The URL can be used to link to this page

Home My WebLink About3190; Rancho Santa Fe Road Over San Marcos Creek; Rancho Santa Fe Road Over San Marcos Creek; 2003-05-23City of Carlsbad Project #3907 Rancho Santa Fe Road Over San Marcos Creek STRUCTURE CALCULATIONS Submitted by: DOKKEN ENGESTEERING 9665 Chesapeake Drive, Suite 435 San Diego, Cahfornia 92123 f 100% Plan Check Review Comments Date: 4/1/03 SIMON WONG ENGINEERING Plan Check Review Comments RANCHO SANTA FE ROAD PROJECT - Rancho Santa Fe Road Bridge over the San Marcos Creek Action Code: A = Agree, will comply N = No action taken D = Action Completed Rev No: 100% Reviewed by:J. Frost Response by: MB Doc. Date: 12/20/02 Date: 4/1/03 Date: 5/22/03 Repeat Comments on Calculations NO. SECT. NO. COMMENTS RESPONSE ACTION CODE 6R S-59 The BDS model used to evaluate the superstructure moments due to column plastic hinging is not correct. The actual distribution of the column moments to the left and right of the column should be based on the relative stiffness of these two spans only. Redistribution back into the column and frame sway should not be considered. Column stiffness in this model is 1 effective, taken from COLX. S-53. Model was revised to neglect any column stiffness. D Additional Comment #7; We generally agree with the section analysis shown in the Coix results but disagree with the application of the column overstrength moment back into the superstructure. Provide detailed procedures on this analysis. Additional Comment #2: The latest version of the SDC recommends checking the superstructure using the overstrength values for the columns. Also, we believe that the column overstrength values should be applied without the skew correction. It Is unusual to not need Additional response: See S-46. The column overstrength moment was applied back into the superstructure according to the latest SDC. No correction was made for skew of bent cap. Typical Section reinforcing was found to be adequate, at all locations, (S-64). Note the column is relatively lightly reinforced, C#? 7 tot 16, 1%). Additional mild reinf was added at 0.6 of span 3, Rt due permit loading. S-45. Increased plastic shear values were used to re- D f) 100% Plan Check Review Comments Date: 4/1/03 additional mild steel at the top and bottom slab due to this seismic overstrength analysis. calculate girder shear requirements. No change was required, S-74. 15R A-15 The portion of the prestress movement used to size the bearing pad may be reduced to 25% when the greased steel plate detail is used. This may reduce the pad height to 3" Additional Comment #7; Provide reasons for using the taller bearing pads. Additional Comment #2: The calculations do not provide justification for the 5" pads. A 50% reduction was taken according to MTD 7- 1. Additional response: Bearing pad calculations were revised, (see TOC). 3.5" pads are specified for both fabric and steel reinforced pads. D D Repeat Comments on Plans (70% to 90%) NO. SHEET. NO. COMMENTS / FINDINGS RESPONSE EXPLANATION ACTION CODE 5R 148 Is MBGR required on the southwest comer for stage 1 traffic? Additional Comment #f; The 90% staging plans do not address this. Stage 1 simply maintains existing traffic pattems at the existing bridge. N Additional Comment #2: The plans for Stage II traffic do not show how the ends of the left bridge will be protected with two way traffic. Also, the temporary traffic lanes and shoulders will not fit on the bridge structure (4'+12'+12'+12'+4' =44' but bridge is 43'). Additional Response: Lanes are modified to 4+12+11+12+4 = 43, K-rail begins north of bridge and joins to beginning of bridge railing D 32R 156 Due to the high skew, the transverse deck reinforcement may need to run continuous across the bent cap. Othenwise termination of the reinforcement needs to be addressed. A Additional Comment #7; Provide justification for details. Additional Comment #2; The details for the termination Additional Response: Details were modified to require BO-5, 5-11 over bent cap. See bent cap section and girder layout sheets. D Page 2 () {) ( 100% Plan Check Review Comments Date: 4/1/03 of the transverse deck reinforcement will not work as shown. You may need to use BO-5, 5-11 details only or allow the reinforcement to be continuous over the caps. 39R 160 If bicycle traffic is allowed to use the stage 1 bridge traveling northbound, a temporary railing may be required above the concrete barrier. Additional Comment #7; Staging plans do not address this issue. Additional Comment #2; The 100% staging plans do not address this condition. Will coordinate with staging requirements Additional Response: Temporary railing is required by note on staging plans N D Repeat Comments on Specifications ITEM NO. SECT. NO. COMMENTS RESPONSE ACTION CODE IS Gen The bid item "Complete Bridge In Place" includes a significant amount of work that will take place over at least a year's time. In order to provide progress pay estimates to the contractor it will be necessary to breakdown this lump sum item into the various items of work using a schedule of values. The specifications should include the schedule of values with he engineer's estimate of the item quantities and should require that the contractor provide unit prices for these items. Additional Comment: Consider requiring that a schedule of values be submitted upon request of the Engineer. That way it is a contractual obligation. Lump sum Items are at City's request. CM can require contractor submit a schedule of values for progress payments. Additional Response: SSPWC 9-3 requires a schedule of values upon request. Requirement added in Sec 303 of Specials N D 38 300-13.6 The SWPPP requirements should be updated to comply with the current SSP 07-345 SWPPP Spec was reviewed and is up to date D 4S 303-1 The welding requirements should be updated per the current SSP S8-W04 Updated Spec added D 5S 303-1 The ultimate splice criteria from SSP 52 ULTS should be Updated Spec added D Page 3 ( 100% Plan Check Review Comments Date; 4/1/03 added to the project specifications. 6S 300-1 Specifications for the bridge bearing pads should be provided. Specification was added, by reference to CT Standards D 7S 303-1 The deck crack treatment criteria from SSP 51 METH should be added to the project specifications. SSP Added D 8S App. A The plans and specifications reference the Caltrans 1992 Standard Plans for the metal beam guardrail details. There are significant changes to the guardrail details in the 1999 Standard Specifications that should be included in this project where appropriate. Additional Comment: Caltrans has now published the 2002 Standard Specifications and Standard Plans in duel units. It may be appropriate to reference these standards. Additional Response: We are now referencing the 2002 duel unit Standards D 9S 300-3 We recommend that the structure backfill in the area near the bridge abutments be compacted to 95% RC (Caltrans) rather than 90% (Greenbook). Amendment was added in section 300-3.5 D 10S 201-1 We recommend using a mix design similar to Caltrans Class 1 as modified in SSP's SI-020, S8-C01 and S8- C07. These specifications modify the cement content, fly ash percentage and air entrainment requirements for the mix design. Additional Comment: The most up to date Caltrans SSP is the "Modifications to the Standard Specifications." Additional response: Caltrans SSP requiring fly ash was added D 11S 303-1 We recommend revising he falsework specifications to match Caltrans Section 51 and SSP 51-530. SSP 51-350 was added, Greenbook requirements are othenAfise adequate D 12S 303-1 Specifications for the deck finish should be provided. 13S 303-3 The specifications for the post-tension ing jacking (one end or both ends) should be clarified. Left Bridge will use 2 end stressing and right bridge will use 1-end stressing per plans D 14S 303-3 The values used for the prestress force losses should be clarified between the calculations, plans and he specifications. The values for k and are not consistent. Values modified u=0.25, k=0.0002. D Additional Comment: The values listed in Caltrans Bridge Design Specifications are u = 0.15 and k - .0002. Use of these values may effect the one vs. two end stressing. Additional response: BDS was re-run using u=0.15, k=.0002, per BDS 2000. P-jack from those runs was found to be within 2.5% of what D Page 4 ( 100% Plan Check Review Comments Date: 4/1/03 ivas specified on the plans. Additionally 1-end stressing was investigated on each structure. The left bridge required a 6% increase in p-jack, the right bridge required negligible increase. /WTD 11-3 states that 2-end stressing shall be used when increase in p-jack exceeds 3%. Additional BDS runs are at end of S section. 2 end stressing is specified at the left bridge and 1-end is specified at the right bridge. 15S 305-1 Specifications for altemative concrete mix gradations for CIDH pile construction should be provided. See SSP 49- 200. Concrete designation was added to the plan per SSPWC 201-1.1.2 (A) D 16S 206 Add requirement for galvanizing all miscellaneous metal items for bridge construction. SSPWC 210-3 D 17S Does the pay item "Complete Bridge in Place" include the utilities within the bridge? Pipe supports? Access openings? Seismic pipe joints? See various Bid schedules D Additional Comments: The differentiation of work is not clear since the lump sum bridge item may or may not include facilities attached to the bridge. Additional Response: Clarification has been made in the payment clause 303-1.11 and the bid schedules. D 18S Consider using the current Caltrans SSP's for CIDH pile placement including specific concrete mix design requirements. CIDH spec was added, SSPWC concrete spec is comparable to Caltrans D Repeat Comments on Plans (90% to 100%) ITEM NO. SHEET. NO. COMMENTS RESPONSE ACTION CODE 3P 149 What concrete mix design or compressive strength is required for the approach slabs. Sheet 149, 4000 psi @ 28 days added to Concrete Strength and type Limits D 5P 150 Provide layout information for the wingwalls. Additional comment: The northeast wingwall for the right bridge has a different layout than the plans indicate. Additional response: Required curve data provided on Foundation Plan D 14P 166 Consider sidewalk expansion joint armor. Details added D Page 5 ( ) 100% Plan Check Review Comments Date: 4/1/03 19P 156 Deck transverse reinforcement should be continuous over the bent cap. Additional #6 @ 4 V& is not required. See repeat comments. Additional Response: Details were modified to require BO-5, 5-11 over bent cap. See bent cap section and girder layout sheets. D 33P 160 Check with utility companies for locating electrical conduits adiacent to communication conduits. Cox Fiber Optic was re-located to provide V between electrical conduit D 36P 161 Show fillets for all acute corners of girder intersection. What are the lines drawn parallel to the bent cap on the girder layouts? Termination of flares D Additional Comment: Show fillets for all acute corners of girder intersection. Note added D Comments on Plans (100%) ITEM NO. SHEET. NO. COMMENTS RESPONSE ACTION CODE 1P 148 At Profile Grade, revise 'R' to 'R/C Change made D 2P 148 Is 4'-7" pedestrian walkway on the bridge acceptable to the City? It is D 3P 148 Callout for edge of deck railing should be revised to 'Curb and Railing'. Revised D 4P 148 Consider using Type 732 rather than Type 25 for the inside barriers. This will provide an additional 4" of width for the sidewalk and will match the shape of the outside barriers. Type 732 railing called out at inside barriers D 5P 148 Provide details for the joint seal at the outside barrier and sidewalk. Detail Added D BP 148 Check actual clearance between the MBGR and the back of sidewalk where It attaches to the Type 732 barrier. Sidewalks are widened and acceptable to City D 7P 148 Add a note referencing the 'Typical Section Sheet" for utility information. Added D 8P 148 Consider referencing the 2002 Dual Unit Standard Plans. Amended D 9P 148 Update the PE expirations on the Title Sheet and on the Bridqe Plans. Updated D 10P 148 Consider an in-line terminal section for the MBGR. This will minimize the impact to the sidewalk behind the MBGR flair. Sidewalks are widened and acceptable to City D Page 6 ( I 100% Plan Check Review Comments Date: 4/1/03 IIP 149 Include information for the bridge footings and the approach slabs in the "Concrete Strength and Type Limits" diagram. Approach slab should be similar to deck concrete. Modification made to sheet 149 D 12P 150 Check the nominal resistance data in the pile data fable. Typically this is 2x the service load. Amended D 13P 152 Show proper geometry for the northeast wingwall for the right bridge. Modification made to sheet 152 D 14P 153 Provide details for the connection of the Type 732 barrier and curb to approach slab. Details Added D 15P 160 Consider a tubular handrail above the Type 732 barrier. Rail was added for protection from autos, not fall protection, also no rail provides "escape" for cyclists D 16P 160 Show a construction joint between the deck and curb on the parapet detail. Joint Shown D 17P 160 Check with utility companies for location within sidewalk. Most now prefer to be in the bridge cells. Utility placement has been coordinated D 18P 165 Correct elevation to show curb and railing details. The details currently show a Type 25 barrier at the base. Elevation has been revised D 19P 165 The metal railing picket spacing should be reduced to meet ADA criteria. Max opening should not allow a 4" dia sphere to pass through. 