.6 0.066 0.018 0.7 0.059 0.017 -0.011 -0.027 -0.044 -0.058 -0.066 -0.068 -0.061 0.8 0.9 0.045 0.025 0.013 0.007 -0.046 -0.025 Abut4 0.0 0.000 0.000 0.000 SUM Camber 0.01 0.021 0.01 0.042 0.02 0.057 0.02 0.066 0.02 0.060 0.02 0.051 0.01 0.036 0.01 0.018 0.00 0.003 0.00 0.000 0.01 0.021 0.02 0.051 0.03 0.087 0.04 0.114 0.04 0.123 0.04 0.120 0.03 0.096 0.02 0.066 0.01 0.027 SUM 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.01 0.01 0.00 Camber: -0.006 0.003 0.018 0.033 0.045 0.048 0.045 0.036 0.021 0.000 \ Job: 1163 Rancho Santa Fe Rd Subject: Camt>er Diagram Date: 12/19/2002 By: mb I i I i I i i i I DOKKEN ENGINEERING RIGHT BRIDGE II il II I 1 II il ii il il il il ii ii ii 9665 Chesapeake Dr. Ste. 435 San Diego, CA 92123 CAMBER DIAGRAM use 3 times (DL +ADL +PS) Span 1 Span 2 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 DL 0.02 0.04 0.05 0.06 0.06 0.05 0.04 0.02 0.01 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 -0.01 -0.01 0 ADL 0.01 0.01 0.02 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 PS -0.02 -0.04 -0.05 -0.05 -0.05 -0.04 -0.03 -0.02 -0.01 0.00 0.00 -0.01 -0.01 -0.02 -0.02 -0.02 -0.01 0.00 0.00 0 Span 3 Abut4 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 DL 0.02 0.04 0.07 0.09 0.11 0.11 0.10 0.07 0.04 0.00 ADL 0.01 0.01 0.02 0.03 0.03 0.03 0.03 0.02 0.01 0.00 PS -0.01 -0.03 -0.05 -0.06 -0.07 -0.07 -0.07 -0.05 -0.03 0.00 SUM 0.01 0.02 0.02 0.02 0.03 0.02 0.02 0.01 0.01 0.00 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 0 Camber: 0.024 0.045 0.063 0.072 0.075 0.069 0.057 0.042 0.021 0.000 -0.015 -0.024 -0.030 -0.033 -0.036 -0.039 -0.036 -0.030 -0.021 SUM 0.01 0.03 0.04 0.06 0.06 0.06 0.06 0.04 0.02 0.00 Camber: 0.04 0.08 0.13 0.17 0.19 0.19 0.17 0.12 0.07 0.00 - Job: 1163 Rancho Santa Fe Rd Subject: Camber Diagram Date: 12/19/2002 By: mb I I I I i 1 I I I i DOKKEN Engineering If il li II ii II II il il il ii il il il 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Camber (ft) at quarter pts: Span 1 Span 2 Span 3 1/4 PTS: 0.25 0.50 0.75 0.25 0.50 0.75 0.25 0.50 0.75 FT: 0.05 0.06 0.03 0.07 0.12 0.08 0.01 0.05 0.04 Span 1 Span 2 Span 3 1/4 PTS: 0.25 0.50 0.75 0.25 0.50 0.75 0.25 0.50 0.75 FT: 0.05 0.08 0.05 -0.03 -0.04 -0.03 0.11 0.19 0.14 BY: mb 12/19/2002 Camber.xis m -|-^ ^"v -WT-WT' T—i T 9665 Chesapeake Drive Suite 435 DOKKEN ""•^K^'^J?? ENGINEERING Fax (858) 514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK COLUMN SUMMARY COLUMN HEIGTHS, DESIGN FOR TALLEST COLUMN. (30.3 FT). • BOTTOM OF FOOTING, ALL PIER LOCATIONS = 314 FT • AVERAGE @ RIGHT BRIDGE (SOFFIT - TOF) • PIER 2 H = 29.7 FT • PIERS H = 27.3 FT • AVERAGE @ LEFT BRIDGE (SOFFIT - TOF) • PIER 2 H = 28.9 FT • PIERS H= 26.1 FT • MAXIMUM @ PIER 2 RIGHT BRIDGE, H = 30.3 FT (SOFFIT - TOF) • MINIMUN @ PIER 3 LEFT BRIDGE, H = 25.7 FT (SOFFIT - TOF) COLUMN LOADS, ("YIELD" INPUTS) • LONGITUDINAL MOMENTS. MX. ARE TAKEN DIRECTLY FROM BDS RUNS FOR HS20-44 LOADING AND P13 LOADING, (1163H AND 1163P). • TRANSVERSE MOMENTS AND MAXIMUM DEAD LOADS ARE TAKEN DIRECTLY FROM BDS BENT CAP MODELS, (CAPL AND PCAP). COLUMN DIAMETER = 4'- 6" AREA = 15.9 SQ-FT GROSS MOMENT OF INERTIA = 20.13 FT* CRACKED MOMENT OF INERTIA, (FROM COLX) = 6.08 FT'* COLUMN FIXED AT SUPERSTRUCTURE, PINNED AT FOOTING m Input FileName: COLLONG.IN 11-03-2000 m ******** 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, Long Column, Dead Load Only CIRCULAR Column Data £^5-7- Coliomn Diameter (in.) = 54.0 L-CW gl Column Height (ft.) = 30.3 Cantilever CoOU YV\ Plastic Hinge length (in.) = 41.8 ^ Cover to lateral rebar (in.) = 3.000 * Reinforcing Steel Data * Main bar = # 11 ^ Number of bars = 16 Yield stress (ksi) = 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 M Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data * Spirals ^ Bar = # 6 Bar pitch/spacing (in.) = 4.000 Yield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.200 Compressive strength ( conf.) (ksi) = 7.087 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .01850 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 (k-ft) = 705 Mplastic (k-ft) = 5382 Igross (ft'^4) = 20.16 Agross (ft'^2) = 15.91 Recommended value of 'le' based on initial slope <m of moment-curvature diagram (ft''4) = 6.08 SUMMARY OF RESULTS Case Def1. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 3.39 0.000077 3322 Nominal 8.34 0.000423 4766 Ultimate 27.53 0.001679 5382 Idealized Yield 5.16 0.000117 5052 Idealized Ultimate 27.53 0.06527 0.001679 5052 Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 5.34 Curvature Due tilities : Ideal. Ult. / Ideal. Yield = 14.35 Maximum Strains : Compression Cone. = 0.018500 Compression Steel = 0.011018 Tension Steel = 0.064705 ***************************************************** Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0647 Step Number 40.00 Cervature (rad/in) 0.001679 Moment (k-ft) 5381.69 This is not the Mp! Displacement (in) 27.53 Displacement Ductility 5.34 Shear at Top (kips) 177.61 This is not the Vp! ***************************************************** Additional Output Part Two Considering Max. Allowable Displacement Ductility set by user Max. displacement ductility 4.0000 Step Number 37.29 Steel Tension Strain 0.049357 Cervature (rad/in) 0.001281 Moment (k-ft) 5341.44 This is not the Mp! Displacement (in) 20.63 Shear at Top (kips) 176.29 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' end CA Input FileName: COLSHRT.IN 11-03-2000 ******** 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, Long Column, Dead Load Only CIRCULAR Colinrai Diameter Column Height Plastic Hinge length Cover to lateral rebar Column Data (in.) (ft.) (in.) (in.) 54.0 25.7 Cantilever 37.4 = 3.000 Reinforcing Steel Data Main bar Number of bars Yield stress Ultimate stress Young's Modulus Yield strain Hardening strain Ultimate strain (ksi) (ksi) (ksi) = # 11 16 = 68.00 = 100.47 = 29000 = .00234 = .00328 = .10956 Confinement Steel Data Spirals Bar Bar pitch/spacing Yield stress (in. ) (ksi) = # 6 = 4.000 = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.200 Compressive strength ( conf.) (ksi) = 7.087 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .01850 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) (ft'^4) (ft^2) 705 5382 = 20.16 = 15.91 Recommended value of 'le' based on initial slope C-5 of moment-curvature diagram (ft'^4) = 6.08 SUMMARY OF RESULTS Case Defl. P. Hinge Curvatures Moment (in.) Rot(rad) (rad/in) (ft-k) Yield 2.44 0.000077 3322 Nominal 6.18 0.000423 4766 Ultimate 20.62 0.001679 5382 Idealized Yield 3.71 0.000117 5052 Idealized Ultimate 20.62 0.05837 0.001679 5052 Displacement Ductilities: Ideal. Ult. / Ideal. Yield = 5.56 Curvature Ductilities : Ideal. Ult. / Ideal. Yield = 14.35 Maximum Strains : Compression Cone. = 0.018500 Compression Steel = 0.011018 Tension Steel = 0.064705 *********************************************+***^^** Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0647 Step Number 40.00 Cervature (rad/in) 0.001679 Moment (k-ft) 5381.69 This is not the Mp! Displacement (in) 20.62 Displacement Ductility 5.56 Shear at Top (kips) 209.40 This is not the Vp! ***************************************************** Additional Output Part Two Considering Max. Allowable Displacement Ductility set by user Max. displacement ductility 4.0000 Step Number 36.83 Steel Tension Strain 0.047111 Cervature (rad/in) Moment (k-ft) Displacement (in) Shear at Top (kips) END OF THE ADDITIONAL OUTPUT 0.001223 5327.13 14.84 207.28 This is not the Mp! This is not the Vp! NOTICE!!!!: for plastic moment Mp, yield displacement Dy and yield curvature PHIy values, see above 'SUMMARY OF RESULTS' end m m Input FileName: Pin.IN 09-28-2000 ******** 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, Column Pin CIRCULAR Column Data Column Diameter (in. Column Height (ft.) Plastic Hinge length (in.) Cover to lateral rebar (in.) 18.0 <£r 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 Yield 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) (ft'^4) (ft^2) 26 537 0.25 1.77 Recommended value of 'le' based on initial slope of moment-curvature diagram (ft''4) = 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 0.003196 543 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 This is not the Mp! Displacement (in) 1.91 Displacement Ductility 4.12 Shear at Top (kips) 214.77 This is not the Vp! ***************************************************** 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) Moment (k-ft) Displacement (in) Shear at Top (kips) END OF THE ADDITIONAL OUTPUT NOTICE!! 