5" spacing of 1.25" post meets that requirement. D Page 7 City of Carlsbad Project #3907 Rancho Santa Fe Road Over San Marcos Creek STRUCTURE CALCULATIONS 100-1% Submittal Submitted by: DOKKEN ENGE^EERING 9665 Chesapeake Drive, Suite 435 San Diego, Cahfornia 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 Hydrauhc 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-038 Additional Mild Steel Summary S-049 Column Plastic Moment S-050 Superstructure Plastic Moment Load Analysis, (BDS) S-051 Superstructure Moment Capacities, Sample Calculations S-060 Superstructure Moment Capacity, (Excel) S-066 Superstructure Moment Demands S-068 Superstructure Shear Capacities, S-070 Superstructure Shear Capacities, Sample Calculations S-072 Superstructure Shear Demands S-074 Camber S-078 Check 1 End Stressing, Left Bridge, BDS S-081 INDEX TO STRUCTURAL CALCULATIONS RANCHO SANTA FE ROAD OVER SAN MARCOS CREEK DESCRIPTION pj^Q^ COLUMNS Column Summary C-001 COLX, Heigth max C-002 COLX, Heigth min C-005 COLX, Column Pin C-008 Column Capacity Q_Q J ] Column Loads C-013 Column Load Summary Q 021 YIELD ii;iii:i;::i;::::::;c-022 Column Key Capacity C-028 Bar Development into Cap C-030 Pin Development into Column C-032 BENT Bent Cap Summary g_QQ j 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-038 Bent Cap Shear Capacity and Sample Calculation B-039 Bent Cap Stirrup Spacing B-040 Bent Cap Shear Demand at Utility Blockouts B-042 Bent Cap Shear Capacity at Utility Blockouts B-044 Bent Cap Joint Shear B-052 FOOTING Ductility of Column Pin, (COLX) p.OQt Area of Column Key F-003 Footing Seismic Loads F-004 Pier Footing Design, (FOOT) F.O05 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-020 Bearing Pads A-030 Shear Keys A-041 JOINT MOVEMENT Joint Movement Calculation, (MR) J-001 QUANTITIES Quantity Summary Q-OOl Design Quantities Q-002 Check Quantities Q-030 I ! ; i i. /A- TE T i :)hJSIJ.T/NN H ^ T E ICA 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 Creek 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 Consultants Rancho Santa Fe, CA 92067 Hydraulic and Hydrologic Engineering TEL; (619) 756-9050 Erosion and Sedimentation FAX: (619) 756-9460 '7 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 732 AND MODIFIED (WITH TUBULAR HAND RAILING). BARRIER RAIL THREE COLUMNS AT EACH PIER SPREAD FOOTING AT PIERS MINIMUN SOFFIT ELEVATION = 343.7' 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 \ -|-^ Ty^ T/^ TV T 9665 Chesapeake Drive Suite 435 I II I K K K \ San Diego, CA 92123 v^^^-a^-M-^x ^ ^g^g^ 514-8377 ENGINEERING 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 ENQINEERINB 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA92123 PHONE (619)514-8377 • FAX (619) 514-8608 2^ 38.B' JOB SUBJECT 1 ^.JVtTfnn- /iSTAM DATE JOB NO. JOB SUBJECT 1 ^.JVtTfnn- /iSTAM BY SHEET JOB BY SHEET JOB CHECK SHEET f'l 2-?f o I o z m m Ul > ^ • • > —. m Ol O ?5 CO o ro o DOKKEN ENBINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 10 f Co b ^4-^ 5) 4-f I 6 c-fj<~ i 37 JOB SUBJECT DATE JOB NO, BY SHEET CHECK OS DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 « FAX (858) 514-8608 ^-(O ^•i/Y' A,"T ) o^J ^ ffV^ ^ T't-?-y2. ! t_ 4 J 4 ^(6 3(4 b>'t C ' AJ f^/2.rt^ 0 Aj /4/v'• ' '^^r2. T6 P of \ JOB SUBJECT DATE JOB NO, BY SHEET CHECK DOKKEN ENGINEERING 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" EFFECTIVE SPAN = 7"-9" = 7 7/8" = 6" =1'6" = #6 @ 13" = USE7 =:USE4 TOP SLAB BOTTOM SLAB Hp» 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 1 ©"CASING • LEFT BRIDGE 24" SEWER 24" RECYCLED WATER w/ 6" GAS IN 10" CASING SEE TYPICAL SECTION ON PLANS c 5-1 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 5^' / ^ S. I :5 z IIS.o\ ' JOB SUBJECT g^^^^^^ ^^^^^ 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 //3 . f S ' /30 . 7(o' log.,OS JOB SUBJECT 'R^r^ H-r 3ft,06 DATE BY 1^ 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 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 (819) 514-8608 "^wp-^Sri^^x^ ^'^'DeD D-eKy) L<&^r>, 43.7f T2>TA use; on oiT^ 1 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 lecv 2-4-" C^fiyvVfT-^ S-e"vo^<2_ <? JOB SUBJECJJ,^^ DATE BY CHECK JOB NO. SHEET DOKKEN ENGINEERING 3054 GOLD CANAL DRIVE • RANCHO CORDOVA, CA 95670-6116 PHONE (916) 858-0642 • FAX (916) 858-0643 cl-"ltf*lf /f'-^^ ^ -^'r^^'itt '^AJ likiA. 27 107,1 2n 7 21-25.73 IO 21.0 2. I& lf> zo.o hi 6 35.0 lf> 6" 11.4 ^1. <375 -6 >• . i --if > I C • f i •6 JOB SUBJECT DATE / BY CHECK JOB NQ.^ SHEET S7 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 (I 1(2- P'Ot- use: 1,4^ v> ^V>S — JOB SUBJECT ^yy^^^L^lQiTTy (g^ DATE BY 1^ CHECK JOB NO. SHEET^ DOKKEN Engineering 3914 Murphy Canyon Rd, Ste A-153 San Diego, CA 92123 \m^^ Superstructure Torsional Stiffness kip := 10001b kN := lOOO newton Ulab := 7-875 in Thickness of top slab Thickness of soffit Width gigi, :=48.25 ft Width of deck slab (neglecting overhangs) Width gffffjt ;=45.25 ft Width of soffit Depthg^pgy :=5.5 ft Depth of superstmcture / exterior13 in Thickness of exterior girder t2'=^-^<islab+'soffit) 12 = 6.9375 •in ^ 1 -'^ exterior t J =1.0833-ft bj '-Depthsupgj.~l2 b 1 =4.92I9»ft b 2 :=( Wirf/A ,,„^-t- Width soffit) 0.5 b2 =46.75«ft 1, := 2-fb j-b2 b 1 b2 H tl t2 1 1 = 1239.81»ft c Job: Rancho Santa Fe Left Subject: Deck Torsional Stiffness Deck Properties. MOD Date : 6/20/00 By :MB c c -p-^ g-^ -FT -wr 1—1 iy T 9665 Chesapeake Drive Suite 435 11(1 K JVrlj i\ ^'^8**' ^2123 (858) 514-8377 ENGINEERING Fax (858) 514-8377 RANCHO SANTA FE ROAD AT SAN IVIARCOS 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 HS20-44 loading solve for p-jack such that concrete tension = 6 sqrt f c. 2. 1163P - Model Permit loading with given p-jack 3. PL4_2 - Use I =.0001 for columns, input Mplastic at column tops, find plastic moment distribution into superstructure. RIGHT BRIDGE BDS RUNS 4. RT4_9 - Model HS20-44 loading solve for p-jack such that concrete tension = 6 sqrt f c. 5. RTBR_P - Model Permit loading with given p-jack 6 o llb.-/r'RT • VIM**** «*»• t«*« ttlltt**lt#lttti i#»»*»«•«#*• fI»##»«•*»• *i«»*t*l»»*« *«## #«t* mttt* *tti« itt#* #*t« ««** *««* «*•( **#« «»*« t««* «**ti(it«*tt«t «*»#*«#**•* tttltMt llt»*#»lt»t *«*• •*«« ***»• *#*•*«• N•«•**» «»t#l VM* Ittttt* iNfltl «#*«#»» lt*ttl«#«tti* <c) 199D-3} Ooklcen Bagtnesrlnq All rights leaerved. Dace: 11/27/00 Tine: 12112:51 File: 1163h.exe User: Unlcnowil sorted Input Oata lZ34567e9012345e7e9O12345€7S901214567e9012]<5E7e9O12215GTB901234SeT83D1234SC7B9O llfi3 KANCHO SANTA FB RO LEFT BRIDGE 000 O101O2P tlllSO 3600 150 100 020203 111369 3600 150 100 0}S30« RH1161 3600 150 100 040502F 2B9 45 3250 150 100 O5Dfi03P 2£1 45 3250 150 100 OlOODO SIB S50 7aB eoo 4121ie20011B200 35 713 35 713 01 200 01D200 518 550 788 fiOO 412HJ200113200 35 713 35 713 02 200 01094002 200 OllllO 51G B50 7S8 800 41211820011B200 3S 713 35 713 03 200 02000003 200 O2004D03 200 02021002 300 02120002 200 02136003 200 030ODDD3 200 03004003 2<)0 03020002 200 03094002 200 O311fiO01 200 04DODO 477 6039 201 050000 477 6039 201 0101 355 0 001150 BARRIER RAIL OVERLAY UTILITIES 300 0102 355 U 001383 BARRIER RAIL OVERLAY UTILITIES 300 0103 355 U 001161 BARRIER RAIL OVERLAY UTILITIES 300 01 3700 3700 10 400 2010101 4010 258 433 142 1D27075B 3 31 830040 11 600 2010102105010 142 433 142 2D27D75B 3 31 11 600 20101031060 142 433 25B 2027075B 3 31 11 600 DB - BDS • PC vl.3.7 1163 RANCHO SANTA PB RD LEFT BRIDGE 11/27/00 PRAMB DESCRIPTION END SUPPORT CARRY OVER HEM JT. COND OR DEAO LOAD K FACTORS RECALL HO LT BT LT RT DIR 9PAN I HINGE B UHI sec LT RT LT RT KEK ---/ /-•-/ /•-•/ /•••/ / / /• •/ / / / -/ /-••- ---/ / .--./ / / /--•-/ 1 1 2 P H 115.0 0 00 0.0 3600. 0.000 .150 0.00 o.oo 0.00 O.OO 3 2 3 H 138.9 0 00 0.0 3600. 0.000 .150 0.00 0.00 0.00 0.00 3 3 4 R H 116.1 0 00 0.0 3600. 0.000 .150 0.00 0.00 0.00 0.00 4 5 2 P 38.9 0 00 4.5 3250. 0.000 .150 o.oo o.oo 0.00 0.00 5 6 3 P 26.1 0 00 4.5 3250. 0.000 .150 o.oa 0.00 0.00 o.oo Pile: OE - BDS - PC vl.3.7 1163 RANCHO SANTA PB RD LEFT BRIDGE section Properties - Input Kern Re Ho Loc. Call Z Y W D top Bot No M T w Pact T w Fact L Ex in L EX in B Store ****** (*««>l +/- Code V/0 a z ¥ Area Izz E E-Store Store *•«•(**« ******** 1 0.0 0.0 0.0 51. 5.50 7.SB 6.00 * 13 I IS. 2.00 1 IB 3.00 3.5 7, 13, 3.5 7. 13. 3600. 01 ***«**(**l I********* 1 20.0 0.0 0.0 51. 5,50 7.SB e.oo 4 12 1 13. 2.00 1 13 3.00 3.5 7 13, 3.5 7. 13. 3600. 02 *«*» **** 1 34.0 03 •• Recall Only ***• **** **»* 1 111.0 0.0 O.D 51. 5,50 7.SB e.oo 4 12 1 IB. 2.00 1 IS 3.00 3.5 7 13. 3.5 7. 13. 3600. 03 *«*« **»**!* ****** •(»« ******* ****** SECTION PR0PBRTIB9 OUTPUT *«l* **»« *l* •**» «**t HEM «***•(*»** *******»*l HO LOC. DEPTH Z-BAR I-BAB AREA IZZ lYY E (*l**«** l»IN**«l ****** (*(*•( I 0.0 5.50 25.90 3.13 SB. 00 374 43 19096.66 3600.00 1 30.0 5.50 35.90 3.14 64.02 367 37 17479.06 3600.00 1 94. D 5.50 25.90 3.14 84.03 367 37 17479,06 3600.00 BDS PC version 1.3.7 (04/05/93) 1 111.0 5.50 25.90 3.96 93.67 IDS 60 1979G.90 3600.00 HQIBBR 1 PROPERTIES HARNIHG - HB4BER LENGTHS DISAGREE. THAT GIVEN IH FRAME DESC. IS USED. LENGTH: 115.0 KIH E*I: 0.13IB'07 STIFPl 4.047 LT Section Properties ' input 4.117 RT CO.! 0.51O LT 0.501 RT Mea Re HO LOC. Call Z 1 W OTOpBOCHOMTW Fact T W pace L Ex in L EX m E Store »/- Code v/D H z Y Area Izi E E-Store Store 2 0.0 03 *• Recall Only I 4.0 03 Recall only 2 21.0 02 Recall only 2 120.0 02 •• Recall Only 2 136.0 03 Recall Only SECTION PROPERTIES HEM HO LOC. OBPm Z-BAR y-BAB AREA IZZ lYY E 3 0.0 5.50 25.90 2.96 93.67 408.60 19796.90 3600.00 2 4.0 5.50 35.90 3.36 93.67 408.60 19736.90 3600.00 2 21.0 5.50 25.90 3.14 84.02 367,37 17479,06 3600.00 3 120.0 5.50 35.30 3.14 84,02 367.37 17479.06 3600.00 2 136,0 S.50 25.90 2.96 93.67 40S.60 19796.90 3600.00 Fiiei 11/27/00 Page 3 DE - AOS - PC vl.3.7 1163 RANCHO SANTA PB RO LEFT BBIOGB KBIBER 2 PROPERTIES WARNING - HEKBER LENGTHS OISAGRBB. THAT GIVEN IK PRAMB OBSC. IS USED. LENGTH: 138.9 HIN E>I: 0.132E+D7 STIFF: 4.155 LT 4.118 RT CO.: 0.507 LT 0.511 RT Section Properties - Input o 11 Hen Re NO Loc, Call Store 3 0.0 03 3 4.0 03 3 20.0 02 3 94.0 02 3 116.0 01 Bot Ho W T N +/- Code v/D •• Recall Only Recall only •* Recall Only •• Recall Only '• Recall Only Fact T M P«ct Area Izz L Ex In E e-Store store SECTICW PROPERTIES - OUTPUT HEM NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY B 3 0.0 5.50 25.90 2.96 93.67 408 60 19796 90 3600.00 3 t.O 5.50 25.90 2.96 93.67 408 60 19796 90 3600.00 3 20.0 5.50 25.90 3.14 84.03 367 37 17479 06 3600.00 3 94.0 5.50 25.90 3.14 84.02 367 37 17479 06 3600.00 3 116.0 5.50 25.90 3.12 86.00 374 43 19096 66 3600.00 HB4BBR 3 PROPERTIES MARKING - HBMBBR LENGTHS OISAGBEB, THAT GIVEN IH FRAME OESC, IS USED. LENGTH: 116.1 HIN E-I: 0.132B+07 STIFF: 4.152 LT Section Properties - Input Hen Re No Loc. Call store • Top Bot No */- code v/D ASSUMED 0ATA16 4.055 RT CO.: O.500 LT 0.512 RT Pace T W Fact Area Izz L Ex in E E-Store Store SECTION PROPERTIES - OUTPUT NO LOC. DEPTH Y-BAR 0.00 AREA 47.70 Z'BAR 4 0.0 0.00 o.oo MEMBER 4 PROPERTIES LENCTK: 28.9 HIH E*I: 0.136Et06 STIFF: 4.OOO LT Section Properties - Input IZZ 60.39 IVY 0.00 4.000 RT CO.: 0.500 LT 0.500 BT Hen Re NO LOC. call Store W Bot NO H T M Code V/D •• ASSUMED DATA26 Fact T W Fact Area izz L Ex In B E-Store store File: DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE section Fropercles - inpue Hen Re NO Loc. call z Store w O Top Bot No N T H Pact T H Pact L Ex In L Ex In B •/• Code V/0 SECTION PROPERTIES - OUTPUT MEN HO LOC. DEPTH Z-BAR Y-BAR AREA E E-Store store IZZ 60.39 IVY B 0.00 3350.00 5 0.0 O.OO 0.00 O.OO 47.70 MEMBER 5 PROPERTIES LENGTH: 26,1 KIN B-I: 0,196E*06 STIFF: 4.000 LT 4.000 RT CO.: 0.500 LT 0.500 BT File: NO ERRORS FOUND FRAME PROPERTIES END KB* JT COND DE - BDS - PC vl.3.7 1163 RANCHO SANTA PE RO LEFT BRIDGE 11/27/00 CARRY OVER FACTORS Page 5 DISTRIBUTION FACTORS IRT n NO /---/ 1 3 3 T LT RT DIR -/ / / /---/ SPAN HIH E*I / / / / 0.1323E*07 0,1323E*07 0,l323Ef07 0.1963B+O6 a.l963Et06 115,0 138,3 116,1 38.3 26.1 HINGE / / /- 0.0 0.0 O.O 4.5 4.5 LT RT LT RT 3600. 3600. 3600. 3350. 33S0. 0.510 0.507 0.000 0.500 0.500 0.000 0,511 0.512 0.000 0.000 D.ODO 0.416 0.363 O.OOO 0.000 0.37O 0.405 0.000 0.214 0.333 IF MBIBER 13 HORIZONTAL SUPPORT OR KIHGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OP HOIBER IF MEMBER ts VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT HIDTH USED POR MOMENT RBIXX:TI0N IP SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARS NOT USED HCMEHT REDUCTION MILL NOT TAKE PLACE File: DE - BDS - PC vl.3.7 1163 RANCHO SAIfTA FB RO LEFT BRIDGE FIXED END HCMEHT3 TRIAL 0 HBI FIXED BHD HCMENTB H» PIKED END MOMENTS FIXED BHD NCMBNTS HO LT HT -21294. HO LT RT -20730. -20461. 0. 0. 0. File: 08 - BDS - PC vl.3.7 11/27/00 1163 RANCHO SANTA FE RD LEFT BRIDGE SIDB3HAY DIAGNOSTICS File: DB - BDS - PC vl.3,7 11/37/00 1163 RANCHO SAOTA FE RD LEFT BRIDGE ••• SIOBSHAY NOT COKSIOERBO, FRAME CANNOT SHAY. HORIZOHTAL HSffiBR MOMEHTS TRIAL 0 KEK NO LEFT .1 PT .3 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT 1 0. 5447, 9133. 11365. 11673. 10413. 7486. 1S93. -3368, 2 -20775. -9722. -1224. 4834. 8461. 9656. 8420. 4752. -1347. ( -18695.) 3 -21274. -11398. -3332. 3046. 7714. 10684. 11955. 11527. 9400. I -19050.) H<WIZOHTAL MEMBER STRESSES TRIAL 0 BOTTCM PIBBR 1 0. -319. -545. -668. -692. -617. -444. -171. 200. 3 941. 536. 73. -287. -502. -572. -499. -282. 80. 3 959. 619. 197. -181. -457. -633. -709. -683, -557, HORIZOHTAL MEMBER STRESSES TRIAL 0 TOP FIBBB 1 0. 342. 411. 503. 522. 465. 335. 129. -150. 2 -806. -427. -55. 216. 378. 432. 376. 212. -60. 3 -823. -500. -148. 136. 345. 477. 534. 515. 420. VERTICAL MBIBBR HOHBnS TRIAL 0 4 0. 13. 38, 57. 76. 35. 114. 133. 152. 5 0. -37. -73. -110. -146. -183. -219. -256. -292. HORIZOHTAL HBMBBR SHEARS TRIAL 0 1 548.9 339,0 353.8 107.9 -37.1 -182.0 -327.0 -471.9 -616.S 3 892.3 701.2 523,7 348.6 173.6 -1,5 -176.5 -351.6 -526.7 3 931.6 771.2 621.6 475.3 328.3 182,6 36.3 -IIO.O -256.4 VERTICAL MEMBER SHEARS TRIAL 0 4 6.6 6.6 6,6 6,6 6.6 6.6 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 MEMBER REACTIONS TRIAL 0 HBK LT RT HB4BER HO REACTION RBACTICW WEIGHT Page 8 ,3 PT RIGHT H39S. -20965. -9879. -20909. 5568. 0. ( -18765.) ( -18630.) 632. 571. -326. -498. -439. 248. 171. -329. 945. 94B. 0. -810. -812. 0. 190. -365. -763.4 -919.5 -702,1 -688.7 -404.3 -555.6 6,6 6.6 -14.0 -14.0 o llt_./PRT 2018.6 2007.0 1811.8 1820.3 306.6 186.7 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FB BO LEFT BRIDGE TANGENTIAL ROTATIONS SPAN LT. END 0.002099 0.000033 RADIANS - CLOCKMISB POSITIVE RT. END SPAN LT. BHD -0.000065 -0.000065 -0,000065 -0.000056 RT. END 0.000112 0.000113 SPAN 3 LT. BHD 0.000113 RT. END -0.002176 HORIZOHTAL MEHBER DEFLECTIONS IH FEET AT 1/10 POINTS FROH LEFT END - DOHNHARD POSITIVE MBIBBR 1 B- 3600. 0.000 0.023 0.043 0.057 0.063 0 060 0.051 0.037 0.020 0.006 0.000 MEMBER 3 B- 3600. 0.000 0.0O7 0.023 0.041 0.054 0 059 0.054 0.040 0.023 0.006 0.000 MEMBER 3 B. 3600. 0.000 0.007 0.022 0.039 0.054 0 063 0.066 0.060 0.045 0.025 0.000 VERTICAL MBHaER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. HOffiER 4 E^ 3250. 0.000 0.000 0.000 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.000 HEMBBH 5 B- 3250. 0.000 0.000 0.000 0.000 O.OOO -0 001 -0.001 -0.001 0,000 0.000 0.000 Pile: DB BDS - PC vl. 3.7 11/27/00 Page 1163 RANCHO SANTA PE RO LEFT BRIDGE LOAD OATA TRIAL 1 LOAD FIXED END HOHENTS LINE HEH M OR P CODE A B LEFT RIGHT DEFLT COMIENTS 1 3 550 U 0.0 115.0 0. 0. BARRIER RAIL OVERLAY UTILITIES 2 3 550 U 0.0 138.9 0. 0. BARRIER RAIL OVERLAY UTILITIES 3 3 550 U 0.0 116.1 0. 0. BARRIER RAIL OVERLAY UTILITIES FIXED BHD HOMENTS TRIAL 1 NEM FIXED END HOMENTS 0. FIXED END MOMENTS FIXED END MOMENTS -5604. 0, -5744. 0. 11/27/00 DE - BDS - PC vl,3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE ••• SIDBSMAY HOT CONSIDERED. FRAME CAHHOT SHAY. HORIZONTAL MEMSEB HOHENTS TRIAL 1 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. 2 -5823. 1 -5244 3 -5961. ( -5342 •2745. .) -3312. ,) -351. -341. 1357. 852. 2380. 3166, 3719. 3001. 2373. 3358. 1341. 3236. -375. 3636. -2776. 1557. -5862. 0. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 1 0. -89. •153. -isa. -195, -174. -125. -48. 56. 178. 365. 2 264. 151. 21. -SO. -141. -161. -141. -60. 33. 160. 366. 3 369. 175. 56. -50. -128. -176. -199. -132. -156. -91. 0. HORIZOHTAL MEMBER STRESSES TRIAL 1 TOP FIBER 1 0. 68. 115. 141. 147. 131, 94. 36. -42. -140. -337. 2 -226. 121. -16. 61. 106. 121. 106. 60. -17, -123. -228. 3 -230. -141. -42. 38. 97. 134. 150. 145. 118. 69. 0. ( -5363.) [ -5280.) VERTICAL HEKBER MQHBHTS TRIAL 1 4 0. 5. 11. 16. 5 0. -10. -20. -30. HORIZOHTAL KBIBER SHEARS TRIAL 1 1 153.0 112.3 71.4 30.5 3 346.3 197.0 147.6 98.3 3 257.4 316.2 175.0 133.8 VERTICAL MEMBER SHEARS TRIAL 1 4 1.9 1.9 1.3 1.3 5 -3.8 -3.8 -3.8 -3.8 VERTICAL KBOER REACTIONS TRIAL 1 Mat LT RT 22. -40. -10.3 49.0 92.6 1.9 -3.8 HO RBACTION 501.S 504 .3 BEACTION 501.5 504.3 37, -50. -51.1 -0.3 51.3 1.9 -3.8 MEMBER WEIGHT 33. -59. -91.9 -49.6 10.1 1.9 •3.8 38. -69. -133,8 -98.9 -31.1 1.9 -3.8 44, -79. -173.6 -148.3 -73.3 1.9 -3.8 49, -89. -3)4.4 -197.5 -113.5 1.9 -3.8 55. -99. -255.2 -246.8 -154.7 1.9 -3.8 OB - BOS - PC vl.3.7 1163 RANCHO SANTA FB RO LEFT BRIDGE TANGENTIAL ROTATIONS - BAOIAHS - CLOCKWISE POSITIVE SPAN LT. END RT. BHD SPAN LT. BID RT. END 0.000030 0.000030 SPAN LT. END 0.000030 1 0.000530 -0.000013 2 -0.000013 4 0.000009 -0.000019 5 -0.000015 HORIZOHTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT BHD - DOWNWABO POSITIVE MEHBER RT. END 0.000610 HaiBER 2 E> 3600. B- 3600. E- 3600. BFLECTION£ E- 3350. B- 3250. 0.000 0.007 0.013 0.016 0,018 0 017 0.014 0.010 0.006 0.003 O.OOO 0.000 0.003 0.0O7 O.OIl 0,015 0 016 0.015 0.011 0.0O6 0.003 0,000 O.OOO 0.0D3 0.006 0.011 0.015 0 018 0.018 0.017 0.013 0-007 0.000 FEET AT 1/10 POINTS FROM LEFT BHD. O.OOO 0,000 O.OOO 0.000 O.OOO 0 000 O.OOO 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0 000 0.000 0.000 0.000 0.000 0.000 OE - BDS - PC vl.3.7 1163 RANCHO SAOTA FE RD LEFT BRIDGE LIVE LOAD DIAGNOSTICS HO EBR0R3 FOUND SUPBRSTRUCTtmB LIVE LOAD NUMBER OF LIVE LOAD LANES MEM SUPERSTRUCTURE SUBSTRUCTURE HO. LT.END RT.END LT.BHD RT.END RESISTING HOHBNT OF UMIT STEEL POSITIVE NEGATIVE PLOT PLOT H S SCALE EHV. IKFLU- BHCE LIHBS 2 3 LIVE LOAD NO. 3.700 3.700 3.700 3.700 3.700 3.700 1.0 1.0 1.0 1.0 1.0 1.0 LANE - - HO. LIVE UHIFORM MOM. SHEAR LL LOAD RIDER RIDER IMPACT LNS. SIOBSHAY 8.0 14.0 32.0 14.0 32.0 CQN4EtRS: HS20-44 AASHTO LOADING 0.640 18.0 26.0 WITHOUT ALTERNATIVE o 1 a.xi'!i'RT IMPACT FACTORS CALCULATED BY PROGRAM MEH IMPACT 21. 19. 21. LL NO. 1. HBf LEFT NO 1 0. DB - BDS - PC vl.3.7 11/27/00 1163 RAHCHO SANTA PB RD LEFT BRIDGE NEGATIVE LIVE LOAD MOMENT ENVELOPE AHD ASSOCIATED 4 PT .5 PT ,6 PT .7 PT .6 PT •366. .2 PT -573, ,3 PT -658. SHEARS 9 PT RIGHT -1144. -1430, -1716. -3003. -3456. -4188. -6918. SHEAR 0.0 -34.9 -24.9 -24.9 2 -7088. -3881. -2054. -1711. ( -6485.) SHEAR 269.4 185.5 -3.4 0.3 3 -6985. -4210. -2432, -1352, ( -6360.) SHEAR 274.4 204.3 18.7 24.0 -34.9 -34.9 •1707. -1703. 0.3 0.3 •1673. -1395. -34.9 •1699. -34.9 1695. -15.9 •3051. -302.6 -273 •3905. -7129 ( -6297.) .0 24.0 24.0 HORIZONTAL HBIBER STRESSES LL KAX NEG BOTTOM FIBER 1 0. 17. 34. 51. 3 326. 214. 122. 101. 3 320. 339. 144. 116. HORIZONTAL HBHSBR STRESSES LL MAX HEG TOF FIBER 1 0, -13. 26. -38. -51. -64. 2 -280. 171. -92. -76, 3 •274. 185. -109. -67. -187.3 -370 0. 0.0 ( -6533.) 0 68. 101. 39. -76. -75. 85. 101. 83. -76. -62. 1116. -837. -556. -379. 24.0 24.0 24.0 24,0 102. 119. 146. 234. 317 101. 100. 123. 236. 336 66. 50. 33. 16. 0 -77. -83. -UO. -185. -373 •76. -76. 92. -174. -281 -50. -37. -25. -13. 0 File: LL HO. 1. HEH LEFT NO 1 0- DE - BOS - PC vl.3.7 11/27/OD 1163 RANCHO SANTA FE RD LEFT BRIDGE DEAD LOAD PLUS NEGATIVE LIVE LOAD HOKEHT ENVELOPE page 15 .1 PT 5161. 2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .6 PT ,3 PT RIGHT 8620. 10407. 10529. 8983. 5770. 691. -5835. -15486. -37883 3278. 3124. 6755. 7354, 6731. 3057. -3336. -13784. -28038 5754. 1093. 6041. 9289, 10833, 10690. 8843. 5383. 0 ( -25180.) 3 -38353. -15607. ( -35411.) HORIZONTAL MBIBER STRESSES FOR DL-^LL HAX NBC BOTTOM FIBBB I -25063.) ( -25352.) 1 0. -302. -511. 617. -624. -533 -343. -53. 345. 867. 1362 2 1267. 750. 194. 185. -400, -473 -398. -161. 201. 797. 1276 3 1279. 848. 341. -65. -358, -551 -643. -634. -524, -310, 0 HORIZroiTAL MEMBER STRESSES POR DL-I-LL HAX NEG TOP FIBBB 1 0. 230. 385. 465. 470, 401 258. 40. •260. -683. -1081 3 -1086. -598. •146. 140. 302. 355 300. 137. -152, -612. -1034 3 -1096, -684. •257. 49. 270. 415 484. 478. 335, 335, 0 11/27/00 Page 16 LL HO, 1. HEM LEFT 0. 0.0 DE - BDS - PC vl.3,7 1163 RANCHO SANTA FB RD LBPT BRIDGE POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS ,1 PT .2 PT ,3 PT ,4 PT ,5 PT .6 PT .7 PT .8 PT .3 PT RIGHT 2833. 4737. SBOl, 6180. 5363, 5197. 3318. 2297. 897, 571. 246.4 205.9 146.9 109.5 -147.6 -181.8 -212.6 -239.4 -103.5 5.0 3 301. SHSAR -25.9 3 562. SHSAR -4.8 1056, 91,1 883. 103,0 3793. 221,3 2277, 333,8 4337. 186.6 3909. 213.3 5413. 148.7 5304. 183.5 5713. -110.4 5987. 148.3 5339. -149.5 6315. -108.9 4363. -187.4 5842. -346,4 2757. -221.9 4774. -205.6 1047. -90.0 3858. -346.3 922 26 0 0 HORIZCBTTAL HBCBER STRESSES LL MAX POS BOTTCH FIBER 1 0, -166. -361. -344. -366. -353. -308, -333. •136. -50. -23. 3 -45. -58. -166. -361, -331. -333, -330. -3S9. -163. -61, -46. 3 -2B. -48. -135. -333, -309, -355, -368. -346. -283. -167, 0. HORIZONTAL Ha«BER STRESSES LL HAX POS TOP FIBER 1 0. 126. 212, 359. 376. 366. 333. 175. 103, 40. 25, 2 39. 46. 135, 196. 343. 255. 241. 195. 133, 47. 40. 3 34, 39. 102. 175. 333. 268. 278. 261, 313, 127. 0. 11/27/0O DB - BOS - PC vl,3,7 1163 RAHCHO SANTA FB RD LEFT BRIDGE DEAD LOAD PLUS POSITIVE LIVE LOAD MOKBNT ENVELOPE HBI LEFT HO 1 0. .1 PT 8380, .3 PT 13938. ,3 PT 17066. .4 PT 17853. .5 PT 16375 .6 PT 13683. .7 PT 6811 .8 PT -1070. -9 PT -10401 RIGHT -20331 3 -19874. 1 -17764.) 3 -30713, ( -18417.) -8665. 10515. 1563, -1045, 3331. 6354. 13874. 13918. 15368 16671 13819. 18170. 9131 17366 1410. 14174. -8832 8426 -19967 0 HORIZONTAL HEKBER STRESSES P<» DL*LL KAX POS BOTTCH FIBER 1 0. -465. -826. 1013. -1058--371, -752--404. 63, 582. 913, 2 834. 478, -93, -547. -833. -911, -619-•541. -84. 511. 900. 3 927. 571, 62, -413. -766. -988. -1077, -1030. -640. -493. 0. HORIZOHTAL MEMBER STRESSES FOR DLt-LL HAX POS TOP FIBER 1 0. 368. 622. 763. 798. 732. 567. 304 --48--453. -783- 2 -766. -381. 70. 412. 620. 687-618. 408-63. -333. -773, 3 -794, -461. -47, 311. 577. 745. 812, 776. 633. 375. 0. File: DB BDS -PC vl.3 7 11/27/00 Page 18 ( -18120.) ( -17885.) LL NO. 1. 1163 RAHCHO SAHTA FB RO LEFT BRIDGE LIVE LOAD SHEAR ENVELOPES AHD ASSOCIATED HOHENTS MBffiBH 1 LBPT .1 PT ,3 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS, V 387,3 346.4 305.9 167.2 130.8 97.3 67.4 41-5 20.3 3,6 5.3 MOM. 0. 3833. 4737. 5770. 6018. 5597. 464S, 3341. 1867. 383. 394. HEG, V -37,6 -36.1 -57.5 -91.0 •130.8 •168.7 •204.1 -236-4 -364.8 -263,0 -335.1 HON, 0. 1525. 2910. 4362. 5765. 5803. 5133, 3683. 3345. 401. •5098. RANGE 315,5 363.4 263.4 258.2 261.7 266.1 271.5 377.9 365.1 298.6 330,4 LL HO, MBHBBR POS. V HON. HBO. V IOI. RANGE LL HO, KBIBER POS. V MCM. HBG. V MOM. RANGE LIVE LOU) SHEAR ENVELOPES AND ASSOCIATED HCHENT3 3 LBPT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIGHT 327.7 282,3 345.4 303.5 170.9 131.S 94.0 60,6 40.6 29.0 27.8 5263. -1448. 3739. 4335. 5391. 5520. 5014. 1980. 1107. 1709, 631. -27.5 -38,7 -40.7 -60.9 -94.8 -133.6 -171.7 -210.3 -346.1 -283.0 -326,3 623. 1682. 3483. 3617. 5031-5523. S378. 4299. 2693. -1218. -5300. 3S5.3 311,0 386,1 370.3 265.7 364.4 265.8 370.6 286.7 312.0 356.1 3 LEFT .1 PT ,2 PT 326.5 5153. -5.1 384. 331.6 283.4 370, -9,4 983, 398,8 265.4 3318. -30.1 1867. 285.6 LIVE LOAD SHEAR ENVELOPES AHD ASSOCIATED MOMENTS ,3 PT .4 PT ,5 PT .6 PT 237.1 304.9 169.5 131.6 3870. 5130. 5829. 5826. -41-1 -66.9 -96.8 -130.3 3343. 4659. S630. 6052. 376.3 371.8 366.3 261.9 DB - BDS - PC vl,3-7 .7 PT .8 PT .9 PT RIGHT 91.6 57.1 35.5 26-7 5010. 3366. 1554. 0. -166.8 -305.6 -246.2 -287.8 5803. 4774. 2858. 0. 356.4 362.7 3S1.7 314.5 11/27/00 Page 19 n n LL HO. 1. HE)tBBR 1 LEFT POS. V 836.7 645.3 HBG. V 521.3 362.9 LL NO. 1, KBIBER 3 LEFT 1163 RANCHO SAHTA FB RO LEFT BRIDGE DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE -3 PT ,3 PT .4 PT .5 PT .6 PT .7 PT 458,8 375,1 93.8 -84.7 -253.6 -430-4 195.3 16.3 -167.9 -350.8 -531.1 -708.3 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .3 PT ,3 PT .4 PT -5 PT -6 PT .7 PT .8 PT .3 PT -596.5 -881.7 -753.7 -314.3 1053.3 -1244-6 POS. V 1220.0 383.6 NEC V 864,8 672.6 LL HO. 1. MEMBER 3 LEFT POS. V 1258.1 1060.5 NEG. V 336.5 761.7 763 .1 483,0 558,1 344.5 130-3 -83,5 -391.0 287,8 78.8 -134,1 -348,3 -561.8 DEAD LOAD PUIS LIVE LOAD SHEAR EHVELOPE -2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT 887.0 712.4 533.9 352-1 167,8 -18.4 601,5 434.1 363.1 65.8 -94.0 -276-S .8 PT .9 PT RIGHT HO, LLT/X LLP/X LBT/Z YLT/TYPE YLP/SLOPE YRT u K 486-1 772,8 -673.1 -985.1 -860.9 1217.0 0-00 0.40 0.10 3-58 4.33 1.43 0.25 0.0002 0.10 0.50 0-10 1.42 4.33 1,43 0.35 0.0002 .8 PT .9 PT RIGHT 0.10 0.60 0.00 1-43 4.33 2.58 0.35 0.0002 199.3 463.0 -366.7 -650.3 -528.9 -843-4 XLT(PTI -0.0 XRT(FT) - 0 0 STEBL STRESS (KSI) -370. JACKING % -0.75 JACKING ENDS DB - BDS - PC Vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE LIVE LOAD SUPPORT RESULTS SUPPORT JT, 1 POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. 4 POSITIVE NEGATIVE MAX, AXIAL LOAD 77.8 -7-5 146.0 -8.9 77.8 •7.2 AXIAL LOAD HCHENT- HAX. LONGITUDINAL HOMBNI AXIAL HCMBNT LOAD TOP BOT. 0.0 O.O 68.0 72.8 73.9 68,5 0.0 0.0 462. -447. 484, -511. THE RATIO OP SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0,210 1^ OE - BDS - PC VI.3-7 1163 RANCHO SANTA FB RD LBPT BRIDGE PRESTRESS CQMBIHATIOH DATA HO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS WERE USED, LIVE I^IAD HUMBEB '1' RESULTS USED POR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARB BEING USED IN THE CALCULATION OP MOMENT I SHEAR REOOIREMBMTS. D-L. LOAD FACTOR: 1,30 L.L. LOAD FACTOR: 2,17 PHI FACTOR FOR SHEAR: 0,30 PHI FACTOR FOR HOKENT: 0.95 ULTIMATE HCMENT APPLIED - 1.30 X (DLtADL) • 2,17 X ILL*I) + 1.00 X (P/9 SEC. MCMEHT) ULTIMATE SHEAR APPLIED - 1.30 X (DL-tADL) 2.17 X (LLH) 1,00 X (P/S SEC SHEAR) DE - BDS - PC vl.3,7 1163 RAHCHO SAHTA PB RD LEFT BRIDGE INPUT PRESTRESSED DATA AHCHC» SBT11H)( LBPT - 0.375 RIGHT - 0.375 CONC. STRENGTH (PSI) - 4000, ALLOW, TEHSIOH(PSI) - -379. P-JACK(KIPS) - 8300. SHOHTBUHS PERCENT' 100 TOTAL L053ES(KSI) - 30 RBLATIVB fCUKIDITY % - 70. LOW-LAX - YES PLOT PATHS - YES PLOT STRESSES - YES CABLB PATH OFFSETS HBffiER LEFT ,1 PT 1 3.56 3.35 2 1.42 3.00 3 1.42 1.90 .3 PT 3.89 3.03 3.78 .3 PT 4.23 3.75 3.46 1.857 1.384 1.093 .4 PT 4.33 4.18 3.94 1.966 1.831 1-578 ,5 PT 4,33 4.33 4.23 1.863 1.966 1,863 ,6 PT 3.94 4.18 4-33 1,578 1.831 1.966 ,7 PT 3.46 3.75 4.33 1,093 1,384 1.857 .8 PT 3.78 3.02 3.69 0,414 0.657 1.523 .9 PT BIGHT 1.30 1.43 3.00 3.35 -0.519 -0.388 0,373 1.42 2.58 -1,118 -1-118 0.135 CABLB PATH ECCENTRICITIES 1 0.195 0.372 1.533 3 -1.118 -0.438 0,657 3 -l.llB -0.550 0.414 FORCE COEFFICIENTS 1 0.801 0,608 0.815 0.822 0-833 0.834 3 0.834 0,807 0.800 0.733 0.765 0.779 3 0.635 0,843 0.849 0-847 0.841 0,835 THE POINT OP NO H0VB4BHT IS IH SPAN 2, 66.87 FEET FROH THE LEFT BHD 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 END IS 0.801 THE FmCE COEP. AT THE RIGHT BHD IS 0.801 INITIAL FORCE COEFF. AT POINT OF HO MOVEMENT - 0.877 PUe: DB - BOS - PC vl.3.7 11/37/00 Page 33 0 840 0 847 0-849 0 643 0.824 0 786 0 793 0.800 0 808 0-825 0 829 0 823 0.815 0 608 0.801 SBCONOARY HOHENTS TRIAL 20 FRAME 1 DB - BOS - PC Vl.3.7 1163 RANCHO SAHTA FB RO LEFT BBIOGE PATH 01 1 O.OOO P/S wxan COEP. PBM-8 DUB TO SECONDARY EFFECTS BEFORE BALANCING LEFT END RIGHT BSD MBIBER LEFT END RIGHT BHO MEHBER LEFT BHD 0.000 0.965 3 0.626 0,625 3 0.970 DBI-8 DUB TO SECONDARY EFFECTS 0.806 3 0,714 0.711 3 0.813 RIGHT BHD O.OOO KB( NO ... SIOBSHAY NOT CONSIDERED. FRAKE CANNOT SWAY, ••• ADJUSTED FOR LOSSES t SECONDARY M0HBIT3 BUT HO SHORTENING LEFT -0,1563 ,1 PT -0.7049 ,3 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT -1-0843 -1,2839 -1,3067 -1.1557 -0.8433 -0.3609 .8 PT 0.2934 ,9 PT RIGHT 1,1637 1,7383 o 3 File: 1.6363 1-7341 1.0676 1.1950 0.1868 -0-3833 -0.7166 -0.8180 -0.7173 -0.3852 0.1863 1.0246 1.6328 0.3378 -0.3575 -0.8397 -1,1539 -1.3055 -1.3833 -1.0840 -0.7044 -0.1563 OE - BDS - PC vl-3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE PBIS DELTAS IN COLUHNS DUE TO SHORTENING - PJACK-1 TRIAL -20 FRAME -I PATH -01 HEH HO PBH LT. BHD FBI RT. END 4 0.00000000 -0.21975983 5 0,00000000 -0.58081317 ..... POINT OF NO HOVEMEUT • LEFT BHD OF MBIBER 1 P/S l4aNENT COEP. DELTA TOP OF COL- (POSITIVB TO RIGHT) -0.00000216 -0.00000467 KEH NO LEFT . 1 PT 1 -0.1562 -0.7010 2 1.4774 0.9494 3 1.5313 1.0125 ADJUSTED FOR LOSSES * SECONDARY HOHENTS i SHORTENING .3 PT .3 PT ,4 PT ,5 PT .6 PT ,7 PT .6 PT -1.0766 -1.2723 -1.2912 -1.1364 -0.8191 -0.3338 0.3243 0.1113 -0.4201 -0.7127 -0.7734 •0.6327 -0.2593 0.3530 0,1357 -0.4994 -0.9613 -1.3553 -1.3866 -1,3441 -1.1246 .9 PT 1.1985 1.3319 -0.7347 Pile: 11/27/00 DE - BDS - PC Vl.3,7 1163 RAHCHO SANTA FE RD LEFT BRIDGE TRIAL 20 FEAHE 1 PATH 01 HCHtlZtWTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) KEK HO LEFT ,1 PT ,3 PT .3 PT ,4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 599 884. 1083-1190. 1204. 1131, 973, 745. 433, 0. -331. 2 110 93, 494. 750. 889. 915, 850, 671. 375. •46. -278. 3 -132 69. 516. 837. 1050. 1190. 1351. 1325. 1113. 895. 600, HORIZOHTAL HEHBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) 1 467 284. 160. 92. 90-151. 273-457-703-395. 1140- 2 1036 874. 590-386. 274. 247. 304. 448. 680. 999. 1181. 3 1056 914, 633. 396. 220. 107. 55. 66. 143. 375, 466. File: DE BDS - PC vl.3.7 11/27/00 Page 26 1163 RAHCHO SAHTA FE RD LEFT BRIDGE PATH 01 HORIZONTAL KBIBER HCMEHTS DUB TO P/S KEH HO LEFT -1 PT .3 PT .3 PT .4 PT .5 PT .6 PT .7 PT -8 PT ,9 PT RIGHT 1 •1297. •5819, -8935. -10560. -10717. -3432, -6798. -3771-2692. 9947. 14664, 2 12263. T860, 924. -3487. -5916, -6413. -5351. -3153. 3930. 10235, 15611. 3 13710-8404 . 1136. -4145. -7979. -10418. •11509--11156-9334. -6015, -1338. VERTICAL MEHBER MCMENTS DUE TO P/S KEH NO LEFT .1 PT ,2 PT 3 PT ,4 PT .5 PT 4 0 -340--480. 720. •961. -1201. 5 0 -330. -580. 670. 1160. -1451. TANGENTIAL SPAN ROTATIONS LT. END RADIANS RT. END CLOCKWISE POSITIVE SPAN LT. BHD 1 0,002044 0.000197 3 0,000197 4 0.000409 0-000819 5 -0,000447 .€ PT .7 PT ,8 PT .9 PT RIGHT -1931, -2161. -2402. -3331. -3611. -3301. RIGHT 1.7668 1.8808 -0,1563 LP ^ RT, BHD SPAN LT. BHD -0.000531 3 -0.000531 0.000833 HORIZOHTAL K91BER DBFLECTKMS IH PEBT AT 1/10 POIHTS FROH LEFT END - DOHNHARD POSITIVE RT. BHD 0.003363 la^xf^-RT n MBIBER 1 B- 3600. 