0.003102 536.88 This is not the Mp! 1.85 214.75 This is not the Vp! DOKKEN ENGINEERING ' 3 10 ^s) 77s -f -ZSS?!^'^ /i-ll C-^) JOB SUBJECT DATE BY CHECK JOB NO. SHEET ot DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Coi-u ^ M Oyp^^i-p^ - "RUM Vl^LD ' 1 - 47 25 " JOB SUBJECT DATE If'03-^^ 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 f)^:f'L. C Ytnz-r /^e-M" /^.c^rie 9 7 7 ^ -2. -? .1 ^ 7-, TA- • w L2 I JOB SUa^ECT ^^^^^^ /^^J/^^^ DATE JOB NO. BY SHEET CHECK of c- DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 / a. I, JOB SUBJECT DATE 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 ^ OK-- /"At Vfi-y^- ^r/" AT y. ^ • • J ^52 ^ JOB SUBJECT DATE 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 lyOrJCf f rvJ7> ^^^^ Mcjr z^^T^ Due ,?> T I c<?i~ 13t' -7 .^5 LL S 24 I' -it / 7 ^ fe -f^- JOB DATE 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 Vc ? Pi^o^ T> CAP 401 Ic^ Dot f^r^ t C O 4 0:.O U -f ^ JOB SUBJECT LL DATE BY CHECK JOB NO. /// SHEET m DOKKEN ENGINEERING JOB 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 T yf- ^ r <f Fv/ ^ 30,2' 55 ^ 777" - "777 f—5^' —^ J 3c S5 SUBJECT DATE 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 ' ' I 3.7 ^ 7^ -r 3 6^71-5 t SUBJECT CocunV y/^^' JOB DATE BY CHECK JOB NO, SHEET °'C- W I I I I t I I t t i I II ffi r t I I II II fl II II II II II II YIELD LOAD INPUTS COLUMNS HS 20 Load DUE TO: Transverse Moments LINE1 FROM Longitudinal Moments LINE 2 FROM Axial Loads Line 3 FROM 1 to 7 8 to 15 16 to 22 23 to 29 30 to 36 37 to 43 44 to 49 50 to 55 56 to 61 62 to 67 DL PS LL Max Trans LL Long Max LL Axial Max W WL LP OF T 540 N/A 391 0 202 554 0 0 CAPL CAPL CAPL 334 67 0 175 10 204 0 0 1163H 1163H Resolved 1163H 1163H 831 23 155 27 232 55 0 0 CAPL 1163H CAPL 1163H CAPL Permit Load DUE TO: Transverse Moments LINE1 FROM Longitudinal Moments LINE 2 FROM Axial Loads Line 3 FROM 16 to 72 24 to 29 30 to 36 56 to 61 LL X max LL long max LL Ax max CP 650 N/A 294 0 PCAP Arbitrary 0 460 40 0 Resolved 1163P Resolved 250 74 407 0 PCAP 1163P PCAP 0 llllllllllllllll llllllllllllllll B2 4..-vr I I I I I I «**! <««• <>«> • itiiim ttitaiti ttttiitii ttii ttii • til >tii • ••I i*>i itiitiitt itnttmitt) itmitKtta <ttii*i<tt> t«iiii*> *iiiit*> tttiaiia ttitntit ttmitit tmiit tiitta tattatiit tattttta taatataatt aatattiiia ttat taat taat tatt ttaa ttat attatta itiata tttt attatta attata taat tatt tit atat taat taatatttt* ttiiatat tatiat YIELD PC VHt aataatttta tatttata attata 2.25 (04/05/931 Copyright let 1994 StnCe of California, Deparcinanc of TranaporCati Id 1990-93 Dokken Bngineecing Ail tight! tMBrvod, TiMi 09;52 39 1 27 00 0.00 File; B2_4.IK 2 26 67 4.22 Usftt: Uttknowti 3 25 68 S.34 4 24 06 12.26 5 21 S4 15.87 Input Data € 19 09 19.09 7 15 a? 21.84 1 2 3 4 5 6 7 8 8 12 26 24 .06 1234567B»012345G7e9012145«789l)1234567a9D12345«7a9D1234567a9ai23456789ai214567e9Q 9 S 34 25.68 11G3 Rancho Santa Fe Rd. LeCC 1 10 4 22 26.67 9 11 0 00 27 .00 4 12 -4 22 26.67 1 16 13 -8 34 25,68 1 14 -12 26 24 .06 2 D.5 2.2 3 48.0 4,00 35.0 15 -15 87 21,84 3250.0 29000DOO 0 .0030 60OD0 16 -19 09 19,09 54 54 17 -21 84 15.87 24 1,56 16 18 -24 06 12.26 LOADS TOP YES SPREAD 19 -25 68 8,34 0 0 .99 .99 20 30.3 0 1 4 .00 20 -26 67 4.22 540 0 391 0 202 554 0 0 0 0 21 -27 00 0 .00 334 67 175 10 0 0 204 0 0 22 -26 67 -4.22 831 23 155 27 232 55 D 0 0 0 23 -25 68 -8,34 650 a 294 0 24 -24 06 -12.26 0 460 40 0 25 -21 84 -15.87 250 74 407 0 26 -19 09 -19.09 0 0 D 0 0 0 27 -15 87 -21.84 0 0 0 0 0 D 28 -12 26 -24.06 0 0 0 0 0 0 29 -8 34 -25.68 30 -4 22 -26,67 31 0 00 -27.00 ••• WARHIW3: When Concrete Type >' 6. Plot type ia set to 1. 32 4 22 -26.67 ExHcucion con cinueB. 33 8 34 -25.68 34 12 26 -24.06 35 15 87 -21,84 TitU 1163 Rancho Santa Fe Rd. Left 09;31:53 1/06/00 Page 1 36 19 09 -19.09 37 2L 84 -15.87 3B 24 06 -12,26 YIELD Fiogram - Version 2.2S 04/05/93 Colmnn Type Concrete Loopa Total No, of Concrete Coord, Steel Rebar Pattern fumber of Steel Rebar Loopo Total Ho. of Steel Rebars Plot(a) requBseed. Design Type Percent Steal Limit! 4 (concentric Laopm) ICheckI (0.50 t Min. 2.20 t Max.I Number of Columns in Bent Out-to-Out Distance [Diameter) of Spiral Distance from Top Column Plaetic Hinge to Center of Gravity of the Superstructure Center-to-Center Spacing of Columns Material Properties Ipsi) = 48.00 (inches) = 4.00 (t« ' 35.00 (Ea Ultimata Concrete CoDfiresBive Stress - FC = 3250, Young's Modulus for Concrete - BC = 3249500, Young's Modulus for Steel Bars - ES - 29000000, Ultimate Concrete Coopressiva Strain - BO ^ .003 Yielding Stress Cor Steel Bars - FY - 60000. Title 1163 Rancho Santa Fe Rd. Left circular Cross-Section 09;31:53 11/06/00 Page 2 KX 54.00 Concrete Coordinates (inches) Ilfrflillllllll llllllilllllllllllll B2_4....r I I I I 25.68 26.67 -8.34 -4.22 Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/O6/O0 Page 3 Concentric circle Patte Loop Radius Area 1 24.00 1.56 Steel Rebar Coordinata Coord X 24.00 22.17 16.97 9.18 O.OO -9.18 -16.97 -22.17 -24.00 -22.17 -16.97 -9 . 18 0.00 9.18 16.97 22.17 0 .00 9 .18 16 .97 22.17 24.00 22.17 16.97 9. IS 0.00 -9.18 -16.97 -22.17 -24.00 -22.17 -16.97 -9.18 The main longitudinal atsel ia aaaumsd to be t 11 bars. ••' WAR(4ri*3; The Concrete Cover is greater than 2 Inchea in the X-direction. WARNING: The Concrete Cover ia greater than 2 inches in the V-direction. Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 Page 4 Initial Reference Data Total Areo of the Section Nominal Axial Load strength Total Reinlorcetnent Area Percent Steel Oros GroB Moment Moment Steel Moment Steel Moatant If Inertia If Inertia Inerti Inerti about ir-axi about X-oxi about V-a about X-a lYC IXC lYS IXS Title 1163 Rancho Santa Fe Rd. Left 15.84 ft"2 7729.40 kipa 24.96 in"2 1 .09 t 19.96 £t"*4 19.96 £f-4 0.3467 ft*-4 0.3467 ff4 09:31:53 11/06/00 Page 5 Column Load Data (Ic-ft) Load Name: LOADS TOP Footing Data File; YES Type Footing: SPREAD Moment Distribution Fact Column Steel ; Top-- - : —-Botteoi : Percent Length Tie-1 DAY DAX DBY DBX Infiact t Pee t) Spira 1 = 0 Location Ductility Top=l Factor Botton^O (Z) 0.00 0,00 0.99 0.99 Croup Loads - Service (k-fti : LL, Inpact -- - : Case 1 Case 2 Caae 3 Dead Pre Trans Long Axial Load Stress MY-Max MX-Max N-Hax Wind WL LF CF MY Temp MY 540 0 391 0 202 S54 0 0 0 0 MX 334 67 0 175 10 a 0 204 0 0 P 831 23 155 27 232 55 0 0 0 0 PMV 650 0 294 0 PMX 0 460 40 0 P 250 74 407 0 Column Seismic and Arbitrary Loads (k-tt) (ARS) Unreduced Seismic Caae 1 Case 2 Max Tran Box Long Arbitrary Loads Service Service Arbitrary Loads Factored Factored ALl AL2 MY Tran MX Long P Axial Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 Page 6 Factored Loads for Column Design check Ikip-ft) Applied factored moments are magnified for BlendemesB in accordance Caltrana Bridge Design Specifications. (Art S.16.5) Length = 30.30 ft Steel = 1,09 * FC - 3.25 ksi AST ^ 24.96 sq Applied Factored FY T 60.00 kai oup Caae Trana Long Comb Axial (PHI-HH) PHI Ratio MY HX M P KU MU/M IH 1 1536. 463. 1605 1169 3154 0 75 1 97 OK IH 2 596. 846. 1035 S92 3005 0 76 2 90 OK IH 3 1373 . 662. 1524 1606 3367 0 75 2 21 OK IP 1 1532 . 463. 1601 1158 3148 0 75 1 97 OK IP 2 599 . 1083. 1237 929 3013 0 76 2 44 OK IP 3 1316, 698. 1490 1632 3380 0 75 2 27 OK 11 1361, 445. 1432 905 3001 D 76 2 10 OK III 1 1387 . 739. 1572 1056 3082 0 75 1 96 OK III 2 825. 967. 1271 890 2997 0 76 2 36 OK III 3 13B7. 923 . 1666 1426 3304 0 75 1 98 OK IV 1 1153. 454 . 1239 1035 3063 D 75 2 47 OK IV 2 594. 684. 906 868 298B 0 77 3 30 CK IV 3 1147. 630. 1309 1405 328S 0 75 2 51 OK V 1306. 429. 1175 871 2989 0 77 2 17 OK VI 1 1330. 712. 1508 1016 3053 0 75 2 02 OX VI 2 791. 930. 1221 856 2985 0 77 2 44 OK VI 3 1328. 687 . 1597 1372 3275 0 75 2 05 OK VII 1 540. 401. 673 854 3636 1 00 5 41 OK VII 2 540. 401. 