0.000 -0-023 0.041 0.054 -0.059 -0.057 -0.046 -0.035 0.020 0.007 0,000 HEHBER 3 B- 3600. 0.000 -0.003 0.012 0.033 -0,031 -0.033 -0.026 -0.019 0.007 0.001 0,000 MBIBER 3 E> 3600. 0.000 -0.011 0.027 0,044 -0.058 -0.066 -0,068 •0.061 0.046 0.035 0.000 VBRTICAL HEMBBB DBFLECTKWS IH FEET AT 1/10 POIHTS FROH LEFT BHO, MBHBBR 4 S- 3350. 0,000 •O.OOl 0.003 0.003 -0-004 -0.004 -0.0D5 -0,004 0,003 0.003 0.000 MBIBBR 5 B> 3250, O.OOO -0.001 -0,003 0.003 •0.004 -0,004 -0.0O4 -0.004 O.O03 -0.002 0.000 Pile: 11/37/00 DE - BDS - PC Vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE TRIAL 20 FRAME 1 HORIZONTAL HEHBER SmBSSES FOR ALL P/S PATHS BEFORE LOSSES BOTTOM PIBBR (PSI) HBI HO LEFT .1 PT .3 PT .3 PT ,4 PT ,S PT ,6 PT ,7 PT .8 PT .9 PT RIGHT 1 673. 393. 1331. 1333. 1318. 1366, 1095, 832. 472. 0. •357. 3 -133. 97. 550, 842. 1002. 1035. 363. 763. 431. -40. •300. 3 -153, 86, 565, 914. 1165. 1324. 1395. 1369. 1245. 1003. 671, HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) 1 525, 318. 179. 102. 100. 168. 301. 510. 785. 1111. 1375, 2 1168. 987. 666. 438. 308. 276. 338. 497. 756. 1112. 1313. 3 1131. 1O30. 715. 443, 353. 134. 65. 76. 161, 303, 535. File: DB -BDS -PC vl,3.7 11/27/00 Page 28 1163 RANCHO SANTA PB RD LEFT BRIDGE HORIZOHTAL KBIBBH STRESSES Ft»l ALL P/S PATHS AFTER ALL LOSSES BOTTCH FIBER (PSI) HBI HO LEFT .1 PT .3 PT .3 PT ,1 PT ,5 PT ,6 PT .7 PT ,8 PT ,9 PT BIGHT 1 599. 884. 1089. 1190. 1204. 1131. 979. 745. 423. 0. -231. 3 -110. 93. 494. 750. 689. 915. 850, 671. 375. -46. -278. 3 -132. 89, 516. 827. 1050. 1190. 1251, 1225. 1113. 895. 600. HORIZOHTAL HEHBBB STRESSES KB ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) 1 467. 384. 160. 32, 90. 151. 373 . 457. 703. 935. 1110. 3 1036. 874-590-3S8. 274, 347. 304-448. 680. 939. 1181. 3 1056, 914. 633. 396, 330. 107. 55. 66. 142. 275. 168. OB - BOS - PC vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE Page 39 TRIAL 30 FRAHE 1 HCniZOMTAL MEMBER STRESSES DL » P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) HEM NO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT ,7 PT .6 PT .9 PT RIGHT 1 673. 673. 676. 665. 656. 643. 651, 661, 672. 633. 687, 2 809. 633. 633. 5S5. 501. 463. 464, 481. SU. 531. 647. ! 3 800. 708, 762. 733. 708. 691. 686. 686. 686. 677. 674. HORIZOHTAL MBIBER STRESSES DL * P/S BEFORE ALL LOSSES TOP PIBBR (PSI) 1 S3S, 561. 583. 606, 631. 633. 639. 639. 634. 613. 466, 3 363, 559. 611. 654. 666. 707. 714. 710. 696. 673. 500, o 530. 566. 585, 597. 602. 599. DB • BDS - PC 1163 RANCHO SANTA FB RD vl.3,7 LEFT BRIDGE 591. 581. 557. 525. 11/27/00 Page 30 HORIZONTAL HBSER STRESSES DL * P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) HEH .5 PT .6 PT .7 PT HO LEFT ,1 PT .3 PT 3 PT .4 PT 1 593-565-514. 533. 513, 2 931. 629. 566. 161-388, 3 827, 708, 713. 646. 593 . HORIZONTAL HEHBER STRESSES DL •• P/S AFTER ALL 1 467 526. 570. 595-611. 2 230 447. 535. 604 -653. 3 231 411. 185. 533. 565. HORIZONTAL HEHBER STRESSES DL . ADDED DL -f P/S 1 593 175. 391. 334. 317. 2 1095 780-587. 383, 317. 3 1095 883. 769. 536, 464. HORIZOHTAL MEMBER STRESSES DL ADDED DL •* P/S 1 467 594, 686-737, 758, 2 4 336. 519. 661. 753 - 3 3 271. 143, 570. 663. ......... ......... .......... ...... BDS - PC File: DE -BDS - PC 1163 RANCHO SANTA PE HD TRIAL 20 FRAME 1 HORIZOHTAL HEH HO LEFT MEMBER STRESSES DL « .1 PT .2 PT ADDED .3 PT OL * KAX .4 PT 1 599 309, no. -10. -49. 2 1016 722. 432. 133. -71, 3 1064 935. 631. 361-156, HORIZONTAL HEHBER STRESSES DL * ADDED DL * HAX 1 167 730, 897, 396. 1031. 3 41 373. 641, 661. 1001. 3 31 313. 514. 715. 894. HORIZONTAL KBIBBR STRESSES DL * ADDED DL -1- MAX 1 599 132. 135. 385. 385. 2 1421 991. 709. 485. 348. 3 1116 1112. 913. 711. 563, HORIZONTAL HWBER STRESSES DL * ADDED DL MAX 1 467 581-660. 698 . 707. 2 -276 155-428. 588. 683- 3 -371 89. 334, 183. 567. •••• Min Plac)t -300, Kips Cone strengtti at File: DE -BDS • PC 514. 342- 557. 536. 351. 542. 574. 330. 542. 8 PT .9 PT RIGHT 62]. 632. 714. 455, 535, 669. 555, 569, 6O0. LOSSES TOP FIBER (PSI) 616. 607- 586. 673. 681. 660. 584. 589. 581. AFTER ALL LOSSES BOTTOM FIBER (PSI) 340. 411. 525- 679- 810- 181, 310, 310. 477. 685. 373, 343. 350. 399. 477. AFTER ALL LOSSES TOP FIBER (PSI) 747, 701. 633. 510. 356. 800. 767- 730. 603. 437. 718. 739. 725. 680, 593, 373, 335. 600, 103. 141, 466. 11/27/00 Page 31 ,5 PT -13. -156. 24. POS LL i 1013. 1055. 986- HEG LL • 425. 263. 163. MAX NEG LL 683. 731. 656. I •* P/S BOTTOM FIBER (PSI) .6 PT 7 PT S PT .3 PT RIGHT 103. 233-513. 759. 346. -no. 51, 311. 625. 888. -35. 4. 116. 310. 600. I P/S TOP FIBER (PSI) 934. 798. 613. 396, 131. 1028. 915. 726. 483, 182. 1017-366-833, 713, 468- I + P/S BOTTOH FIBBB (PSI) 512. 644. 824, 1041. 1236. 311. 111. 539-811. 1264- 403. 100-432. 494. 600. t I * P/S FOR TOP FIBER (PSI) 625. 533, 400. 172. -168- 711. 611. 511, 363. •141. 683. 688. 655, 579. 468. lll-XPRT O 552. 497. 330. 1 619. 560. 369. 1 562. 523. 168- 11/37/00 Page 32 1163 RANCHO SANTA FB RD LEFT BRIDGE TOTAL FE MCMBHTS FOR ALL KBIBERS, MEH HO LEFT .1 PT 1 -1297. -5819. 3 12263. 7880. 3 12710. 8404. 4 0. -240. 5 0. -390. TOTAL P/S DBFLBCTIOH FOR TRIAL TANGEWTIAL ROTATIONS - RADIANS SPAN LT. END RT. END .3 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 8935. -10560. -10717. -9433. -6798. -2771. 3693. 3947-14664. 934. -3187. -5916. -6419. -5351. -2153. 3330. 10325-15611. 1136. -4145. -7979. -10418. -11509. -11156. -9331--6015. -1296, -180, -730. -961. -1301. -1441. -1661, -1921--2161. -2102. -580, -870, -1160, -1451. -1741, -3031, -2321. -2611. •3901. CLOCKHISB POSITIVE SPAN LT. EM) RT. END -0.000591 0,000893 •0.002011 0.000197 2 0.000197 -0,000109 0.000819 5 -0.000147 HORIZONTAL HBIBEn DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END KBIBBR 1 E- 3600. KBIBEB 2 E' 3600. MBIBBR 3 B- 3600. VERTICAL MBIBER DEFLECTIONS IH FEET AT 1/10 POINTS FBOH LEFT END. SPAN 3 LT. END -0.000531 RT. END 0,002263 DOWHHARD POSITIVE 0.000 •0.023 -0.041 -0.051 -0 059 -O.057 0.048 -0,035 -0,030 -0,007 0 000 0.000 -0.003 -0.012 -0-023 •0 031 -0,033 0.028 •0.019 -0,007 0.001 0 000 0.000 -0.011 -0.027 •0.014 -0 058 •0.066 0.066 -0,061 -0,046 -0.035 0 000 B- 3250. B- 3350. 0.000 -0.005 0.000 -0,004 -0,001 -0.001 -0.001 -0.004 •0.003 -0.0D3 -0.003 -0.003 -0.003 -0.003 -0.003 -0.002 -0.001 0.000 -0.001 O.OOO DB - BDS - PC vl.3.7 1163 RANCHO SANTA FB RD LEFT BBIOGE 11/27/00 TOTAL TOP PF FOR TRIAL HEH NO LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT BIGHT 1 0. 0. 0. 0. 0. 0. 0. 0. 0, 6998, 6612. 3 6843. 6701. 0, 0. 0. 0. 0. 0. 0. 6701, 6811. 3 6814. 7000, 0, 0, 0. 0. 0, 0. 0. 0. 0. TOTAL BOTTCH PF FOB TRIAL 1 6647. 6705, 6763. 6821. 6878. 6923. 6375, 7036, 7049. 0. 0, 3 0. 0, 6636. 6577. 6518. 6462. 6520, 6573. 6639. 0. 0. 3 0. 0. 7051. 7031. 6373, 6927. 6683. 6636. 6768. 6710. 6652. Pile: DB • BDS - PC vl.3.7 11/37/00 Page 31 1163 RANCHO SANTA FB RO LEFT BRIDGE LONG TERM LOSSES MEM HO LEFT 1 18.3 3 15.6 3 15.7 V-CABLE SECCMDARV .1 PT 18.6 18.0 18.7 183. 58. .2 PT 18,7 16,5 19,9 382- 58. .3 PT 18.7 17.8 19.8 257. 56. TOTAL LOSS (KSII • SH t BS + CRC .4 PT ,5 PT ,6 PT .7 PT 18- 7 16.9 19.4 19.8 17.0 16.5 17-0 17-8 19- 3 16.6 18.5 18.5 8 PT .9 PT BIGHT 13.9 1 .8 15-8 18.6 1 .3 15.6 18.7 1 .6 18-2 SHEAR DESIGN - AASHTO 1381 ,3 PT .1 PT ,5 PT -6 PT ,7 PT .8 PT 130, 58, 1. 58. 117. 58, 235, 58, 355. 58. 175. 58. .3 PT RIGHT 544 . 58. o ^RT vu 1535, 1257 327. 601. 387, 611. 929 1341. 1511. 1840, 2174. VC 2168-1904 1018. 582. 420. 676-1011 1686-1533, 1998, 1669. 5BC0H0 ULT MOM ULT HCM AVERAGE HBUTRAL KILO STEBL REQD WEB 81. 78 71. 74. 74. 74. 74 71. 71, 77, 84. HOHBNT APPLD RESIST FSU AXIS RBQO COMBINED AS(IN)/FT 0-61 • 0.78 • 0,74 . 0,74 • 0.74 . 0,74 . 0.74 • 0,71 • 0.71 • 0,77 • 3,83 (K-FT) (K-FT) IK-FT) (KSI) (IH) (SQ IN) STEEL RATI MEMBER: 2 HEMBBB: 3 V-CABLB 73. 516 416-375. 137, 0. 137 375, 116. 516. 36. 0 0 PT, 6739-38772. 38098. 256 33 7 43 3 39 0 Ul SBCOHDARY 0. 0 0. 0. 0. 0-0 0, 0. 0. 0, VU 2191-1760 1405-1035, 660-230-667 1013-1113 1784. 3189, 0 1 PT. 6065. 22062. 33057. 254 66 7 38 0 00 0 124 VC 1535. 1890 1924. 1167. 659. 420. 649 1118. 1331, 3014. 1656, REQD HB8 84. 78 74. 74, 74. 74. 71 74. 74 76-84. 0 3 PT, 5391. 5437. 33933. 350 16 8 43 0 00 0 160 AS(IH)/PT 3.11 0,76 - 0-71 • 0,74 • 0.74 . 0-71 • 0.71 - 0.74 « 0,74 • 0.75 • 2.94 0 3 PT. 4717. 18366. 33561. 357 39 5 87 0 00 0 103 HEKBER: 3 0 4 PT, 4044-28180. 37709. 359 48 5 93 0 00 0 090 V-CABLE 71, 539 170. 352-233 . 116. 1 129, 355 379. 484. SECOHDAHY -58, -58 -56. -56. -56, -56, -58 -58. -58 -58. -56. 0 5 PT. 3370, 34151. 40833. 260 71 5 95 0 00 0 085 VU 2196, 1853 1554-1248-935. 614. 288 G03. 331 1365, 16D6. VC 1587. 1916 1567. 1773. 1077. 694. 120 588. 1033 1904. 2165. 0 6 PT. 3696. 36089. 41880. 261 12 5 36 0 00 0 083 REQD WEB 81, 79 74. 74. 74. 74. 74 71, 74 73, 84- AS(IN)/FT 3,23 0,79 • 0.71 . 0.74 • 0.74 • 0.74 . 0.74 . 0.71 . 0,74 • 0,73 • 0,84 . 0 7 PT, 3033-33830-40700. 260 66 5 95 0 00 0 085 0 8 PT. 1348. 37354, 37181. 259 26 5 92 0 00 0 091 HOTB: • AFTER REQD MB3 INDICATES ADDITIONAL WEB WIDTH REQD. . AFTEB AS (IN) /FT INDICATES MIHIMUM RBQD. 0 9 PT. 674. 16138. 31392. 256 91 5 86 0 00 0 105 File: DB • BDS PC vl,3 -7 11/37/00 Page 3 5 1 0 PT, 0. 0, 0. 0 00 0 00 0 00 0 000 1163 RAHCHO SAHTA FB RD LEFT BRIDGE AASHTO ULTIHATE HOHEHT SECOND HOHEHT ULT HOM APPLD ULT HOH RESIST AVERAGE HBUTRAL HILD STEEL RBQO COMBINED (X-PT) (K-FT) (K-FT) (KSI) (IN) (SQ IN) STEEL RATIO )4EHBER: 1 0.0 PT. 0, 0. 0, 0.00 0.00 0 00 0 000 0.1 PT. 669. 15880. 31391 256.91 5.86 0 00 0 105 0-3 PT. 1339. 26921-37181 359,26 5.93 0 00 0 091 0.3 PT. 2008. 33356. 10700 260.66 5.95 0 00 0 085 0,4 PT, 3677, 35530, 11860 261.12 5.96 0 00 0 083 0.5 PT. 3346. 33623. 40833 260.71 5.95 0 00 0 085 0-6 PT. 4016, 27764. 37703 359.48 5.92 0 00 0 090 0,7 PT-4685. 18007. 33563 357.33 5.87 0 00 0 102 0.8 PT. 5354. 5587. 23992 350.16 8.43 0 00 0 160 0.9 PT. 6024. 21882. 33057 254.66 7,38 0 00 0 134 1.0 PT. 6693. 38208. 38098 256.33 7-43 0 37 0 110 MBIBBR: 3 0.0 PT. 5930. 39363. 38098 256.33 7-43 3 35 0 113 0. 1 PT. S927. 18701. 32056 354,33 7,37 0 00 0 127 0,2 PT. 5924. 3938. 27995 255,19 5.83 0 00 0 116 0.3 PT. 5921. 33510. 35643 258.65 5.90 0 00 0 095 0.1 PT. 5918. 31758. 10310 260,51 5.34 0 00 0 086 0.5 PT. 5915, 31397. 11880 361.12 5,36 0 00 0 083 0.6 PT. 5911. 31658. 10310 260-51 5,34 0 00 0 086 0.7 PT. 5906, 23311. 35612 258.65 5.90 0 00 0 095 0.8 PT. 5905. 3650. 27935 355.19 5.83 0 00 0 U6 0.9 PT. 5902, 19021. 32054 251.31 7.37 0 00 0 137 1.0 PT. 5899, 39597. 38038 256.33 7.43 5 09 0 113 Pile: DB -BOS - PC vl 3.7 11/27/00 Page 36 1163 RAHCHO SAHTA FB RD LEFT BRIDGE AASHTO ULTIHATE HOHEHT TENDON BLOHGATION PATH HD. 01 P-JACK (KIPS) \ JACK FY (KSI) 370, 8300, 75, NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. MODULUS USBO FOR P/S STEEL IS 3S000. KSI (SO IN) 40,39 AVE STRESS (KSI) TENDON LENGTH (FT) • ELONGATION (IN) Pile: DB - BDS - PC vl,3,7 1163 RANCHO SAHTA FB RO LEFT BRIDGE • APPROXIHATE QUANTITY' CCmCRBTB SUPER COHCRBTB SUB P/S THIAL 1169 CY. 96 CY. 51563 LBS, THE SUPERSTRDCTURB COHCRBTB QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED OH TUE PRAMB DESCRIPTION CARD. IT AS3UHBS THAT ALL THE DEAD LOAD IS GIVEN IH TRIAL 0, TUB COHCRBTB SUBSTR(K:TURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/3 OUAWriTIBS FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AHD IH THAT ORDER, STRAND USB IS B)tSED OH THE LENGTH FROM ANCHOR TO ANCHOR. PLOTTING IHFORHATION ••• HUHBER OF PLOTS • 2 LENGTH OF PLOTS - 61 INCHES TIHE TO PLOT - 135 SECONDS Run Tine: 00:00i 0-33 End of Run. n Kl Il4lll>«t«l • I Kit III «llltll<>«t« Il««t>llll4> mmiitii • Olllltt «t)t*«*ti • tiitiitii tmitiii otiitmtii • •••(lllllllllll II •<•» •••« • <••« «>••«•< t««at>« • tmt •*•• ••«• • *»l*tlllllllill ••••••••Hi • ^•iii> • ••*•« itt«t*i • ••••••I tll*t4llll • ••••••••ll •<•>*•*•#< • tm txt • ••I txt atx oti •••••tl ttft>l «>•> ••••mt ttitttt ••«> •••> •>> • ••« txt •••••••<•• ••••ttttvi ••••••It ••tttt*i •••••• ••ttiti BDS PC Version 1.3.7 (04/05/93) (cl 1990-93 Daltken Engineering All rights r«fl«rved. Date: 12/20/00 Time: 10i53;25 File: lieSp.cxt: User? Unknown Sorted Input Data 1163 RANCHO SANTA FE RD LEFT BRIDGE(pBcmit I 36D0 3600 3600 45 3250 45 3250 150 150 150 150 150 518 550 768 600 412118200118200 35 713 35 713 518 550 788 600 412113200113200 35 713 35 713 51S 550 78B 800 412118200118200 35 713 35 713 518 550 78B 800 412118200118200 35 713 35 713 12315678901234567890123156789012345678901234567890123456799012345678901234567890 000 100 100 100 100 100 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 201 201 010102P Hii5a 020203 H13a9 030304 RII1161 O40502P 289 O506O3P 261 oloooo 010200 01091002 oiiuo 011150 02000003 02004003 02Q21002 02120002 02136003 02138903 03000003 03004003 03020002 03091002 03116101 040000 050000 0101 355 U 0102 355 U 0103 355 U 477 477 001150 0013B9 001161 01 3700 3700 10 6039 6039 BARRIER RAIL OVERLAY UTILITIES 300 BARRIER HAIL OVERWY UTILITIES 300 BARRIER RAIL OVERLAY UTILITIES 300 500 P13 1501 550 fa 201010J 4010 258 133 142 20101021O5010 142 433 142 20101031060 142 433 258 2027075B 3 31 2027075B 3 31 2027075B 3 31 6Q0 600 600 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) FRAME DESCRIPTION END MEM JT. COND NO LT RT LT RT DIR SPAN DEAD LOAD UNI SBC LT RT CARRY OVER FACTORS RECALL LT RT MEM /^--/ /---/ / / / / / / / / / / / / / / / / I! 115.0 138.9 116.1 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 o.oo 0.00 0.0 3500. 0.000 .150 0.00 o.oo 0.00 1.5 3250. 0.000 .150 0.00 0.00 0.00 1,5 3250. 0.000 .150 0.00 0.00 0,00 0.00 0.00 0.00 0.00 o.oo o.oo 0.00 0.00 0.00 Section Properti Mem Re No Loc, Call store DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 1 pe mi t) - Input Top Bot No W T H Fact T W Fact Code V/D H Area Izz E-Store Store 0.0 20.0 94.0 02 111.0 115.0 0,0 0.0 51,8 5,50 7.88 6,00 4 12, 1 18, 2,00 1 IB. 2,00 3.5 7, 13, 3,5 7. 13. 3600, 01 0,0 0.0 51.B 5,50 7.88 6,00 4 12, 1 13, 2,00 1 13. 2,00 3.5 7. 13, " Recall Only OO 1 12, 1 18, 2.00 1 18, 2,00 3,5 7. 13, 00 4 12, 1 18. 2.00 1 18. 2.00 3,5 7. 13. 0,0 0.0 51,8 5,50 7, 0,0 0,0 51.B 5,50 7. 3,5 3,5 13. 3600. 