673 854 3636 1 00 5 41 OK • NOTE: The axial (ARS) unreduced seismic loads |p| ar not divided by the ductility factor Z. Title 1163 Rancho Santa Fa Rd. Left 09:31:53 11/06/00 Page 7 ' hcHnent Magnification and Buckling Calculatic RBFGRtWrE: 'Caltrans Bridge Design Specifications' (Art 8.16.5) (Colunji assumed to be unbraced againat aideaway.) KAOY KAOX PCY PCX KY'L/R KX*L/R Moment Magnitactlon Factor about Y-a Moment Magnifaction Factor aljout X-a Critical Buckling Load about Y-axii Critical Buckling Load about X-axli EfCa Ef fa Slender Slender Length Factor about Y-axie = 2.10 Length Factor about X-axis ^ 2.10 SB Ratio about Y-a as Ratio about X-a - 57. = 57. IVS = Steel Hcnent of Inertia about Y-axii IXS r steel Hcinent of Inertia about X-axlf 0.3467 ff4 0.3467 ff4 llllliliTlillll llllllllllllllll B2 4...vr I I I i I i I I III 1 III 2 III 3 VII 1 VII 2 :-Magnification-r- Tran Long Comb MAQY MAOX MAG l,tlB I.ISO 1.123 1.132 1.096 I.IOS 1.205 1.266 1.216 1.117 1.17B 1.122 1.139 1.093 1.103 1.214 1.262 1.224 1.092 1.134 1.096 1.109 1.124 1.112 1.111 1.092 1.100 1.175 1.185 1.178 1.114 1.156 1.119 1.128 1.102 1.113 1.189 1.225 1.197 1.089 1.129 1.093 1.106 1.120 1.109 1.108 1.089 1.097 1.170 1.179 1.173 1.000 1.000 1.000 1.000 1.000 1.000 .Transformed Secti E*IY n__ : Buckl. 4528855. 3132339. 3876730. 4526874. 3132339. 3802578, 4404565. 440B91B. 3665626. 392B726. 4152110, 3132339. 3625890. 4352867. 43572B9. 3605788, 3870990. 3132339. 3132339. 3139037. 4158257. 3137041. 3139037. 4491890. 3225335. 3139037. 3929370. 4345630. 3753897. 3139037. 3842297. 3132341. 3132341. 3877650. 4297109. 3699867. 3132341. 3132341. PCY 11040. 7636. 9450. 11035. 7636. 9269. 10737. 1074B, 8936, 9577. 10121. 7636, 8839. 10611, 10622, 8790. 9436, 7636. 7636. ng -. Long PCX 7652. 10136. 7647. 7652. 10950. 7862. 7652. 9579. 10593. 9151, 7662. 9366. 7636. 7636. 9452, 10475. 9019. 7636. 7636. Load P 1169 . 892 . 1606. 1158. 929. 1632. 905. 1056. B90. 1426. 1035. B68. 1405. 871. 1016. 856. 1372. 854. 854. Title 1163 Rancho Santa Fe Rd. Left Loads (k-ft) and Kaxi 09;31:53 11/06/00 Pago B Working Strsssas (PSI) Young's Modulus for Concrete - EC = 3249500. ps Modular Ratio lES/ECI - N r 8.9 : Service Loada (k-ftl Tran a Long Comb III III III 931. 540. 742. 875. 878. 565. 727. 745. 432. 594 . 781. 784. 504. 649, 540 . 401. 576. 411. 121. 484. 624. 492. 321. 461. 329. 286. 432. 557. 439. 401. 1014. 790. B4B. 932. 1002. 842. 877. 811. 632. 679. B32. 895. 752. 783. 673 . Title 1163 Bancho Santa Fe Rd. Left 09:31:53 11/06/00 Page Service Loads for Footing Design lllnita )iip-ftl IH 1 0. 0, 0, lOBl. IH 2 0. 0. 0, 953. IH 3 0. 0. 0. 1158. II 0, 0. 0. 785. III 1 0, 0. 0. 878. Ill 2 0, 0. 0. 776. III 3 0. 0. 0, 939. IV 1 0. 0. 0, B65. IV 2 0. 0. 0. 762. IV 3 0. 0. 0. 926. V 0. 0. 0. 701. VI 1 0. 0. 0. 784. VI 2 0. 0, 0. 692, VI 3 0. 0. 0. 839. • Factored Loada for Footing Deaign (Units kip-ftl Qroup Case Trans Long Comb HV KK 0. 1532. 1255. IH 3 0 . 0. 0, 1699 IP 1 D , D . 0 . 1521 IP 2 0. 0. 0 . 1293 IP 3 0. 0 . 0. 1725 11 0. 0. 0. 1268 III 1 0. 0. 0. 1419 III 2 0. 0. 0. 1253 III 3 0. 0. 0. 1519 IV 1 0. 0. 0. 1398 IV 2 0. 0. 0. 1232 IV 3 0. 0. 0. 1498 V 0. 0. 0. 1220 VI 1 0. 0. 0. 1366 VI 2 0. 0. 0. 1206 VI 3 0. 0. 0. 1462 Title 1163 Rancho Santa Fs Rd. Left 09:31:53 11/06/00 Page 10 Probable Plastic Homant (1,3 X Nominal Moment) ()iip-ft) Code (8.16.4,41 and Memo to Deaignars 15-10 3.25 kai 0.0030 in/in FY ^ 60.00 kai AST = 24,96 sq Angle Trans Long Comb Axial P-Balance eaa Ipai! HPY MPX MP P (Approxl Axial Cone steel Steel P (Approxl P Can^ Ten Ccanp 90 .0 5102 -1. 5102. 4637. 2820 5635 -1. 5635. 3B64. 5964 5964. 3091. 1009. 1167. 2962. 9645. 5916 1. 5916. 2319. 881. 927. 1585. 7693. 5466 1. 5466. 1546. 1086. 1033. 870. 8600. 4715 1. 4715. 831. 727. 1075. 5049. 872B. 4647 1. 4647 . 773. S20. 1151. 4831, 9344 . 3420 3420. 0. 718. 965. 3705. 7883. 2658 1, 265S. -386. 882. 1013. 2394. 8265. 1823 1823. -773. 807. 934. 2369. 7716, 705, 742. 1268. 6154. 869. 827. 696. 6880. Title 1163 Rancho Sent a Fe Rd. Left 09:31:53 11/06/00 Page 11 649. 959. 450B. 7793 . 09:31:53 11/06/00 Page 11 733, 102B. 4313. 8342. 641. 861. 330S. 7039 . Design Aaauji^ition 788. 904, 2138. 7380 . 854. 818. 710. 6782, 1. All colunna ar e the aama i.e., prl •matic. equal length, equal spacing, 2. Plastic hinges form at the top and bottom of the columns. 3. The distance between the plastic hinges la taken as 4. The over-turning force acta through the C.G. of the distance 'COS' above the top of the column. 5. The columns are numbered from left to right and the acts to the right. the colu auperati n length. ;ture at Detennir of Column Lateral Reinforcement Number of Columns in Bent Out-to-Out Distance (diameter! of Lateral Reinforcement Distance from Top Column Plastic Hinge To Center of Gravity of Supersturcture Center-to-Center Spacing of columns Ccopreaaive Strength of Concrete - FC Yield Strength of Reinforcement - FY Concrete Orosa Area (2- Cover! - AG Concrete Core Area - AC Transverse Direction - BW Transverse Direction - D Longitudinal Direction - BW Longitudinal Direction - D 48 00 in 4 00 tt 35 OO ft 3 25 ymi 60 00 ksi 14 75 ff2 12 57 ff2 48 00 in 38 40 in 48 00 in 38 40 in Amount of Reinf Speci fications: to the following Bridge Design Confinement Reinforcement - (Code 8.18.2.2) PSI - .45 (AQ/AC - 1) FC/FY (.5 * 1.25 B/tFC • AO!) PS2 . .12 FC/FY (.5 4 1.25 P/(PC • AGO PS3 ' .45 (AO/AC - 1) FC/FY Applied Shear Reinforcement VU PHI • VN - (Code 8.16.6) (8-46) (8-47) (8-51) (8-53) II II II Itll II II llllllilllllllllllll B2 4...vr I I I I Caae C - Hinimujn Shear Reinforcement - ICode 6.19.1.1) AV - ISO • BW - S)/FY (B-631 Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 Page 1! Loads Resulting from Plastic Hinging of Column No. 1 top ot Column Axial Force P = 603 , kips Plastic Moment MP • 4434 . k-Et Bottom of Column Axial Force P -675. kipa Plastic Moment MP = 0. k-Et Design Shear Force: VU = 146. kips Concrete Factored Shear Strength: .85 - VC -179. kips Steel Factored Sheor Strength: .85 - vs = 0. kips Haximui D Center-to-Cente r Spacing (Pitch) of Late al Reinforcement, li Bar Case A Case B Caae C Confinement Size Confinement App shear Hin Shear Ratio Equation 4 3.893 0.00423 3 5 6.017 0.00423 3 6 8.506 0.00423 3 7 11.569 0.00423 3 8 15.191 0.00423 3 ••* NOTE; VU 146. kipa la leas than (,B5 • Vc) 179. kipa ainforcement for applied shear (Caae B] ia required. Title 1163 Rancho Santa Pe Rd. Lett 09:31:53 11/06/0O Page 13 Loads Resulting Item Plastic Hinging of Column No. 2 Top of Column Axial Force P = 831. kipa Plastic Honent MP = 4714. k-ft Bottom of Column Axial Force P ' 903. kipa Plaatic Hcment MP -0. k-ft Deaign Shear Force: VU ^ 156. kips Concrete Factored Shear Strength: .95 * VC 179. kips Steel Factored Shear Strength: .85 • VS . 0. kipa Maximum Center-to-Cente r Spacing (Pitch) of Late al Reinforcement, li Bar Case A Caae B Case C Confinement Size Confinement App Shear Min shear Ratio Equation 4 3.B19 0,00431 2 5 5.904 0.00431 2 6 8.346 0.00431 2 7 11.351 0.00431 2 B 14.905 0.00431 2 ••• NOTE: VU 156. kipa ia leaa than (.85 • VC) 179. kips Therefore, no reinforcement for applied shear (Case B) ia required. Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/O6/O0 Page 14 Loada Reaulting fr Top of Column Bottom of Col Pla Hinging o£ Colunn No. 3 Axial Force Plaatic Hoatent Axial Force Plastic Moment P 1059. kipa MP ' 4967. k-Et P ' 1131. kipa MP - 0. k-ft l^sign Shear Force: Concrete Factored Shear Strength: Steel Factored Shear Strength: 164. kipa 179. kipa 0. kipa • VS ^ Center-to-Center Spacing (PitchI of Lateral Reinfe eanent. (in) Bar Case A Case B Case C Confinement Siia Confinement App Shear Hin Shear Ratio Equati 4 3.595 10.000 0.00458 2 5 5.557 15.500 0.00458 2 6 7.856 22.000 0.00458 2 7 10,686 30.000 0.00458 2 8 14.031 39.500 0.0045S 2 NOTE VU 164. kips is less than (.85 • VC) 179. kips. Therefore, no reinforcement for applied shear (Case Bl is required. NOTE: The Unreduced Elastic ARS -t Dead Load Moment I 540, k-ft) is less than the probable Plastic Moment I 4967. k-ft) Therefore, plastic hinging does not control (Code B.16.6.11.11. The Designer must check the Shear Reinforcement (Case B) for Group Loada 1 to VII (use Unreduced Elastic ARS • Dead Load Shear for Group Vlll. Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 Page 15 The maximum spacing of lateral reinforcement ahall not exceed one-fifth of the Isaat dimension of the column. 6 times the nominal diameter of the longitudinal reinforcement, or 8 inches. (B.21.1.11 The mi 1,5 ti spacing ahsll not be leaa than 1.5 bui diameters, the maximum size coarao aggregate, or 1.5 inches. (8.21.1) Factored Shear Strength .85 • (VS * VC) baaed on Maximum and Hir center-to-Center apacing (Pitch! of Lateral Reinforcement; 1.0- Agg Bar Max Shear Hin Shear Size Pitch strength Pitch strength (in! (kipa! (in) Ikips) 4 8.O0O 277. 