02 13, 3600, 13, 36O0, SECTION PROPERTIES - OUTPUT HEH NO LOC, DEPTH Z-BAR Y-BAR AREA 1 0,0 5.50 25,90 3,12 88.00 1 20.0 5.50 25,90 3,14 84.02 1 34.0 5,50 25,90 3,14 84.02 1 111.0 5,50 25,90 2,96 93,67 1 115.0 5.50 25.90 2.96 93.67 MEMBER 1 PROPERTIES LENGTH; 115,0 MIN E'l: O.132B'07 STIFF: 4.054 LT Section Properties - Ii^ut IZZ 374.13 367.37 367.37 408.60 408.60 lYY 19096,66 17179.06 17479,06 19796.90 19796.90 3600.00 3600.00 3600,00 3600.00 3600.00 4,158 RT CO, : 0,513 LT Hani Rfl No Loc, Call Store 2 0,0 03 2 1,0 03 2 21,0 02 2 120,0 02 2 136,0 03 2 138.9 03 Y w • Code V/D •* Recoil Only Recall Only •* Recall Only •• Recall Only •• Recall Only Recall Only Top Bot No W T W Face T W Fact Z V Area I2Z L Ex In E E-Store Store File: DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA PE RD LEFT BRIDGE (pennit I SECTION PROPERTIES - OUTPUT MEM NO LOC. 2 0.0 2 4.0 2 21.0 2 120.0 2 136.0 2 138.9 DEPTH 5.50 5.50 5.50 5.50 5.50 5 .50 Z-BAR 25,90 25,90 25.90 25.90 25.90 25.90 Y-BAR AREA 2.96 93.67 2.96 93.67 3.14 81.02 3.14 B4.02 2.96 93,67 2,96 93.67 IZZ 408.60 408.60 367.37 367,37 408.60 408.60 lYY E 19796.90 3600.00 19796.90 3600.00 17479.06 3600.00 17479.06 3600.00 19796.90 3600.00 19796.90 3600.00 -SI o HEMBER 2 PROPERTIES LENGTH; 138.9 MIN E'li O.I32E«07 STIFF; 1.158 LT Section PropcrtieH - Input 1.116 RT CO.: 0.509 LT 0.510 RT Hem Re No LQC, Call Store 3 0.0 03 3 4.0 03 3 20,0 02 3 91.0 02 3 116.1 01 Code V/D •• Recall Only •• Recall Only Recall Only Recall Only •• Recall Only Top Bot No W T w Fact T W Fact Y Area Iz SECTION PROPERTIES - OUTPUT HEM NO LOC. DEPTH Z-BAH Y-BAR AREA 122 3 0.0 5.50 25.90 2.96 93.67 408,60 3 1.0 5.50 25.90 2.96 93.67 408.60 3 20.0 5.50 25.90 3.14 84.02 367.37 3 94.0 5.50 25.90 3.14 84.02 367.37 3 116.1 5.50 25.90 3.12 88.00 374.13 MEMBER 3 PROPERTIES LENGTH: 116.1 MIN E*I: 0.132E+O7 STIFF; 4,152 LT Section Properties - Input lYY 19796.90 19796.90 17479.06 17179.06 19096.66 3600.00 3600,00 3600,00 3600.00 3600.00 Me Re No Loc, Call Z Filt >/- Code D V/D Top Bot No H H 1,055 RT CO.: 0,500 LT 0.512 RT W Fact T W Fact Y Area Iz DE - BDS - PC vl.3,7 12'20/00 Page 1 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) Section Properties - Input Hem Re No Loc, Call Z Y W D Top Bot No W T W Fact T W Fact L Ex In Store + /- Code V/D H Z Y Area Izz E ASSUMED DATA26 SECTION PROPERTIES - OUTPUT MEH NO LOC, DEPTH E-BAH Y-BAR AREA IZZ lYY E 4 0,0 0,00 0,00 0,00 17 .70 60,39 0,00 3250,00 MEMBER 1 PROPERTIES LENGTH: 28.9 MIN E'l: 0,196E«06 STIFF: 4,000 LT 1.000 RT CO.; 0.5DO LT 0,500 BT Section Properties - Input Mem Re No Loc. Call Z ¥ W D Top Bot No W T W Fact T H Fact L Ex In H Z Y Area Izz E L Ex In E E-Store Store • /- Code V/D *• ASSUMED DATA26 SECTION PROPERTIES - OITTPUT HEH NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYV File DE - BDS - PC vl.3.7 12/20/00 Pose 5 1163 RANCHO SANTA FE RD LEFT BRIDGE (permitI NO ERRORS FO(JNIi L EX In E-Score 5 0.0 0.00 0.00 0.00 47.70 60.39 0.00 3250.00 MEMBER 5 PROPERTIES LENGTH: 26.1 HIN E'l; 0.196E-06 STIFF; 1-000 LT 4.000 RT CO.: 0.500 LT 0,500 RT FRAME PROPERTIES END SUPPORT CARRY OVER JT COND OR FACTORS LT RT LT RT DIR SPAN MIN E-I HINGE E LT RT DISTRIBUTION FACTORS 115, 138, 116 , , 1323E1-07 ,1323E>07 ,1323E-07 ,1963E+06 .1963E*06 0.0 0,0 3600 , 3600 , 3600 , 3250, 3250, 0.513 0 ,509 0.000 0.500 0.500 0,000 0 ,510 0 ,512 0.000 0,000 LT / 0 ,000 0 ,414 0.362 O.OOO 0.000 RT 0, 372 0.406 0.000 0.213 0.232 IF MBIBER IS HORIZONTAL SUPPORT OR HIN3E FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF HEMBER IP MaiBER IS VERTICAL SUPPORT OR HIM3E FIELD EQUALS SUPPC«T WIDTH USED FOR MOMENT REDUCTION IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTKMJ WILL NOT TAKE PLACE •••• File; DE - BDS - PC vl,3,7 1163 RANCHO SANTA PE RD LEFT BHIDQE(pent FIXED END HOHENTS TRIAL 0 MEH FIXED END HOHENTS MEH FIXED END HCmENTS FIXED END HOMENTS NO LT RT -21453, NO LT -20677, RT -20592. 0 , File; DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit 1 SIDESWAY DIAGNOSTICS File; DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FB RD LEFT BRIDGE (permit) ••• SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY, HORIZONTAL MEMBER HCHEHTS TRIAL 0 MEH NO LEFT ,1 PT .2 PT ,3 PT .1 PT ,5 PT ,6 PT ,7 PT .8 PT 1 0. 5142, 9183. 11255, 11659. 10397. 7468. 2872. -3391. 2 -20819. -9768. -1268. 4793, 8424. 9632. 8389. 4725. -1372. ( -18739,1 3 -2130B. -11428. -3349. 3032, 7694. 10667. 11911. 11517. 9393. ( -19083,1 HORIZONTAL HEHBER STRESSES TRIAL 0 BOTTCH FIBER 1 0. -319. -511, -667, -691. -616. -413. -170. 201. 2 943, 540. 75, -284. -499. -570. -497. -280, 81. 3 961, 621. 199, -179. -456. -632, -708, -683, -557, HORIZONTAL HEHBER STRESSES TRIAL 0 TOP FIBER 1 0, 242. 410, 503. 521, 465, 331, 128. -152, 2 -808, -130, -57. 214. 376. 430, 375, 211. -61, 3 -823, -501. -150, 135, 341, 477, 531, 515. 420, VERTICAL MIMBEB MCWENTS TRIAL 0 4 0, 23, 16. 69, 92. 115. 139. 162. 185. 5 0, -31, -69. -103. -137. -172. -206. -210. -275. HORIZONTAL MEMBER SHEARS TRIAL 0 1 518.4 39B.6 252,6 107.6 -37.3 -182.2 -327.2 -172.1 -617.1 2 892.1 701.2 523.9 348.9 173.8 -1.2 -176.3 -351.1 -526,1 3 931,9 771.1 621.9 175,6 329.2 182,9 36,6 -109,7 -256,1 VERTICAL MEMBER SHEARS TRIAL 0 1 8,0 8.0 8.0 8,0 8,0 8,0 8,0 3.0 B.O 5 -13,2 -13,2 -13,2 -13,2 -13,2 -13.2 -13.2 -13,2 -13.2 VERTICAL MEMBER REACTIONS TRIAL 0 .9 PT RIOHT •11331, -21050, -9903, -20964, 5565, 0, 613, 918, 557. 950, -326. 0, ( -18842,) I -18881,) -496. -437. 217. -813, -815, 208. 231. -309. -343. -765-9 -925.0 -702.8 -892.4 -403.9 -555,3 -13,2 -13,2 n 2023.9 2011 ,0 1917,1 1821,2 206 ,8 186,7 DE - BDS - PC vl.3,7 12/20/00 U63 RANCHO SANTA FE RD LEFT BRIDGE (permit) TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END BT. END SPAN LT, END 0 ,002098 0,000039 -0,000079 -0.000079 -0 .000079 -0,000053 RT, END 0.000106 0 ,000106 LT. END 0,000106 HT, END -0.002173 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 0.000 0.051 O.OOO 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 FROM LEFT END, 0 ,000 0 ,000 0 ,000 0 ,000 0,000 0,000 0 ,000 0 ,000 0.063 0.000 0,051 0,000 0,051 0,000 0.000 0.000 VERTICAL MEMBER MOMENTS TRIAL 1 4 0, 6. 13, 19. 5 0, -9. -19. -28. HORIZONTAL MH1BER SHEARS TRIAL 1 1 152,9 112,1 71,2 30.4 2 246,2 196.9 147,6 98.3 3 257,5 216,3 175,1 133.8 VERTICAL HEHBER SHEARS TRIAL 1 i 2.2 2.2 2.2 2,2 5 -3.6 -3.6 -3.6 -3,6 VERTICAL MEHBER REACTIONS TRIAL 1 MEM LT RT NO REACTION 501 ,6 504 ,4 REACTION 501.6 504,4 -10.4 49.0 92,6 2,2 -3,6 -51,2 -0.3 51.4 2,2 -3,6 MEMBER WEIGHT -92,1 -132,9 -49.6 -98,9 2,2 -3,6 2,2 -3 , 6 51. -75. -173,7 -148,2 -72.2 2,2 -3.6 DE - BDS - PC vl,3,7 1163 RANCHO SANTA PE RD LEFT BRIDGEIper -214.5 -197.6 -113,5 2,2 -3,6 -255.4 -216.9 -151,7 2,2 -3,6 0 ,000 -0,001 0 ,000 0 ,000 0.000 0.000 0,000 0,000 0.000 0.000 DE - BDS - PC ul,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) LOAD DATA TRIAL 1 LOAD CODE 1 3,550 U 2 3,550 U 3 3,550 U FIXED END HOHENTS TRIAL 1 HEM FIXED END HOMENTS FIXED END MCMENTS LEFT RIGHT DEFLT 0.0 115, 0.0 138, 0.0 116, FIXED END MOMENTS CC»04ENTS BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES FIXED END MOMENTS 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 HORIZIDNTAL MEMBER DEFLECTICWS IN FEET AT 1/10 POIHTS FBCH LEFT END - DOWNWARD POSITIVE 0 ,000 0 ,011 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 O.O02 0.011 0.007 0.018 0.000 0.015 0.000 0,015 0 ,000 VERTICAL HEMBER DEFLECTIMJS IN FEET AT 1/10 POINTS FROH LEFT END. 0. 0.000 O.OOO 0.000 0.000 0.000 0.000 0.000 0.000 0 ,000 0 ,000 DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SAHTA FE RD LEFT aRIDGE(permiC 1 ••• SIDESWAY NOT CONSIDERED, FRAME CANNOT SWAY, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.OOO 0 ,000 0,000 HORIZONTAL HEMBER MOMENTS TRIAL MEH NO LEFT ,1 PT 0, 1523, -5830, -2752. -5250,1 -596B. -3218, -5149,) .2 PT 2577 , -359, -9fl7. .3 PT 3162 , 1349 , 847, HORIZONTAL MEMBER STRESSES TRIAL 1 0, -89, -153. -187, 2 264, 152, : 3 269, 175, • HORIZONTAL HEMBER STRESSES TRIAL 1 1 0, 68, 115, 141. 2 -226, -121. -16, 3 -231, -111. -42, -80. -50, 60. ,4 PT 3277 , 2372. 2161 , .5 PT 2922. 2710, 2997. BOTTOM FIBER -194, -173. -Ill, -161. -128, -178. TOP FIBER 146. 131. 106. 121, 97. 134, ,6 PT 2098. 2363. 3355, -124. -110, -199 , 106, 150 , ,7 PT 804 . 1331 . 3234. -48. -79. -192 , ,8 PT ,9 PT -959, -3191. -386, -2787, 2634, 1556, 57, 172, 23. 157, -156, -91, -43, -17, 118. -140, -123, 69. RIGHT -5B93, -5874, 0. 266. 266. -228 , -228, ( -5279.) ( -5293,1 DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) LIVE LOAD DIAGNOSTICS NO ERRORS POUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES MHi SUPERSTRUCTURE SUBSTRUCTURE NO, LT.END RT.END LT.END RT,END RESISTIm HOHENT OF UNIT STEEL POSITIVE NEI3ATIVE 3,700 3.700 1.0 3,700 3.70O 1.0 3,700 3.700 1.0 1.0 1.0 LIVE LOAD TRUCK OR TRAIN LOADING Pl DI P2 D2 P3 D3 Pl D4 P5 D5 Pe D6 26,0 18,0 18,0 18,0 48,0 18,0 48,0 18.0 18.0 18,0 18.0 18,0 PLOT PLOT INFLU- H S SCALE ENCE ENV, LINES OVER RRL IHPACT CCMB CARD LOAD CONTROL P13, YES 1 48,0 0,0 0.0 0,0 PIO DIO 0,0 0,0 Pll DU P12 D12 0.0 0.0 0.0 O.O o P13 D13 0.0 O.O P19 D19 0.0 0.0 P25 D25 0,0 0.0 Pll D31 0,0 0.0 P37 017 0,0 0,0 P43 D13 0,0 0,0 P49 D19 0.0 O.O P55 D55 0.0 0.0 P61 D61 0,0 0,0 P67 D67 0,0 0,0 P73 D73 0,0 0.0 P79 D79 0,0 0.0 PB5 085 0.0 0,0 P91 D91 0,0 0,0 Pll D14 0,0 0,0 P20 D20 0,0 0,0 P26 D26 0,0 0,0 P32 D32 0,0 0,0 P38 D38 0.0 0.0 Pll D44 0,0 0,0 P50 D50 0,0 0,0 P56 D56 0,0 0,0 P62 062 0,0 0.0 P68 DOS 0.0 0.0 P71 D74 0.0 0.0 paO D80 0,0 0,0 pee D86 0,0 0.0 P92 D92 0.0 0.0 P15 D!5 0,0 0.0 P21 D21 0.0 0.0 P27 027 0,0 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,Q 0,0 P69 D69 0,0 0,0 P75 D75 0.0 0.0 PSI D81 0,0 0,0 pa7 D87 0,0 0,0 P93 D93 0,0 0,0 P16 D16 0,0 0.0 P22 D22 0,0 0,0 P28 D28 0.0 0,0 Pll D34 0.0 0,0 P40 D40 0,0 0,0 P46 D46 0,0 0,0 P52 D52 0.0 0,0 P58 D5B 0,0 0.0 P64 D64 O.D 0.0 P70 D70 0.0 0,0 P76 D76 0.0 0.0 PB2 D82 0.0 0.0 PB8 D8B 0.0 0.0 P94 D94 0.0 0.0 P17 017 0.0 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 0.0 0.0 P53 D53 0.0 0.0 P59 D59 0.0 0.0 P65 D65 0.0 0.0 P71 D71 0.0 0.0 P77 D77 0.0 0.0 PB3 DB3 0.0 O.O PB9 DB9 0.0 0.0 P95 D95 O.O 0.0 PIB 0.0 P24 0.0 P30 0 .0 P36 0.0 P42 0.0 P48 0.0 P54 0 .0 P60 0.0 P66 0.0 P72 0,0 P7B 0,0 PS 4 0.0 P90 0.0 F96 0,0 DIB 0,0 D24 0,0 D30 0.0 D36 0.0 012 0,0 DIB 0,0 D54 0,0 D60 0.0 D66 0.0 D72 0.0 D7B 0,0 DB4 0,0 D90 0,0 D96 0.0 P97 O.O IMPACT FACTORS CALCULATED BY PROGRAM MEM IMPACT LL NO. 4. MEM LEFT .1 PT NO 1 0. -880. SHEAR 0.0 -76.6 2 -13850. -6817. ( -12526.) SHEAR 747.3 75.8 3 -13129. -7708. ( -11908.) SHEAR 798.3 73.a DE - BDS - PC \fl.3.7 12/20/00 Pag 1163 RANCHO SANTA FE RD LEFT BRIDGE (peflni t) NEGATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS , 1 PT ,3 PT .4 PT ,5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT -6163. -7044. -7924. -12B13, -76,6 -76,6 •5764, -1711, 75.8 75,8 •6852. -5995. -76,6 -76,6 •3658, -2605, 75,8 75.8 -5139, -4282. -76.6 •3612. -75,1 •3126. -76.6 -1695. -75.1 -2569. 73.8 73.B 73.a 73.8 HORIZONTAL MEMBER STRESSES LL MAX NEO BOTTOM FIBER 1 0. 52. 104. 157. 2 631. 377. 342. 279. 3 599, 119, 406. 355. HORIZONTAL HQIBER STRESSES LL MAX NEO TOP FIBER 1 0. -39. -79, -118. -157, -197, 2 -510, -300. -256, -211. 3 -511. -338, -306. -268, 209 , 217 , 105, -163. -230. 261. 154, 251, -116, -191. 313 , 216 , 203, -236. -163. -153. 365, 278, 152, -275. -209. -115. -76,6 •5728, -75.1 -1713. 118, 310, 102, -315. -256. -77 . -76.6 -769.2 -6771. -14059, -75,1 -750,3 -856. 0. -11702.) -12686.) 128. 381. -347 , -299. -38. 589 , 639. -505. -547. LL NO. 1. HEM LEFT .1 PT NO 1 0. 1561. DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) DEAD LOAD PLUS NEGATIVE LIVE LOAD HCHBNT ENVELOPE Page 15 . 2 PT 7122. i -34669. -16585. -7033. ( -31265.) i -31437. -19136. -10200. ( -30992.1 ,3 PT 8613. -2973. .1 PT 8137. 4765. 2555. ,5 PT 5994. 7017 . 6385. . 6 PT 2185. 4718. 8515. .7 PT .8 PT .9 PT -3292. -10435. -19258, 10. -7100. -16671. 8917. 7680. 1709. HORIZONTAL HEMBER STRESSES FOR DL^rLL HAX NEO BOTTOM FIBER 1 0. -267. -440 . -511 . -482 . -355. -130 . 2 1571, 917. 417, -5, -282, -116, -281. 3 1560, 1040, 605, 176. -151- -378. -505. HORIZONTAL MEMBER STRESSES FOR DL-LL HAK NEG TOP FIBER 1 0- 203, 332- 385- 364. 268. 98. 2 -1319, -730, -311. 1- 213. 314. 212, 3 -1337. -839. -156, -133. 111. 285. 381. 195. -2. -530. 400 . 619, 421, -455. -466- -317, 343, 1011. 938 . -276. -813, -736. 209 , RIGHT -33863, -35023. 1537 , 1589, ( -30511,1 ( -3156B.1 Fil* LL NO, 4, HEM LEFT ,1 PT -1318. -1362. 0 , Page 16 DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit) POSITIVE LIVE LOAD HOHENT EZJVELOPE AND ASSOCIATED SHEARS .2 PT ,3 PT .4 PT ,5 PT ,6 PT ,7 PT ,8 PT ,9 PT RIGHT NO 0. 6295. 10193 , 13095 , 14385, 13788 , U881 , B227 , 3154 , 1497 , 0,0 547.4 409,6 276,9 135,4 -215,5 -350.3 -491,0 -420,4 14,5 2617 , 1571. 1667. 9751, 13074, 14107, 13032, 9670. 4569, 1607, -75,1 -75,1 479.9 111,1 264.7 -114.2 -267,7 -413.9 -481,8 75,8 1620, 1458, 3410. B215, 11953. 13939, 14546, 13250. 10643, 6376, -14,0 -14,0 421.7 496.1 353.7 218-7 -133.7 -276.8 -410,1 -549,2 SHEAR 2 SHEAR 3 SHEAR HORIZONTAL MEHBER STRESSES LL HAX POS BOTTOM FIBER 1 0, -369. -622, -776, -853. -817, -701, 2 -132, -87. -277, -578, -775. -B36, -773 . 3 -82, -79, -202, -187, -709. -B26, -B62, HORIZONTAL MEMBER STRESSES LL HAX POS TOP FIBER 1 0. 280, 169. 585. 613. 616. 531. 2 U3. 69, 209. 436, 584, 630. 582. 3 70, 64, 152, 367, 534, 623, 650, -573, -785, 368. 132. 592 , -205, -271, -631, 154, 204, 476. -81, -90, -373, 71. 284. 1664, 14. 5 2659. 75 ,B 0 , 0,0 -84. -134. File; LL NO. 1. MEM LEFT .1 PT NO 1 0. 11737. 2 -18202. -8194. ( -16318.) 3 -19688, -9970. ( -17500,) 12/20/00 DE - BDS - PC vl - 3,7 U63 RANCHO SANTA FE RD LEFT BRIDGE (permit) DEAD LOAD PLUS POSITIVE LIVE LOAD MCWENT ENVELOPE -2 PT 19676, 3398, ,3 PT .4 PT ,5 PT 24319. 26011, 241B5, 14547, 21198. 23729, 61. 11237, 19647. 21606, . 6 PT 19349, 21421, 26487. HORIZONTAL HEHBER STRESSES FOR DLtLL KAX POS BOTTOH FIBER 1 0, -68B. -1166, .1443. -1541, -1131, -1147, 2 821, 453. -201, -862, -1271, -1107, -1270, 3 B81, 542. -1, -666, -1165. -1459, -1570. HORIZONTAL MEMBER STRESSES FOR DL'LL HAK POS TOP FIBER .7 PT 11098, 14394. 21767. -658. -B53, -1468. ,8 PT 3198 , 20036, -190. -1188. ,9 PT -9837. -8296. 11311, 532. 167, -699. RIOHT -19386, 867. 827. -704 . -755. n 522. 879, -361. 152, -437. 3. 650, 502. U64, 1081, 961, 1060, 878, 1100, 865, 496, 957, 643, 1181, 1107, 3. -131, -743, 143. -366, -708, 895. 531. 0, 4T SUPPORT JT. 1 POSITIVE NEGATIVE 186.5 -19,9 0,0 0.0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 LL NO, MEMBER POS, V HOM, NEG, V MOM, RANOE 1 LEFT 687-2 0. -76.6 0. 763 ,7 DE - BDS - PC vl.3 .7 12/20/00 Page 1163 RAHCHO SANTA FE RD LEFT BRlDGE(penniC 1 LIVE LOAD SHEAR Q^LOPES AND ASSOCIATED HCHENTS ,1PT ,2PT ,3PT ,1PT ,5PT ,6PT ,7PT ,8PT ,9PT 547,4 421,8 313.9 226,1 6295, 9701, 10629, 10415. -76,6 -76,6 -123,0 -200,5 -880, -1761, 6702, 8802, 624,0 198,4 436,9 427,0 154.0 96.5 55.5 23,4 14,5 8853, 6658. 446B. 2152, 1497 . -287.4 -3B9.5 -506.6 -628.0 -765.1 9656. 9175. 6970. 2739. -3866, • 441.4 486,0 562,1 651,4 779,6 RIGHT 14, 5 1664. -894 .7 11918- 909.2 DE - BDS - PC vl-3-7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit I PRESTRESS COMBINATION DATA LL NO, HEHBER 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 RIGHT L-L. (6) POS. V MOM. - NEG. V MOH. RANGE LL NO. HB4BER POS. V nou. NEG. V MCM. RANGE 891 . 6 12938. -76.1 2617. 966.7 902. 4 •12354. -14. 0 1520. 916.4 747.3 3469. -75.1 1574. B22.4 600 .2 3608 . -75.1 531. 675.3 458.6 335.4 231.7 147.4 32.7 75.8 75.8 7908 . 9657. 9114. 7779. 5392. 554. 1607 . -83.7 -148.8 -233.5 -337.6 -461.3 -603.1 -750.3 5130. 7813, 9128. 9638. 7843. 3489. -3637^ - 542.3 431,2 165.2 135,1 541.0 673.3 826,1 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOMENTS 75.8 2659. -894.2 13180. 970.0 3 LEFT , 1 PT , 2 PT . 3 PT -1 PT . 5 PT . 6 PT , 7 PT , 8 PT , 9 PT LL NO. 4, MEHBER 1 LEFT POS. V 1235,6 NEG, V 471,9 771.9 635.1 511.7 392.9 290.6 202,3 123,8 73.8 -4113 , 2611 . 6953 . 9221 . 9761. 8398, 6767, -1713. -14,0 -23.3 -55.1 -96.2 -151,6 -226,5 -314,7 -422,B 1458, 2164. 4479, 6704. 8916. 10518, 10960, 9818, 7B5,8 658,4 566,8 489.1 444,2 428,8 438,4 496,6 DE - BDS - PC vl,3.7 12/20/00 U63 RANCHO SANTA FE RD LEFT BRIDGE (permit) DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT ,4 PT -5 PT .6 PT .7 PT ,8 PT 73,8 -356, -549 ,2 6376. 622.9 LIVE LOADS TO BE COMBINED: LIVE LOAD LOAD FACTORS; DEAD LOAD LOAD FACTOR; 0,00 PHI FACTOR FOR SHEAR; 0.00 PHI FACTOR FOR MOMENT; 0,00 ULTIMATE Mt»iENT APPLIED ^ 1.30 X fDL'ADLl ULTIMATE SHEAR APPLIED = 1.30 X IDL-i-ADLl 0.00 0,00 1,30 X LL(4) 1.00 X (P/S SEC HOHENT) 1.30 X LLI4I 1.00 X (P/S SEC. SHEAR) 946,0 322-0 671 ,4 176.0 421,5 139,1 -23.3 -230.7 -416,6 -593,7 -751.1 -910.5 -15,3 -237,S -469.6 -716.7 -978.7 -1245,1 -1531,0 -1819.7 PHI FACTOR FOR SHEAR ^ 0.90; PHI FACTOR POR MOMENT ^ 0,95 LL NQ, 1, MEMBER 2 LEFT LL NO. 1, MEMBER 3 LEFT DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT -3 PT .4 PT .5 PT .6 PT -7 PT POS, V 1783.7 1418,5 1124.1 NEG. V 817.0 626,1 418.8 807.5 265.2 509.2 230.1 -28,9 -268,6 -150.6 -627,0 -816,6 25.0 -231,7 -513,9 -812,6 -1129.5 -1453,1 -1736,6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2PT ,3PT .4PT ,5PT ,6PT ,7PT POS, V 1831,3 1543,3 1257,0 NEG, V 917.9 757,5 598.6 987 .2 420 .5 722.1 233.0 473.5 238.9 14.0 -132.3 -330.1 -481.6 29.3 -189.9 -424.1 -678.9 -953.1 -1215,3 DE - BDS - PC vl,3.7 12/20/00 U63 RANCHO SANTA FE RD LEFT BRIDOElperait) LIVE LOAD SUPPORT RESULTS HAX. AXIAL LOAD HAX, LONGITUDINAL HOHENT AXIAL HOKEHT LOAD TOP BOT- DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FE RO LEFT BRIDGE (permit) INPUT PRESTRESSED DATA TRIAL 20 FRAHE 1 MEM NO, LLT/X 1 0 ,00 2 O.IO 3 0,10 LLP/Y LRT/Z 0,40 0,10 0,50 O.IO 0,60 0.00 YLT/TYPE VLP/SLOPE YRT 2,58 4.33 1,12 1,12 1.33 1,12 1,12 4.33 2,58 U 0.25 0.0002 0.25 0^0002 0.25 0,0002 XLT(FT) • 0-0 XRT(FT) ' 0,0 STEEL STRESSIKSII = 270, JACKING * = 0,75 JACKING BHDS ; B ANCHOR SETIINI; LEFT - 0.375 RIOHT ' 0,375 CONC STRENGTH! PSI) - 4000. ALLOW, TENSION(PSI) = -379. P-JACK(KJPS) = 8300. SHORTENII*: PERCENT- 100 TOTAL LOSSES(KSI) ^ 20 RELATIVE HUMIDITY » ^ 70, LOW-LAX = YES PLOT PATHS - YES PLOT STRESSES = YES SUPPORT JT. 1 POSITIVE MB4BER 1 POSITIVE NEGATIVE POSITIVE NEGATIVE 185,7 -20,7 333,9 -21 ,2 3 34.3 -24,3 131. 258, -150. -281 . 226.7 222.7 222.7 228-3 1221, -1361, 1185. -1353, CABLE PATH OFFSETS HMBER LEFT .1 PT 1 2.58 3,35 2 1.12 2.00 3 1.12 1-90 .2 PT 3,89 3.02 2.78 .3 PT 1.22 3.75 3.16 .1 PT 1.33 4 . 13 3,94 .5 PT 1,23 1.33 4.23 .6 PT 3.94 4. 18 4.33 .7 PT 3.16 3 .75 4.22 .8 PT 2.78 3.02 3.89 .9 PT RIGHT 1.90 1.12 2.00 1.42 3.35 2.53 o CABLE PATH ECCENTRICITIES 1 0,195 0-973 1.529 1,857 1,966 1.369 1.578 1.093 0,411 -0,556 -1.118 2 -1,118 -0.435 0.657 1,384 1,821 1,966 1,821 1,384 0,657 -0,417 -1.118 3 -l,lia -0.550 0.414 1,093 1.578 1,869 1,966 1,857 1,529 0,972 0.195 FORCE COEFFICIENTS 1 0.801 0.808 0-815 0.822 0.829 0,834 0,810 0,817 0,319 0,813 0,824 2 0-824 0,807 0,800 0-792 0.785 0,779 0,736 0,793 0,300 0.809 0,825 3 0.825 0,843 0,849 0,847 0,841 0.835 0,829 0,822 0.815 0.808 0.801 THE POINT OF NO MOVEMENT IS IN SPAN 2, 66,87 FEET FROM THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LENGTH IS 88.81 THE RIOHT ANCHOR SET LENGTH IS 89.34 THE FORCE COEP. AT THE LEFT END IS 0.801 THE FORCE COEF, AT THE RIOHT END IS 0,801 INITIAL FORCE COEFF, AT POINT OF NO MOVEMEim = 0,877 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE(per SECONDARY MOMENTS TRIAL 20 FRAME 1 MEMBER LEFT END 1 0,000 1 0.000 P/S MOMENT COEF. PATH 01 FEM'S DUE TO SECONDARY EFFECTS BEFORE BALANCING LEFT END 0 .970 RIGHT END HEKBER LEFT END RIGHT END 0.969 2 0,625 0.626 OEM'S DUE TO SECONDARY EFFECTS 0.808 2 0.715 0.711 *•- SIDESWAY HOT CONSIDERED, FRAHE CANNOT SWAY. ADJUSTED FOR LOSSES it SECONDARY MOMENTS BUT NO SHORTENING RIGHT END 0 .000 LEFT - 1 PT -0 . 1562 1-6369 1.7344 1.1952 2 PT -3 PT ,1 PT .5 PT .6 PT .1 PT .3 PT -0-7051 -1,0840 -1,2835 -1.3061 -1.1550 -0.8414 -0,3599 0.2946 1-0659 0-1895 -0,3827 -0-7160 -0.3173 -0.7173 -0,3616 0.1870 .9 PT 1.1961 1.0432 RIGHT 1 ,7296 1,6334 ,2981 -0,3572 -0-8395 -1,1537 -1.3053 -1,2831 -1.0840 -0,7041 -0.1563 File; DE - BDS - PC Vl.3,7 1163 RANCHO SANTA FE RD LEFT BRID3B(pec FEMS DELTAS IN COLUMNS DUE TO SHORTENING - PJACK=1 TRIAL =20 FRAME =1 PATH =01 MEM NO FEH LT, END PEM RT, END DELTA TOP OF COL, (POSITIVE TO RIGHT] -0 ,21905494 -0.57937622 -0.00000216 -0 ,00000465 1 0.00000000 5 0,00000000 ..... POINT OF NO MOVEMENT » LEFT END OF MEMBER 1 P/S HOHEHT COEF. ADJUSTED FOR LOSSES i SECONDARY MCMENTS d SHORTENING HEH NO LEFT .1 PT ,2 PT ,3 PT .4 PT ,5 PT -6 PT ,7 PT .8 PT 1 -0,1562 -0.7012 -1,0763 -1,2719 -1,2907 -1.1357 -0-8183 -0,3329 0.3251 2 1 .4735 0,9481 0,1123 -0,1191 -0.7U8 -0.7724 -0.6317 -0,2581 0,3539 3 1,5327 .9 PT 1,2308 1,2557 RIGHT 1.7681 1 ,8817 File 1,0137 0.1368 -0.4981 -0,9605 -1,2515 -1,3860 -1,3436 -1,1213 -0,7215 -0,1563 12/20/00 Page 25 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE(pB FRAKE 1 PATH 01 it) ^ n HORIZONTAL MEMBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) MEM NO LEFT .1 PT .2 PT .3 PT ,1 PT ,5 PT .6 PT .7 PT ,8 PT 599. -no, -133-38 , 1089. 133. 515. 1190 , 750 , 826 , 1201 , 889 , 1049 . 1131. 914. 1190. 979, 850, 1251, 745, 671, 1225, 123, 375, 1113 . HORIZONTAL HEMBER STRESSES PRESTRESS CWLY TOP FIBER AFTER ALL LOSSES (PSI) 1 167, 281, 160, 92, 90. 151. 273, 457, 703. 2 1037, 875, 590, 388. 275. 248. 305. 448. 630, 3 1056. 914. 633, 396. 221. 107. 55. 66. 142, -52- 895. 991. 995, 275, RIGHT -231. -279, 600. 1140. 1181, 468, Filt DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE(permit I PATH 01 HORIZONTAL HEHBER MOMENTS DUE TO P/S HEH , 1 PT - 2 PT . 3 PT LEFT -1297. 12271, 12722, -5820, 7869 , 8113 , -3933. -10557, 932, -3179, 1135, -4137, ,1 PT .5 PT 10713. -9426, -5908. -6411, ,6 PT ,7 PT -6792, -2763, -5243, -2145, -7972. -10413, -11504. -11152. ,8 PT .9 PT RIGHT 2701. 10216. 14675. 2937. 10423. 15618, -9332. -6014, -1298, VERTICAL HEKBER MOMENTS DUE TO P/S MEH NO LEFT , 1 PT , 2 PT , 3 PT -240. -290, -481 , -579. ,4 PT ,5 PT -962, -1202, -869, -1159, TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT, END SPAN LT, END -0,002044 -0,000410 0 ,000200 0 ,000819 0 .000200 -0.000446 ,6 PT -7 PT -1442, -1683- -1738. -2028. RT, END SE -0,000589 0 ,000892 -8 PT .9 PT -1923- -2164, RIOHT -2404, -2607, -2897. LT. END -0,000589 RT, END 0.002262 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT E3JD - DOWNWARD POSITIVE -0.057 0,000 -0,048 -0.023 -0,035 -0,041 -0,020 -0.054 -0.007 -0.059 O.OOO 0.000 -0.028 0 ,000 -0,068 -0,002 -0,019 -0,011 -0,061 -0.012 -0.007 -0.027 -0.046 -0.023 0 ,001 -0 ,044 -0,025 VERTICAL HEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END, MEMBER 4 E= 3250 0 ,000 -0,005 -0.001 -0.004 -0 ,002 -0,003 -O.O03 -0,002 0,000 -0 .004 -0,001 -0,004 -0,002 -0-003 -0.003 -0.002 -0.031 0 ,000 -0 ,058 0,000 -O.004 0-000 -0.004 0 ,000 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RO LEFT BRIDGE (permit I TRIAL 20 FRAME 1 HORIZONTAL HEHBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES BOTTOH FIBER (PSI I MEM NO LEFT ,1 PT ,2 PT ,3 PT .4 PT .5 PT ,6 PT .7 PT .8 PT 673, -133, -159, 993, 98. 1221, 549 , 565. 1333 . 311. 913. 1318. 1002, 1165, 1265, 1031, 1321, 1095. 963. 1395- 832, 763. 1369. 472. 431. 1245. Page 27 -9 PT RIGHT -9. -258, HORIZONTAL MQiBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSIl 1 525, 319, 179, 103, 100. 163, 305, 510, 785, 2 1169. 987, 667, 138, 303, 276. 338, 198, 756, -17. 1003 , 1106 , 1108 , -301, 671. 1276 , 1313. o 119. 252. 161. 309-n 272, 412. 569- 661. 738. 725. 680. 592. 168. DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDQE (permit) TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) HEH NO LEFT .1 PT ,2 PT .3 PT .4 PT . 5 PT , 6 PT .7 PT .8 PT .9 PT 599. 885, -no. 93. -133. 33. 1089. 193, 515, 1190 , 750, 826. 1204, 889, 1049 , 1131. 914 , 1190, 979. 850. 1251 , 745, 671 , 1225, 423 , 375, 1113, HORIZONTAL KQIBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSIl 467, 281. 1037- 875. 1056- 914. TRIAL 20 FRAME 1 160 . 590 , 633, 92. 388, 396. 90, 275, 221, 151, 213. 107, 273- 305. 55. 157, 118, 703, 680, 112, -52. 395, 991, 995, 275, RIGHT -231, -279. 600, UIO, 1181, 468, DE - BDS - PC vl-3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE(permi11 HORIZONTAL MEMBER STRESSES DL • P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) HEM LEFT -1 PT , 2 PT . 3 PT , 4 PT , 5 PT . 6 PT • 7 PT , 8 PT 673, 671, 677 . 666- 656, 649. 652, 661. 673, 811, 638, 625, 557. 502. 161. 465, 482. 512, 801- 709, 763. 734. 709 . 692, 687 . 686. 688, HORIZONTAL MEHBER STRESSES DL + P/E BEFORE ALL LOSSES TOP FIBER (PSI) 525, 360, 369. 561 . 558. 529. 589 . 610 . 566, 606. 652 . 585- 621, 635 , 596, 633, 706, 601 , 638. 713. 599, 639, 709, 591. 633 . 695, 581. -9 PT 603 , 511. 677 , 610 , 671, 557, RIGHT 691 - 650 , 674 , 463 , 498, 525, HORIZONTAL M£M NO LEFT 1 599 2 833 3 828 HORIZONTAL 1 167 2 228 3 233 HORIZONTAL 1 599 2 1097 3 1097 HORIZONTAL 1 167 DE - BDS - PC 1163 RANCHO SANTA FE RD FRAME 1 MEHBER STRESSES DL • P/S AFTER ALL ,1PT ,2PT ,3PT ,1PT 565, 514. 522. 512. 633, 568. 466, 390, 710, 714. 647. 593. MEMBER STRESSES DL • P/S AFTER ALL 526. 570, 595, 611- 445 , 533, 602, 651, 414. 484. 531. 564. HEMBER STRESSES DL • ADDED DL . P/S 476, 391. 335. 318. 786. 590, 386, 219. 881, 770. 597- 465, HEHBER STRESSES DL •• ADDED DL * P/S 594, 685, 736, 757, 324. 517- 663, 757, 8 PT .9 PT RIGHT 624, 604, 717, 506. 569, 456, 556, vl.3,7 12/20 LEFT BRIDGE (permit I LOSSES BOTTOH FIBER (PSIl ,5 PT ,6 PT ,7 PT 515. 536, 574, 314. 352, 391. 557. 543, 513. LOSSES TOP FIBER (PSIl 616- 607, 586- 552, 495, 678- 679, 659. 619. 558. 531. 583, 530, 562, 522. AFTER ALL LOSSES BOTTOM FIBER (PSIl 341, 412, 527, 680, 776. 183, 212, 312, 179, 662. 380, 314, 351, 100. 178. AFTER ALL LOSSES TOP FIBER (PSIl 716, 700. 622, 509. 355, 799, 785, 719. 601. 435, 672. 600. 327. 367 . 168. 983 . 938. 600 . 100. 138. DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE(peniii11 HORIZONTAL MEM NO LEFT 1 599 2 976 3 1017 HORIZOJTAL 1 167 2 • 106 FRAME 1 HEHBER STRESSES DL .1 PT .2 PT 107. -231. 699. 313. 805. 568. ADDED DL • HAX POS LL .3 PT -4 PT .5 PT -535. -526. -243 . -476. -653 . -447 . -441 . -193. UO . MEMBER STRESSES OL • ADDED DL • KAX POS LL 871, 1151, 1321. 1400, 1362- 1098. 936 , 1429. 1341. 393, 726, 3 71- 336, 594, HORIZONTAL MEMBER STRESSES DL 1 599, 528, 496, 2 1728, 1163, 931, 665, 3 1696, 1303, 1176, 952, HORIZONTAL MEHBER STRESSES DL • ADDED DL • HAX NEO LL • I • 1 467, 555, 607, 618, 600. 519. 461. 2 -539, 21, 260, 152. 591. 682, 622, 3 -512, -65, 135. 301, 131, 526, 585, 1311, 1195, ADDED DL + HAX NEC LL 192, 527- 602- 166. 770- I •• P/S BOTTC»l FIBER (PSI) ,6 PT .7 PT ,8 PT ,9 PT -292, 39, 176, 696, -560, -261. 208. 572, -518. -135. -231. 101. I • P/S TOP FIBER (PSI) 1231. 989. 663. 420. 1367. 1151, 806, 506, 1388, 1317, 1155, 875, I • P/S BOTTOM FIBER (PSIl 725, 892, 1093. 1205, 338- 634. 428, 590, 818, 1043, 517, 503, 501, 528, I . P/S FOR TOP FIBER (PSIl 346, 191, 8, 509, 315. 136, 610. 603. 554, RIGHT 901 , 311, 600, 170, 244 , 468, 1572, 1577, 600, -405, -409, 468, ••*• Min Pjacli = 3300, Kipe Cone Strength at 28 Days = 4319, pai at Streasing ^ 1514. pai THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES- DE - BDS - PC vl,3,7 12/20/00 1163 RANCHO SANTA FE RD LEFT BRIDGE(permj 11 TOTAL PB HOHENTS FOR ALL MEMBERS HEH , 1 PT LEFT -1297, 12271, 12722, 0 , -5820, 7869, 8413, -240 , -290 , ,2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT -8933, -10557, -10713. -9126. -6792, -2763, 932, -3479, -5908. -6411. -5243, 1135, -4137, -131, -721, -579, -869, -2145, -7972. -10413. -11501, -11152, -962- -1202, -1412, -1683, -1159, -1448, -1738, -2023. ,9 PT 10216, 10423, ,8 PT 2701 , 2937 , -9332, -1923, -2317. -2607 RIGHT 14675, 15613, -6011. -1298, -2161, -2404, TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE LT, END -0.002014 -0.000410 RT. END 0 ,000200 0,000819 LT, END 0.000200 -0.000446 RT. END -0.000589 0.000892 LT. END -0,000589 RT, END 0.002262 H0RIZ(M4TAL HEHBER OEFLEOTICalS IN FEET AT 1/10 POINTS FROH LEFT END - DOWNWARD POSITIVE HEHBER 1 MEMBER 2 0 ,000 -0,048 0,000 -0,028 0,000 -0,068 -0.023 -0.035 -0,002 -0,019 -0,011 -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 -0.059 0.000 -0.031 0.000 -0,058 O.OOO VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END. o HEMBER 4 E= 3250. MEMBER 5 E= 3250. .000 -0.001 .005 -0.004 .000 -0.001 .004 -0.004 -0.002 -0.003 .002 .003 -0.003 -0.002 -0.003 -0,002 -0.004 0-000 -0.004 0-000 DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD LEFT BBIDGE(pormit 1 TOTAL TOP PF FOR TRIAL MEM NO LEFT .1 PT .2 PT .5 PT .6 PT .7 PT .6 PT 0. 2 6842. 6701. 0. 3 6844. 7000. 0. TOTAL BOTTOM PF FOR TRIAL 1 6647. 6705- 6763- 2 0. 0. 6636. 3 0. 0. 7051 . .9 PT 6998 . 6701 . RIOHT 6812. 6811, 6821 . 6577. 7031. 6878 . 6518. 6979 . 6923 . 6462 . 6927 . 6975 . 6520 . 6882 . 7026. 6579. 6826 . 7049- 6639. 6768. File: DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE (peimit) LONG TERM LOSSES TOTAL LOSS (KSII = SH •• ES * CRC •^ CRS MEH NO LEFT . 1 PT .2 PT , 3 PT ,4 PT ,5 PT .6 PT ,7 PT .3 PT ,9 PT RIGHT 1 18.2 18.6 18 .7 18,7 18 ,7 18.9 19,4 19-8 19.9 18,6 15,8 2 15,6 18.0 18.5 17,8 17,0 16,5 17 ,0 17.9 18.6 18,1 15,6 3 15,7 18,7 19-9 19.8 19.3 18,8 13,6 19,5 18.7 18 ,6 16,2 SHEAR DESIGN - AASHTO 1981 LEFT .1 PT ,2 PT , 3 PT ,1 PT 5 PT . 6 PT .7 PT .9 PT ,9 PT RIGHT HEHBER: 1 V-CABLE 489 . 382. 257 -130, 1. 117. 235. 355, 475-544. 72 SECONDARY 58 . 58. 58-58, 58-58, 53, 58, 58. 58. 58 VU 1863 . 1434 . 1028-646, 291 . 619. 993 , 1387. 1736. 2211. 2639 VC 2168 . 1915. 974. 541. 420. 571-964 , 1732, 1417. 1448 . 1729 REOD WEB 84, 78. 74, 71, 74. 71. 74. 74, 74. 80 . 84 AS(IN1/FT 0.34 -0 .78 • 0.71 • 0.71 • 0,74 • 0.71 • 0,74 -0.74 -2.15 3-82 4 .56 MQ1BER: 2 V-CABLE 72, 516. 116. 275 , 137 , 0. 137. 275. 116-516. 36 SECOTIDARY 0 . 0. 0. 0 , 0. 0. 0. 0. 0. 0 . 0 VU 2639. 2139. 1653 . 1177, 725. 306. 733 -1185, 1661. 2146. 2614 VC 1667 . 1392 . 1418. 1151, 586. 120. 579, 1105. 1491. 1163. 1693 REOD WEB 84 . 78 . 74. 71, 74. 71. 74 , 74, 74. 77 . 84 AS(INI/FT 4.79 3.73 1-59 0,74 • 0 ,84 0.71 • 0,89 0.80 1.35 3-49 1.71 MEHBER: 3 V-CABLE 71 . 539 , 470. 352 , 233 , 116. 1. 129, 255. 379. 484 SECONDARY -58 , -58 , -58 . -58, -58--58--58, -58, -58--58. -58 VU 2661 , 2229 , 1801 . 