2.000 570. 5 B.OOD 330. 3.125 750. 6 B.OOD 394. 2 .250 893. 7 8,000 472. 2.375 893. B 8,000 565. 2,500 B93 . NOTE: The above factored shear strength values a factored concrete shear strength 1.85 are baaed on VC) ot 179. kipa. If the applied axial load is lass than 588. )iipa. then the factored concrete shear strength decreases from 179. kips to 0. Kipa and the values in the above table must be appropriately adjusted. If the Designer aalecta a lateral bar aize different than the one aaaumed, ho should consider adjusting the radius o the main ateel bar loop and ra-run the problem. Haximum shear capacity of the section: VMAX = .85 • 10 • SQRTIPC) - B - D • 893. kips Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 page 16 Longitudinal Direction Loada Reaultlng ft Hinging of Column No. 1 Top of Column Axial Force P • 831. kips Plaatic Moment MP " 4714. k-ft Bottom of Column Axial Force P • 901. kips Plastic Moment HP = 0. k-ft Deaign Shear Force: VU I 156. kip. Conere B Factored Shear Strength: .85 • VC = 179. kipa Steel Factored Shear Strength: .85 • VS = 0 . kips flitlilillliilll Center-to-Center Spacing IPitch) oE Lateral ReinEorcement. (in) Illlllllllllillli B2_4.. AT I i I I I I Bar Caae A Caae B Caae C Confinement Size Confinement App shear Hin shear Ratio Equati 4 3.819 10.000 0.00431 2 5 5.904 15.500 0.00431 2 6 B.346 22.000 0.00431 2 7 11.351 30.000 0.00431 2 8 14.905 39.500 0.00431 2 • NOTE VU 156. hips is less than 1.85 • VC! 179. kips. inforcement for applied shear (Case B) ia required. MOTE: The Unreduced Elastic ARS • Dead Load Mianent ( 401. k-ft! ia leaa than the prolsable Plaatic Moment ( 4714, k-ft) Therefore, plastic hinging does not control (Code 8,16.6.11.1). The Designer muat check the Shear Reinforcement (Case B) for Group Loads I to VII (use Unreduced Elastic ARS Dead Load Shear tor Group VII). Title 1163 Rancho Santa Fe Rd. Left 09:31:53 11/06/00 Page 17 The maximum spacing of lateral reinEoreement aliall not exceed one-fifth oE the least dimension o£ the column. 6 times the noaiinal diameter of the longitudinal reinforcement, ot 8 inches. 18.21.1.1) The minimum apacing ahall not be leas than 1.5 bar diameters. 1.5 times the maximum aize coarae aggregate, or 1.5 Inchea. 18.21.1) Factored shear Strength .85 • (VS t VC) based on Maximum and Kinimua Center-to-Center spacing (Pitch! of Lateral Reinforcement: 1.0- Agg Bar Hex Shear Hin Shear Size Pitch strength Pitch Strength (in) (kipa) (in) (kips) 4 8.000 277 . 2.000 570. 5 8.000 330. 2.125 750. 6 8.000 394, 2.250 893, 7 8.000 472, 2.375 893 . 8 8.000 565. 2.500 893, NOTE: The above factored shear strength values are baaed on a factored concrete ahear strength (.85 • VC) of 179. kipa. If the applied axial load ia leaa than 588. kipa, then the factored concrete ahear strength decreaaes from 179, kips to 0. Kips and the values in the above table must be appropriately adjusted. If the Designer selects a lateral bar aize different than the one assumed, he ahould conaider adjusting the radius of the main steel hur loop and re-run the problem. Maximum ahear capacity of the section: VMAX = ,85 • 10 * SQRTIFCI • B - D - 893. kipa Title 1163 Rancho Santa Fe Rd. Left " Key Design " 09:31:53 11/06/00 Page IB NOTE: The Unreduced Elastic ARS •• Dead Load Shear ( IB. kipa) is leas than the probable Plaatic Shear ( 164. kipa!. Therefore. Plastic Hinging does not control. Key Design is baaed on Group Loada I to VII. (tAireduced ARS + Dead Load shear ia used tor Group VII) shear Fricti ICode B.15.5.4) Maximum Shear (VU! ^ 18. kips Area of Key Required (ACF) ' 32.26 sq in Area oE Steel Required (AVF) - 0.35 sq in • Minimum Area oE Steel Required (Code 4.4.9.4) Minimum Steel Area Required ^ 4,04 sq in * Maximum Coopressive Axial Load (Code 8.16.4.5.2! Area ot Steel i 4,04 sq in Maximum Axial Load (Factored) Area of Key Required 1725. kips Boa.2B sq in Haximum Axial Load (Seismic! - 926. kipa Area of Key Required = 333.83 sq in Area ot Key Required Total Area of Steel Required 808.28 sq in 4.04 sq in Title 1163 Rancho Santa Fe Rd. Left Run Time: 00:00: 0.05 End of Run. 09:31:53 11/06/00 Page 19 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 COLUMN KEY CAPACITY, Seismic Inputs: Mp := 53S2 kip ft hcol ••= 25.1-ft fc := 4.225 ksi fy := 68 fai ^pUe '•= IS in 2 a bar := lOOin 2 Sspirai '•= 4 in := 0.85 := 0.6 A := 1.0 Mp Vo:= 1.2-^- hcol Vo = 251.3ifcip kip := 1000 »/ kip ksi := Column Plastic Moment Shortest Column Height Expected Material Strengths Pile Diameter Area of Main Reinforcing Bars Number of Main Pile Bars Area of Spiral Reinforcing Pitch of Spiral Strength Reduction Factor for Shear Hardened, not roughened Concrete Normal Weight Concrete Ultimate Shear Demand . 