1399, looi-621. 292, 650, 1035-1145. 1878 VC 1728. 1410, 1387 . 1828, 996-583. 420. 518, 978. 1914 . 2165 REOD VIEB 84 . 79 , 74. 74, 74, 74. 74 . 74. 74 , 79 . 84 AS(INI/FT 4.65 1 .01 2.34 0.71 -0 ,74 • 0,71 • 0.74 • 0.74 • 0 .71 • 0 .79 " 0.84 NOTE: • AFTER REQD HEB INDICATES ADDITIONAL WEB WIDTH REOD, • AFTER ASIINI/FT INDICATES HINIHUH REOD. File: DE - BDS - PC vl.3-7 12/20/00 Page 35 1163 RANCHO SANTA FE RD LEFT BRIDGE(permi11 AASHTO ULTIMATE HCMENT SECOND HMENT IK-FT) ULT MCM APPLD (K-FT) ULT MOM RESIST (K-FTl AVERAGE FSU IKSI) NEUTRAL AXIS (IN) MILD STEEL REQD COMBINED (SO.INI STEEL RATIO 11 0.0 PT. 0.1 PT. 0.2 PT. 0,3 PT. 0.1 PT. 0.5 PT. 0.6 PT. 0.7 PT• 0.3 PT. 0.9 PT. 1.0 PT. 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. 0.8 PT. 0.9 PT. 1.0 PT. File; HEMBER: 0,0 PT- 0,1 PT. 0,2 PT. 0,3 PT. 0^1 PT- 0,5 PT. 0,6 PT, 0,7 PT. 0.8 PT. 0,9 PT. 1.0 PT. 0- 670. 1311. 2011. 2682. 3352. 4023. 4693 , 5361, 6031, 6705, 5936, 5933, 5929, 5926, 5923 , 5920, 5917, 5911, 5910 , 5907 , 5901, SECOND HOMENT (K-PTl 6742. 6063. 5334. 1720- 1015- 3371 , 2697, 2023. 1348, 671. 17909, 30270. 37775. 40799, 38591. 31904- 20167. 9418. 23150, 39866. 41535. 19205. 9880. 26591. 36954. 40291. 36836. 26356. 9566 . 19392. 42016. 0. 31391. 37181. 10700. 41880. 10833. 37709. 32563, 23992. 33057. 38098. 33038 . 32056. 27995. 35642, 10310, 41880, 40310, 35642, 27995, 32056, 38093. 0.00 256.91 259.26 260.66 261-12 260.71 259,43 257.39 250,16 254,66 256,33 256,33 251,32 255,19 258,65 260,51 261,12 260,51 258,65 255.19 254.32 256.33 0.00 5.86 5-92 5.95 5.96 5.95 5.92 5-87 8.49 7 ,38 7,13 7,43 7,37 6,83 5 ,90 5,94 5,96 5,91 6 ,90 5,83 7 , 37 7,13 0.00 0.00 0.00 0.00 0.00 0.00 0 ,00 0 .00 0.00 o.oo 6.00 11.67 0.00 0.00 0 .00 0 .00 0-00 0.00 o.oo 0.00 0.00 13 . 30 0.000 0.105 0 .091 0.085 0 .083 0 .086 0 .090 0.102 0 . 160 0 . 124 0.113 0 .117 0.127 0.116 0,095 0.086 0 .083 0.086 0,095 0 . 116 0.127 0 . 118 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE (permit I AASHTO ULTIHATE MC»1ENT ULT MOM APPLD IK-FT) 40501. 22993. 9097 . 20428. 32396. 39256. 41492. 38423- 30820. 18221. 0. ULT HCM RESIST (K-FT) 33098. 33057. 23992- 32563. 37709. 40833• 41830. 40700. 37181. 31392. AVERAGE FSU IKSI I 256,33 254.66 250.16 257.39 259.48 250.71 261.12 260.66 259.26 256.91 0,00 NEITTRAL AXIS (INI 7.43 7.38 8.49 5.87 5.92 5.95 5-96 5.95 5,92 5,86 0.00 HILD STEEL REQD COMBINED (EQ.IN) STEEL RATIO 8.16 0.00 0.00 0-00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TENDON ELONGATION P-JACK (KIPSI (KSII 270. (SQ IN) 40 .99 AVE STRESS (KSII 0.115 0.124 0 . 160 0.102 0.090 0 .085 0.083 0.085 0 .091 0 .105 0 .000 TENDON LENGTH IPT) • ELONGATION (IN) NOTE; TENDON LENGTH INCLUDES 1 FEET FOR JACKS. o lift. HODULUS USED FOR P/S STEEL IS 28000. KSI DE - BDS - PC vl-3-7 12/20/00 Page 37 1163 RANCHO SANTA FE RD LEFT BRIDGE (permitI •APPROXIMATE QUANTITY' CONCRETE SUPER 1171 CY, CONCRETE SUB 96 CY. P/S TRIAL 51562 LBS. THE SUPERSTRUCTURE CC»KRETE QUANTITY IS BASED OH 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 ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. ••• PLOTTING INFORMATION NUMBER OF PLOTS ^ 2 LENGTH OF PLOTS ^ 64 INCHES TIME TO PLOT = 135 SECONDS Run Time; 00;00; 0,55 End of Run. aT4_9 . PUT 1/9/2003 11:0G AM n»tt*Rt«iit «*n#Ktt*t«»»i K**N *»»! RHHt ««ttl RtffH#)t#tt«tt» #t#«*tt»tt#ll# •tt»« **** «tt«tt *««« *ttttntt«ttt*tttt» Htt«tttt»tt«ilttll Stittttt**** ttttltRIIK8ltll ttttltRltKRItliat «RttRltR«ttllR»« «R«R HRNR #RttR HRVR tttNR *R«R ttflttR NRIItt RRRR KRtttt NtttI* «R«fl MRRRRRRRRttR KRRRflXltRRRII RRRttflRRRtt RRRIIflIt Rt«i»ll»«M tt*f«»#l»»Ri> *»«t *Ht RtttRI R*R»t*« «i«**«t •t«t« RRDR »«« RlfftttRIHN* »tt*t«««Mf RUHR** ttRRRRR ««•**« RRRRttRSR RRRttRRHR RRRRRRIIRRR R»ttR***RI« RRRIt VRRtt DRRR «RtR R#fl» RRRR RDRNRRR ttRttRMR RRRR R«R«R*t *R*R*R ttRRR RRNR *«• RR** *R*fl RRRRRKRRRR R«tt»«R*R*R R«R»R*ttR RRttNRRRR R#R»R* ttRRRRR 47 Date: 04/09/03 -S Time: 10:51:20 ^3 File: Rt4_9.txt '..il User: Onknown BD3 PC version 1.3-7 (04/05/93J Ic) 1990-93 DoWcen Engineering All rights reserved. Page 1 o£ 3S RT4_9.PRT 4/9/2003 11:06 AM Sorted Input Data ^3 1 2 3 4 5 6 7 8 123456789012345678901234 5678901234 5678901234567890123456769012345678901234567890 i:: 1163 RANCHO SANTA PE RD RIGHT BRIDGE 000 010102P H1081 3600 150 100 020203 H1133 3600 150 100 030304 RH12S6 3600 150 100 J? 040502P 297 45 3250 ISO 100 = S O50SO3P 273 45 3250 150 100 010000 518 550 7Sa 600 412118200118200 35 713 35 713 01 200 i?. 010200 518 550 788 600 412113200113200 35 713 35 713 02 200 01087002 200 011081 518 550 788 800 412118200118200 35 713 35 713 03 200 02000003 200 i'i 0200400] 200 e / 02020D02 200 S3 02093202 200 •i9 02113203 200 03000003 03004003 200 200 7? 03020002 200 'K' 03104003 200 '•i 03125601 200 •L 040000 477 6039 201 76 050000 477 6039 301 I'-0101 3S5 U 001125 BARRIER RAIL OVERIAY UTILITIES 300 'S 0102 35S U 001132 BARRIER RAIL OVERIAY UTILITIES 300 :s 0103 355 U 001308 BARRIER RAIL OVERLAY UTILITIES 300 SO 01 3700 3700 0 400 3: 2010101 4010 258 433 142 15 2027075B 3 31 800040 11 600 ¥2 2010102105010 142 433 142 15 2027075B 3 31 11 600 •!3 20101031060 142 433 258 15 2027075B 3 31 11 600 Page 2 ot 38 4/9/2003 11:06 AH DE • BOS • PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page FRAME DESCRIPTION END MEM JT- COND NO LT RT LT RT DIR /---/ /---/ /--•/ /•-•/ 1 1 2 P H 2 2 3 H H SPAN // /- 108.1 113.2 125.6 29.7 27.3 -•--/ 0.00 0.00 0.00 0.00 0.00 SUPPORT OR HINGE // 0-0 0.0 0-0 4-5 4.5 3600- 3600. 3600. 3250. 3250. DEAD LOAD UNI SEC / / 0.000 .150 0.000 .150 0.000 .150 0-000 .150 0.000 .150 CARRY OVER FACTORS LT RT LT RT 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -/ /• RECALL MEH /----/ 0.00 0.00 0.00 0.00 0-00 0.00 0.00 0.00 0.00 0.00 Page 3 of 3E RT1_9. PRT 4/9/2003 11:06 AH File: DE - BDS • PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE Section Properties - Input Hem Re 04/09/03 Ho Loc. Call Z Y W D Top BOt NO H T H Fact T W Fact L Ex In L Fx In E Store !!C; +/ - Code v/D H Z y Area Izz E E-Store Store 1 0 0 0-0 0-0 51. 5. 50 7-88 6.00 4 12 1 18. 2.00 1 18 2.00 3.S 7 13. 3.5 7. 13. 3600 01 •"^ 1 20 0 0-0 0.0 51. 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 C-' 1 87 0 02 *• Recall Only 1^ 1 108 1 0.0 O.O 51-5.50 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 ••4 MEM •l HO LOC. DEPTH Z-BAR y-BAR AREA IZZ lyy E 1 0 0 5.50 25-90 3.12 8B-00 374 43 1909S 66 3600.00 • 3 l-i 1 20 0 5.50 25.90 3-14 84-02 367 37 17479 06 3600.00 1 87 0 5.50 25.90 3.11 84-02 3 67 37 17479 06 3600.00 V> 1 lOB 1 5.50 25.90 2.96 93.67 408 60 19796 90 3600.00 '•I HEMBER 1 PROPERTIES V-LENGTH 108.1 HIN E >I: 0.132Ef07 STIFF: 4.052 LT 4 143 RT CO. : 0.512 LT O.SOO RT 7"' Section Properties -input Mem Re ^^ NO LOC. Call Z y M D Top Bot No H T w Fact T M Fact L Ex in L Ex In E Store :• 5 '•/ - Code V/D H Z y Area Izz E E-store store 2 0 0 03 •* Recall Only 2 4 0 03 •* Recall Only 2 20 0 03 •• Recall Only 2 93 2 02 •* Recall Only 2 113 2 03 Recall Only SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR y-BAH AREA IZZ lYY E 2 0.0 5.50 25.90 a.96 93,67 108 60 19796 90 3600 00 2 4,0 5.50 25,90 2.96 93.67 108 60 19796 90 3600 00 •> 2 20,0 5, SO 25,90 3.11 84.02 367 37 17479 06 3600 00 Page 4 of 38 4/9/2003 11:06 AH 2 93-2 2 113.2 5.50 5.50 25.90 25.90 3.14 81.02 2.96 93.67 367-37 408-60 17479.06 19796.90 3600.00 3600.00 Page 5 of 38 RT1_9. PRT 4/9/2003 11:06 AM File: DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE MEMBER 2 PROPERTIES LENGTH: 113-2 MIN E'l: 0.132E-*07 STIFF; 4.178 LT Section Properties - Input Mem Re No Loc. Call Z */• 04/09/03 Page 0.0 4.0 20.0 104.0 125.6 01 SECTION PROPERTIES HEM code V/D Recall Only •* Recall Only -* Recall only •* Recall Only •* Recall Only Top Bot No w 4.159 RT CO.: 0.509 LT 0,511 RT W Pact T M Fact Y Area izz L Ex In E store E-SCore Store NO LOC, DEPTH Z-BAR y-BAR AREA IZZ lYY E 3 0 0 5,50 25 90 2-96 93.67 408 60 19796.90 3600.00 ". ? ?j 3 4 0 5,50 25 90 2.96 93.67 408 60 19796,90 3600.00 :• ii • 3 20 0 5.50 25 90 3.14 84-02 367 37 17179-06 3600.00 :• ii • 3 104 0 5,50 25 90 3.11 84.02 367 37 17179.06 3600.00 " -it 3 125 6 5.50 25 90 3.12 88,00 374 43 19096.66 3600.00 '.I'-HEHBER 3 PROPERTIES LENGTH 125.6 HIN £ 'I: 0.132E-f07 STIFF: 1.143 LT 4 0 51 RT CO.: 0.500 LT 0-512 RT '. 'J/ ; 1; Section Properties • Input '. 'J/ ; 1; Hem No LOC, Re Call Z */ y w - Code D V/D Top H Bot NO W Z T W Fact T H y Area Fact L Ex In IIZ E L Ex In E E-Store Store SECTION PROPERTIES •* ASSUHED DATA26 OUTPUT HEH NO LOC. DEPTH 0.00 Z-BAR 0.00 V-BAR 0,00 AREA 47 ,70 IZZ 60.39 IW 0.00 Page 6 of 38 4/9/2003 11:06 AM •J.V/. A" 1 ?.1 •• 2"." r.}. HEMBER 4 PROPERTIES LENGTH: 29.7 HIN E'l: 0.196E-»-06 STIFF: 1.000 LT Section Properties - Input 4.000 RT CO.: 0.500 LT 0.500 RT Mem Re No Loc- Call Y W D Top *•! - Code V/D *' ASSUHED DATA26 DE • BDS - PC vl,3.7 Bot No W T W Pact T W Fact y Area izz L Ex In E E-store Store 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE Section Properties - Input Page 1 D V/D Top Mem Re NO Loc. Call Z y w *l • Code SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 5 0-0 0.00 0.00 0.00 47,70 60.39 HEHBER 5 PROPERTIES LENGTH: 27.3 MIN E'l: 0.196B•^06 STIFF: 1-000 LT Bot No M T W Fact T W Fact L Ex In E E-store Store lYY 0.00 DE NO ERRORS FOUND FRAME PROPERTIES END MEM JT COND NO LT RT LT RT /-•-/ // / 1 12 2 2 3 3 3 4 1 5 2 5 6 3 - BDS - PC vl.3.7 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE 4.000 RT CO- : 0-SOO LT Page 5 SUPPORT OR DIR SPAN HIN E'l HINGE E / /---/ // // // / H 108.1 O.1323E+07 0-0 3600- H 113.2 0.1323E+07 0.0 3600- H 125.6 O.1323E+07 0-0 3600- 29.7 0.1963E^^06 4,5 3250- 27.3 O-1963E+06 4-5 3250- CARRY OVER FACTORS DISTRIBUTION FACTORS / /• LT RT LT RT 0-512 0.000 0 000 0 355 0-509 0.511 0 459 0 474 0.000 0.513 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 HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEMBER IF HEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION "" IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARB NOT USED MOMENT REDUCTION WILL NOT TAKE PLACE "" DS • 8DS • PC vl-3-7 01/09/03 Page 6 1163 RANCHO SANTA FE RD RIGHT BRIDGE ________ RT4_9 . PRT 4/9/2003 11:06 AM FIXED 'J A:, ; HEM NO ••(,•) : 1 4 FIXED END HCniENTS HEH NO FIXED END MOMENTS LT RT HEH NO FIXED END MOMENTS LT BT 0. -18905. 2 0. 0. 5 DE - BDS - PC vl.3.7 -13791. 0. -13695, 0. 04/09/03 Page 1163 RANCHO SANTA PE RD RIGHT BRIDGE SIDESWAY DIAGNOSTICS Page 8 of 38 RT4_9. PRT 1/9/2003 11:06 AM DE • BDS • PC vl.3.7 04/09/03 1163 RAHCHO SANTA FE RD RIGHT BRIDGE "• SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY. Page 8 HORIZONTAL MEMBER MOMENTS TRIAL HEH NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT A°v. 1 0. 5080. 8655. 10754. 11379, 10532. 8313. 4419. •847. -7599. -15906. A°v. 2 -14330. -7347, -2078. ( -12717.) 3 -21154. -9984. -910. ( -18829.> HORIZONTAL MEHBER STRESSES 1565, 6169. TRIAL 0 3593. 4006. 11259. 14361. BOTTOM FIBER 2803. 15475, -14, 14600. -4446. 11737. -10503, 6883, •1B354. 0. A°v. 1 0. -298. -513, •637, -675. -624. -487. -262. 50. 416. 699. .!51 2 3 640. 948. 398. 548. 123. 54. -93. -366. -213. -667. -237. -851, -166. -917. 1. -866. 364, -696. 579. -404. 829. 0. /"^^ HORIZONTAL HEHBER STRESSES TRIAL 0 TOP FIBER /"^^ 1 0. 226. 387, 481, 508. 471, 367. 197. -38. -334. -599. 2 -549. -322. -93, 70-161. 179. 125. -1, -199, •462. -710. 3 -813. -439. -11. 376. 503. 642. 692. 652. 525, 306. 0. VERTICAL MEHBER MOMENTS TRIAL 0 4 0. 158, 315. 473. 631. 788. 946. 1103, 1361. 1419, 1576. 5 0. -290, •580. •870. -1160. •1450. -1710. -3030, •3320. -2610, •3900. HORIZONTAL MEHBER SHEARS TRIAL 0 1 510,7 399-8 262.2 126,0 •10.3 -146.5 -283,8 -419.0 -555.2 -695.3 -843,0 '.' ;.3 2 695,8 539.3 393.2 250, 5 107.8 -34.9 -177.5 -320.2 -462,9 -608.3 •762,7 \ • 'i 3 976.7 803.6 612.7 484.4 326.1 167,8 9.5 -148.8 -307.1 -466.5 -630.1 = VERTICAL MEMBER SHEARS TRIAL 0 = 4 53.1 53.1 53.1 53.1 53,1 53.1 53.1 53,1 53,1 53.1 53,1 ','J:. n'i 5 •106.2 -106.2 •106,2 -106.2 -106.2 •106.2 -106.2 -106.2 •106.2 -106.2 -106,2 { -13896.) I -16462.) Page 9 of 38 RT4_9.PRT 4/9/2003 11:06 AH •US 3.'i VERTICAL HEMBER REACTIONS TRIAL 0 MEH NO 1751.3 1934.7 1538,8 1739.4 DE - BDS - PC Vl,3,7 MEMBER WEIGHT 212,5 195.3 04/09/03 1163 RANCHO SAHTA FE RD RIGHT BRIDGE Page 3.1",' •>!- ,-3-1 l'^ • '•'.'A i-->'. 'ii-i •i'y.: TANGENTIAL ROTATIONS SPAN LT, END 0.001995 0.000276 RADIANS - CLOCJCWISE POSITIVE RT. END SPAN LT. END -0.000552 -0.000552 -0.000552 -0.000467 RT. END 0.000934 0.000934 SPAN 3 LT. END 0.000934 RT. END -0.003161 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOVINWAHD POSITIVE MEMBER 1 E- 3600. 0.000 0 021 0 039 0 052 0.058 0 057 0.050 0 038 0 024 0 010 0.000 ?.-s ;* ':i MEHBER 2 E' 3600. 0.000 -0 003 -0 001 0 003 0.006 0 006 0.003 -0 001 -0 005 -0 006 0.000 MEHBER 3 E- 3600, 0.000 0 018 0 044 0 071 0.093 0 106 0.107 0 095 0 072 0 039 0.000 VERTICAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. MEMBER 4 E' 3250. 0.000 0.003 0.000 -0.005 0.001 0.003 -0.001 -0.005 0.002 0.002 -0.002 -0.004 0.002 0.001 -0.003 -0.002 0.003 0,000 -0.004 0,000 Page 10 of 38 RT1_9. PRT 1/9/2003 11:06 AM DE • BDS - PC vl,3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 01/09/03 Page 10 iSi LOAD DATA TRIAL 1 LOAD FIXED END MOMENTS LINE HEH W OR P CODE A B LEFT RIGHT DEFLT COHHENTS i 1 3 550 U 0.0 112 5 0. 0, BARRIER RAIL OVERLAY UTILITIES ASSUHED DATA 108 1 2 3 550 U 0.0 113 2 0. 0, BARRIER RAIL OVERLAY UTILITIES '.'r'i'J 3 3 SSO U 0.0 ASSUHED DATA 130 125 8 6 0. 0. BARRIER RAIL OVERLAY UTILITIES .-.gl! FIXED END MOMENTS TRIAL 1 FIXED END MOMENTS HEH NO -5292. 0. HEH NO FIXED END HOJIENTS LT RT -3B54. 0. -3832. 0. FIXED END MOMENTS Page 11 of 38 RT4_9,PRT 4/9/2003 11:06 AH DE - BDS - PC vl,3.7 04/09/01 1163 RANCHO SANTA FE RD BIGHT BRIDGE •" SIDESWAY NOT CONSIDERED. FRAHE CANNOT SWAY, Page 11 HORIZONTAL HEMBER MOMENTS TRIAL MEH ,13? •j.i- '.'-yj 'iV. ••.'ii. NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT ,6 PT .7 PT .8 PT .9 PT RIGHT ,13? •j.i- '.'-yj 'iV. ••.'ii. 1 0. 1422, 2129. 3021. 3198. 2961. 2308. 1241. -241. -2138. -4450. ,13? •j.i- '.'-yj 'iV. ••.'ii. 2 ( 3 ( -4006. -3559 •5925. •5277 -3070. ) -2813. ) -5BB. -260. 139. 1733. 1011, 3165, 1128. 4038. 790. 4350, -3. 4103. -1251. 3295. -2953. 1928. -5111. 0. 353 HORIZONTAL HEMBER STRESSES TRIAL 1 BOTTOH FIBER 353 1 0. -S3. -144. -179, -190. -176. -137. -71. 14. 117. 196. •SO.') 2 179. 112. 35. •26. -60. -67, -47, 0. 74. 163. 232. •SO.') 3 266. 154. 15. -103. -188, -239. -258. -243. -195. -113. 0. ',!!•; HORIZONTAL HEMBER STRESSES TRIAL 1 TOP FIBER 1 0. 63. 109. 135. 143. 132. 103. 55. -11. -94. -168. 2 -154. -91. •26. 20. 45, 50. 35. 0. -56. -130. -199. ^' J. 3 -228. •121. •12. 77. 111. 180. 194. 183. 147. 86. 0. VERTICAL MEHBER HOMENTS TRIAL 1 4 0. 41. 89. 133. 177. 222. 266. 310. 354, 399. 