2 m m Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pin Shear, mod Pile Shear Capacity 12/21/2000 m DOKKEN Engineering Check Shear Friction: Ay := Obar-nbar Vn := Ayj fyfi A Vn = 4S9.6kip FS := if > 1, "OK", "NG" Checii Pin Shear Capacity: _ ^pile ^ i^pde " 2 MI) Vc:= 2-^ fc-ksidpiie-d FSi := if > l/"OK" ,"NG" 9665 Chesapeake Drive Suite 435 San Diego. CA 92123 BDS 8.16.6.4 Equation 8-56 FS = "OK" Equivalent "d" for circular Mamber (8-49) Equation 8-49 FSi = "OK" m Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pin Shear.mcd Ml Pile Shear Capacity 12/21/2000 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego. CA 92129 COLUIVIN CAP DEVELOPMENT INPUTS: kip := lOOO lbf dbf.- 1.410in lap Diameter of Main Bar fy:= 60-. 2 HI kip fye := 68—~ . 2 m fccol •= 3250 — in Ibf fcCap= 4000 — in f^col •= 54 in 2 Ab := 1.56 in Expected Yield Stress of Rebar Compressive Strength of Column Concrete Compressive Strength of Bentcap Concrete Diameter od Column Maximum Column Length Area of Main Bar Minimum Embedment per SDC 8.2: dblfye leq := 025- in leq = 3.504 ft Minimum Embedment per BDS 8.24,25: l(j := max Id = 4.5 ft ^col^ Minimum Development Requirements 8.24.1.2.1 Project: 1163 Rancho Santa Fe Road Subject: Column Development Length By: mb 12/15/2000 Bar Dev. mod DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 Basic Development Length 8.25.1: ^dbase -= """^ ^b itP" .04 f . 2 Ibf in •' ^bl in- ^fcCap- . 2 in .0004-—-fy in " Ibf ^dbase = 59.198 Inches Modification Factors 8.25.2.1: A] := 1.0 ^21= 1.0 A3 := 1.0 A4 := 0.8 A5:= 1.0 As := 0.75 Ldadj -= l'dbase i"-^l-^2-^3-^4-^5-^6 Ldadj = 35.519in Required Embedment: Minjail := »««:(Ldadj,leq.'d) Minjaji = 54 in Modify units for Emperical Formula Full 12" Cover Provided Nonnal Weight Concrete No Epoxy Coating Bar Spacing > 6" No Excessive Tension Reinforcing #6 @ 4" Confinement Provded Provide for 54" Development of Main Reinforcerment into Bent Cap Project: 1163 Subject: By: mb Rancho Santa Fe Road Column Development Length 12/15/2000 Column Development Length Bar Dev. mod DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 COLUMN PIN DEVELOPMENT INPUTS: kip := 1000 Ibf dbi := 1.410 in kip fy-= 60 — in Diameter of Main Bar fye :- 68 kip . 2 in Ibf fcCol ••= 3250 — in Ibf fcftg= 3250 — in dpi„ := 18 in W := 30-^ Ab - 1.56-in^ Expected Yield Stress of Rebar Compressive Strength of Column Concrete Compressive Strength of Bentcap Concrete Diameter od Column Maximum Column Length Area of Main Bar Minimum Embedment per SDC 8.2: ^blfye leq := 025- \fcCol—~ in leq = 3.504 ft Minimum Embedment per BDS 8.24,25: Id := max Id = 1.762 ft dpin^lSdiji^—- Minimum Development Requirements 8.24.1.2.1 Project: 1163 Rancho Santa Fe Road Subject: Column Pin Development Length By: mb 12/15/2000 PinBar Dev.mcd m DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 m wm m Basic Development Length 8.25.1: m Ldbase '•= ""^ Ab .04 . 2 in . 2 in ^"'^ "M in' nnru f Modify units for Emperical Formula m m Ldbase '•= ""^ jfcftg-(•A in [m] in ^ Ibf Modify units for Emperical Formula m Ldbase = 65.674 Inches im Modification Factors 8.25.2.1: • ma Aj := 1.0 Full 12 " Cover Provided m A2 := 1.0 Normal Weight Concrete KM w A3 := 1.5 Epoxy Coating A4 := 1.0 Bundled Bars As := 1.0 No Excessive Tension Reinforcing m m A6 := 0.75 #6 @ 4" Confinement Provded m. m Ldadj := V'^J'^tf m Ldadj =73.883 in m m Required Embedment : m MinTail := max( Ldadj. leq. Id) m m MinTail = 73.883 in Provide for 75" Development of Main Reinforcerment Into Bent Cap m m Project: 1163 Subject: By: mb Rancho Santa Fe Road Column Pin Development Length 12/15/2000 Column Pin Development Length PinBar Dev.mcd