443. i:3 5 0. -81, •163. -214. •326. -407. -489. •570. •651. -733, -814. HORIZONTAL HEMBER SHEARS TRIAL 1 \A." 1 150.7 112.3 74,0 35.6 -2.8 -41,2 -79.5 -117.9 -156.3 -191.7 -233.0 ':'/':. •;?.c 2 191.2 151.0 110,9 70.6 30.1 -9.8 -49.9 -90.1 -130,3 -170.5 -210.7 ':'/':. •;?.c 3 270 • 1 325.5 180,9 136.3 91.8 47.2 2.6 -42.0 -86.6 -131.2 -175.9 VERTICAL HEMBER SHEARS TRIAL 1 4 14 ,9 11.9 11.9 11.9 11.9 14.9 14.9 14.9 14 .9 14.9 14 .9 yl 5 -29.8 -29.8 -29.8 •29.8 -29.8 -29, B -29,9 -29.8 -29,8 -29.8 -29.8 -3890.) -4612.) ) Page 12 oC 3E 4/9/2003 11:06 AH VERTICAL MEMBER REACTIONS TRIAL 1 MEM NO LT REACTION 424.2 480.3 RT MEMBER REACTION WEIGHT 434.2 480,8 - BDS - PC vl.3.7 01/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE Page 12 TANGENTIAL ROTATIONS SPAN LT. END 1 0.000560 4 0.000078 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. END -0,000155 -0.000155 -0.000155 -0.000131 RT. END 0.000262 0.000262 SPAN 3 LT. END 0.000262 RT. END -0,000888 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE •1-,^ HEHBER 1 E- 3600. 0.000 0.006 0.011 0.015 0 016 0.016 0.014 0.011 0.007 0.003 0 000 MEMBER 2 E- 3600. 0.000 -0.001 0.000 0.001 0 003 0.002 .;;;; 0.001 0.000 0.001 0.002 0 000 MEMBER 3 E- 3600. 0.000 0.005 0,012 0,030 0 026 0.030 •IS:J 0,030 0.027 0.020 0,011 0 000 VERTICAL HEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LBPT END. 1 .-^ HEHBER 4 E' 3350, 0.000 0.000 0.000 0,001 0 001 0.001 0.001 0.001 0.001 0,000 0 000 MEMBER 5 E- 3250. 0.000 0.000 0.001 0,001 •0 001 -0.001 •1 ,• ! -0.001 -0.001 0.001 0.001 0 000 Page 13 of 38 RT4_9.PRT 4/9/2003 11:06 AM DE • BDS - PC vl.3.7 1163 RANCHO SANTA PE RD RIGHT BRIDGE 04/09/03 Page 13 •i LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES MEM SUPERSTRUCTURE SUBSTRUCTURE NO. LT.END RT.END LT.END RT.END RESISTING HOHENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT M S SCALE ENV. INFLU- ENCE LINES 2 3 LIVE LOAD NO. 3.700 3.700 3.700 3.700 3.700 3.700 1,0 1,0 1,0 •TRUCK- P2 1.0 1.0 8.0 14.0 33.0 14.0 32.0 COHHENTS: HS20-44 AASHTO LOADING LANE NO. LIVE UNIFORM HOM. SHEAR LL LOAD RIDER RIDER IMPACT LNS. SIDESWAY 0.640 18.0 26.0 YES 0.00 NO WITHOUT ALTERNATIVE IMPACT FACTORS CALCULATED BY PROGRAM MEM NO IMPACT 21. 21. 20. 5'^ Page 14 of 39 4/9/2003 11:06 AM LL NO. 1. LEFT MEM NO 0. .1 PT -226. DE - BDS - PC vl.3.7 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED .2PT .3PT .4PT .5PT .6PT .7PT .8PT SHEARS 9 PT RIGHT -453. -679, -906. -1132. -1359. •1585. -1814. -3360. -5782. SHEAR 0.0 -20.9 -20.9 -20.9 2 -5666. -3313. -2092. -1829. ( -5122.) SHEAR 242,8 167.4 32.7 -9.9 3 -6910. -3819. -1796. -1402. I -6266.) SHEAR 281.3 210.4 26.3 15.9 -20.9 -20.9 -30.9 •1941. -2054. -2166. -9.9 -9.9 •1201. -1001, 15.9 15.9 HORIZONTAL MEHBER STRESSES LL HAX NEG BOTTOM FIBER 1 0, 13. 27. 40. 2 358. 180. 124. 109. 3 315. 210. 106, 83. HORIZONTAL MEMBER STRESSES LL HAX NEG TOP FIBER 1 0. -10. -20. -30. -40. -51. 2 -221. -145. -93. -82. 3 -270. -169. -80, -63. 51. lis. 71. -87. -54. 67. 122. 59. -92. -45. -20.9 -2279. -11.1 •2568. •191.4 ^257 -3959. -6391 I -5196.1 ,5 1 -5829.) ,7 -801, -601. -400. -200. 15.9 15.9 15.9 15.9 81. 94. 108, 184. 362 128. 135. 152, 218. 293 47, 36. 24. 13. 0 -61, -71, -81, •147, •234 -97, •102, -115, •174, •251 -36. -37, -18, -9, 0 Page 15 of 38 RT4_3 • PRT 4/9/2003 11:06 AH File: LL NO. 1. HEM LEFT .1 PT HO 1 0, 4354. DE • BDS - PC vl,3.7 04/09/03 Page 15 1163 RANCHO SANTA FE RD RIGHT BRIDGE DEAD LOAD PLUS NEGATIVE LIVE LOAD HOHENT ENVELOPE .2PT .3PT .4PT .5PT .6PT .7PT .BPT .9PT RIGHT 3203. 10074. 10473. 9400. 6853, 2833. -2661. -10959. -21688. -19995, -10660. -4170, -264. 1651. 1952. ( -19092.) 637. -2292. -7014. -14461, -24644. ':'i:'d ( 3 I -17840 -28064 -25096 ) -13803. ) -2705. 4767, 10058. 13360 14674. 13999. 11337. 6682. 0 ':'i:'d HORIZONTAL MEMBER STRESSES FOR DL-i-LL MAX NEG BOTTOM FIBER 1 0. •284. -486. 597. -621. -SS7. -406. -168, 158. 599. 961. •:i'7 '-,^Z 2 898. 578. 217. 16. -98. -116. -38. 136. 416. 799. 1122. •:i'7 '-,^Z 3 1263. 758. 160. 283, -596. -792. -870. •830. •672. •392. 0. HORIZONTAL MEHBER STRESSES FOR DL-i-LL HAX NEG TOP FIBER '• •• t I 0. 216. 367. 150. 468. 420. 306. 127. -119. -481. •334. :;••'•; 2 -770. -467. -186. -12. 74. 87. 28. -103. -313. -636. -962. (7"^ 3 •1033, -606. -121. 213. 449. 597. 656. 626. 507. 297. 0. I -32291.) ) Page 16 of 38 RT1_9•PRT 4/9/2003 11:06 AM DE • BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 16 LL NO. 1. POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS HEH LEFT ,1 PT .2 PT .3 PT .4 PT .5 PT 6 PT .7 PT .8 PT 9 PT RIGHT :"- S NO 1 0. 2650. 4420. 5399. 5739. 5527. 4801, 3593 2068. 959. 701 SHEAR 0.0 245.1 204.4 146.0 108.4 -148.1 -183.5 -213 5 -240.4 -99.0 6 5 2 1069. 1040. 2313. 364 5. 4486. 4735. 4513, 3698 2377. 919. 866 SHEAR -39.5 79,0 231.5 186.7 149.1 110.3 -147.0 -184 8 -220.0 •39.3 32 7 •-•fO 3 520. 832. 2297. 1047, 5470. 6363. 6647. 6282 5145. 3087. 0 ",•>'• 'y?'A SHEAR -4.1 100.B 241.4 215.4 185.1 151.1 -106,7 -144 4 -204.8 -345.8 0 0 ",•>'• 'y?'A HORIZONTAL MEMBER STRESSES LL HAX FOS BOTTOH FIBER '..^*- J .1 v 1 0. -ISS. -262. -320. -310. -328. 285, -213. -123, -52, -35. ii7 2 -54. -56. -137. -216. •366. -281. 26B. -219. -141, -51, -44. 1 -26, -46. •136. -240. •334. •377. 391. -372. -305. 181. 0. HORIZONTAL MEMBER STRESSES LL HAX POS TOP FIBER 1 0. 118. 199. 241. 256. 347. 215. 161. 92. 42, 30. 2 16. 46. 103. 163. 200. 212, 202. 165, 106, 40. 37. i ^; *•' 3 22. 37. 103. 181. 244. 284. 297, 381. 230, 137. 0. »;•:- Page 17 of 38 RT4_9•PRT 4/9/3003 11:06 AM File: DB • BDS - PC vl.3.7 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE Page 17 6i ! HEH LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT NO 1 0. 7730. 13075, 16153. 17119. 16059 13013. 8013, 1321. •6640. -15205 2 -13260. -6307, 234. S210. 8078, 8741 7317. 3685. -2069. •9583. -17388 <•. - •> { -11655.) 3 •30634. -9152. 1387, 10215. 16729. 20721 22122. 30883. 16883, 9970. 0 ( •13244.) <!?.'/ f!",i HORIZONTAL HEHBER STRESSES FOR DL-fLL MAX POS BOTTOM FIBER i-"b 6,''j 1 0. -453, -775. -958. -1015. •952, •771. -475. -72. 363. 661. *^16 2 587. 342. •14. -309. -479. -518. •434. •219. 123. 529. 784. 3 918. 502. -83. •606. -992. -1229. -1311. •1338. -1001. -535. 0. s]: HORIZONTAL HEHBER STRESSES FOR DL'LL MAX POS TOP FIBER 6 ''S 1 0. 344. 584, 722. 765. 718. 581. 359. 55. -291. -567. *i 2 -503, •276. 10. 233. 361. 391. 327. 165. -92. -421, •672. 3 -787. -402. 62. 456. 748. 926. 989, 933, 754. 444, 0. { -13133,) ( -15584.) Page 19 of 38 4/9/2003 11:06 AM DE - BDS • PC vl.3.7 1163 RANCHO SANTA PE RD RIGHT BRIDGE 01/09/03 Page IB LL NO, 1. LIVE LOAD SHEAR ENVELOPES ANO ASSOCIATED MOMENTS MEHBER 1 LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 287.0 245.1 204 .1 165.5 129.0 95.5 65.7 40.1 20.5 10.9 7.2 HOH. 0. 2650. 4420. 5368. 5579. 5164. 4262. 3036. 632. 377, 521. •ii" NEG. V -21.2 -30.8 •52.1 •89.7 •130.0 -168.3 •204.1 -236.6 •265.3 •239,6 -310.5 WM. 0. 1197. 2846. 4563. 5349, 5370. 1730. 3558. 2014. 27B, -4127. RANGE 308.2 276.0 256.6 255.3 259.0 263.9 269.8 376.7 285.9 300.5 317.7 •y-^'A LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MCMENTS MEMBER 2 LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIGHT POS. V 302.7 275.9 243.6 207.4 169.1 130.4 93.1 63.6 44.4 34.3 33.3 ^ j7 MCM. -1287. 575. 2272. 3589, 4374. 4 552. 4130, 1703, 1055. 1643. 559. NEC V -14.0 -45.0 -52.0 •70,9 -94.6 -128,3 •167,0 •305,4 •241.9 -374.7 •307,2 MOM. 795. 2028. 2064. 2305. 3379. 4547. 4400. 3643. 2342. 643. •4660. RANGE 316.7 320.9 295.6 273.3 263.7 258,7 260.0 269.0 286.3 309.0 340.5 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS ^ MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT fi 6 •;£•; POS. V 334,2 294.4 267.9 240.2 208.1 173.2 135.2 95,0 54.5 33,0 16.1 657 MOM. -5094. -1251. 2213. 3998. 5395. 6211. 6281. 5478. 3773. 1810. 0. NEG. V -4.2 -8.3 -19.5 -40.0 •65.1 •95.3 -133.9 -165.6 -204.8 -215.3 -287.9 MOM. 336. 936, 1961. 3514. 4930. 5984. 6477. 6242. 5145. 3087. 0. ^ ;.L RANGE 338.5 302.7 287.4 280.1 273,8 268.5 264.1 260.7 359.3 273.3 304.1 Page 19 of 38 RT4_9.PRT 4/9/2003 11:06 AM -iV-; LL NO. 1. b7o S,'7 MEMBER 1 LEFT O.'i POS. V 827,7 tiQ NEG. V 519.5 •^.•i?. LL NO. 1, i-.; HEMBER 2 LEFT '^.Z'- POS. V 993.5 '."I NEG. V 651.3 i;39 LL NO. 1. •i9: HEMBER 3 LEFT POS. V 1311.0 {!=;•; NEG. V 972.5 DE - BDS - PC vl,3.7 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT ,3 PT .1 PT ,5 PT .6 PT .7 PT 644.9 363.9 815.1 494.3 1098.0 795.3 466.7 210.1 291.5 118.8 36.2 -110.3 -51.0 -217.0 -378.9 •311.8 -486.8 -655.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT 636,7 341 .1 457.9 179.6 276.9 13.2 95.5 -163.2 -84.5 -344.5 •356.6 •525.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT ,5 PT . 6 PT .7 PT 910,6 623.2 724.6 414.5 531.5 260.7 341.0 72.5 144.7 -119.1 -53.8 •311,4 -534.7 -820.6 •418.5 •704.8 -252.6 •511,9 Page 19 .8 PT .9 PT -684.3 -835.8 -984.8 -1153.5 -573,9 -729,4 •883.0 -1069,9 -138.5 •712.3 -614.0 -918.1 ) Page 20 of 38 RT4_9.PRT 4/9/2003 11:06 AM •i-l-i: v;} LL NO. 1, SUPPORT JT. 1 POSITIVE DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 20 LIVE LOAD SUPPORT RESULTS HAX, AXIAL LOAD 77,6 -5,7 AXIAL LOAD MOMENT- MAX. LONGITUDINAL MOMENT AXIAL MOMENT LOAD TOP BOT. 0.0 0,0 POSITIVE NEGATIVE 133.6 -13.8 23. 111. 63.2 61.7 395, -332, POSITIVE NEGATIVE SUPPORT JT. 4 POSITIVE NEGATIVE 142.3 •10.1 77,3 -4,4 -190. -95. 59. B 76.4 0.0 0.0 7 7,! lA'i THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 360. -533. Page 31 of 3S RT4_j. PRT File: DE • BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 21 4/9/2003 11:06 AH 7 30 •••Vi ''.!o 7 3 It 750 PRESTRESS CCMBINATION DATA NO PRESTRESS COHBINATION DATA GIVEN SO DEFAULTS WERE USED. LIVE LOAD NUMBER 'l' RESULTS DSED FOR P/S DESIGN OR ANALYSIS. THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OF MOMENT t SHEAR REQUIREMENTS, D.L. LOAD FACTOR: 1.30 L.L. LOAD FACTOR: 2.17 PHI FACTOR FOR SHEAR: 0.90 PHI FACTOR FOR HOHENT; 0.95 ULTIMATE MOMENT APPLIED - 1.30 X (DL-tADL) *• 2.17 X (LL-H) * 1.00 X (P/S SBC. MOMENT) ULTIMATE SHEAR APPLIED - 1.30 X {DL-tADD *• 2.17 X ILL-H) * 1.00 X (P/S SEC SHEAR) Page 23 of 38 DE • SOS - PC vl.3.7 1163 RANCHO SANTA FB RD RIGHT BRIDGE 04/09/03 '•\ INPUT PRESTRESSED DATA Page 32 HEH NO. LLT/X LLP/Y LRT/Z YLT/TYPE YLP/SLOPE YRT u K 1 0.00 0.40 0.10 2.58 4.33 1.42 0 15 0.0002 2 0.10 0.50 0.10 1 .42 1.33 1.42 0 15 0.0002 3 0.10 0.60 0,00 1.42 4,33 3.53 0 15 0.0002 XLT(FT) - 0.0 XRT(FT) - 0.0 STEEL STRESS(KSI) - 270. JACKING % - 0.75 JACKING ENDS - B ANCHOR SET(IN); LEFT - 0.375 RIGHT - 0.375 CONC. STRENGTH(PSI) - 4000. ALLOW. TENSIONIPSI) - -379. P-JACK(KIPS) • LOW-LAX - YES 9000. SHORTENING PERCENT- 100 TOTAL LOSSES(KSI) PLOT PATHS - YES PLOT STRESSES » YES RELATIVE HUHIDITY * 1/9/2003 11:06 AM 3 7-12 CABLE PATH OFFSETS HEHBER LEFT 1 2.58 2 1.42 3 1.42 CABLE PATH ECCENTRICITIES .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT . PT .9 PT RIGHT 3.35 3.89 4,22 4.33 4.23 3.94 3,16 2 78 1.91 1,12 2.00 3.02 3.75 4,18 4.33 4.18 3,75 3 02 2,00 1,12 1.90 2.78 3.46 3.94 4.23 4.33 4.22 3 89 3.35 2.58 •' ?:/ 1 0.195 0.972 1 529 1 857 1 966 1 869 1 578 1 093 0 414 •0 544 •1 118 2 -1.113 •0.4 57 0 657 1 384 1 821 1 966 1 821 1 381 0 657 -0 438 -1 118 ol;i 3 -1.118 -0.540 0 414 1 093 1 578 1 869 1 966 1 857 1 529 0 97 3 0 195 FORCE COEFFICIENTS 1 0.812 0.818 0 823 0 828 0 833 0 B37 0 84 2 0 846 0 851 0 856 0 845 Sli'.' 2 0.845 0.832 0 826 0 820 0 814 0 810 0 B16 0 821 0 327 0 833 0 846 Page 23 of 33 RT4_9. PRT INITIAL FORCE COEFF. AT POINT OF NO HOVEHENT DE - BDS - PC vl.3.7 0.908 04/09/03 1163 RANCHO SANTA FE RD RIGHT BRIDGE SECONDARY MOMENTS TRIAL 20 FRAME 1 HEHBER LEFT END 1 0.000 1 0.000 P/S HOMENT COEF. PATH 01 FEM'S DUE TO SECONDARY EFFECTS BEFORE BALANCING MEMBER 3 LEFT END 0.978 RIGHT END MEMBER LEFT END RIGHT END 0.967 2 0.650 0.647 OEM'S DUE TO SECONDARY EFFECTS 0.818 2 0.739 0.752 *" SIDESWAY NOT CONSIDERED. FRAHE CANNOT SWAY. "' ADJUSTED FOR LOSSES t SECONDARY HOMENTS BUT NO SHORTENING RIGHT END 0.000 NO LEFT 1 PT 2 PT 3 PT 1 PT 5 PT 6 PT 7 PT 8 PT 9 PT RIGHT 1 -0 1585 -0 7139 -1 0940 -1 2917 -1 3106 -1 1557 -0 8378 -0 3530 0 3016 1 2013 1.7623 2 1 6810 1 1202 0 1999 -0 3918 -0 7382 -0 8168 -0 7379 -0 3884 0 2065 1 1151 1.6983 3 1 7885 1 2212 0 3186 -0 3128 -0 8333 -1 1555 -1 3133 -1 2964 -1 0991 -0 7176 -0^1599 4/9/2003 11:06 AM 3 0.846 0.958 0.858 0.B53 0.848 0,814 0.839 0.334 0.829 0.324 0.819 THE POINT OF NO HOVEHENT IS IN SPAN 2, 54.53 FEET FROH THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LENGTH IS 98.76 THE RIGHT ANCHOR SET LENGTH IS 107.49 THE FORCE COEP. AT THE LEFT END IS 0.B12 THE FORCE COEF. AT THE RIGHT END IS 0.819 Page 34 of 38 RT1_9. PRT 4/9/2003 11:06 AM File: DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE FEHS DELTAS IN COLUMNS DUE TO SHORTENING - PJACK-1 TRIAL -20 FRAHE -1 PATH -01 MEM 04/09/03 Page 24 NO 4 5 FEH LT. END 0.00000000 0.00000000 PEM RT. END -0.19655024 -0.47133755 DELTA TOP OP COL^ (POSITIVE TO RIGHT) -0.00000201 -0.00000411 POINT OF NO MOVEMENT • LEFT END OF MEMBER 1 St', 3f^5 P/S MOMENT COEP. ADJUSTED FOR LOSSES G SECONDARY HOMENTS t SHORTENING ii?. SKI HEM NO LEFT .1 PT 2 PT .3 PT .4 PT .5 PT .6 PT .7 PT 8 PT 9 PT RIGHT : 1 -0.1535 0.7098 -1 0378 -1.3824 •1.2982 -1.1102 -0.8193 -0.3313 0 3264 1 2292 1.7933 sn 3 1.5347 1,0093 0 1271 •0.4261 -0.7342 -0.8045 •0.6572 -0.2694 0 3638 1 3107 1.9322 s 3 1,6459 1,0929 0 2045 •0.4426 -0.9188 -1.3268 -1.3701 -1.3392 -1 1276 -0 7319 -0.1598 Page 25 of 38 4/9/2003 11:06 AM File: 04/09/03 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE TRIAL 20 FRAME 1 PATH 01 HORIZOHTAL MEHBER STRESSES PRESTRESS ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) Page 25 MEM HO LEFT .1 PT .2 PT .3 PT .1 PT .5 PT ,6 PT .7 PT .8 PT .9 PT RIGHT 1 586 863. 1060, 1156. 1166, 1094. 945. 717. 408. •2. -221. 2 -117 80. 486. 714. 887. 917. 851. 671. 374. -51. •376. 3 •161 59. 470. 771. 997. 1140, 1205. 1187, 1083. 878. 591. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) 1 457 276. 155. 89. 87. 116. 361. 141. 679. 967. 1120. 2 1031 871. 591. 390. 276. 218. 304. 447. 677. 986. 1169. 3 1070 923. 640. 406. 232. 119. 65. 73. 14 5. 271. 4 61. 5 Page 26 of 38 4/9/2003 11:06 AM i i TRIAL 20 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE PATH 01 04/09/03 Page 26 1 •:!': HORIZONTAL HEM NO LBPT MEHBER HOMENTS DUE .1 PT .2 PT TO P/S .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 'l''l 1 -1268 -5679. 8703. 10259. •10385. -9122. -6554, -2650. 2611, 9833. 14346. •1 : 2 12277 9073. 1017. -3409. -5873. -6436. -5258, •2156. 3910. 10486. 154 58. •1; •} 1 'i 3 13167 974 3. 1636. -3541. -7351. -9915. -10963. -10713. •9021. -5855. -1278. •lis 9", •• ?'. i 3.! i.i VERTICAL MEMBER MCMENTS DUE TO P/S MEH NO LEFT ,1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT BIGHT •lis 9", •• ?'. i 3.! i.i 4 0 •207. -414. -631. -827. -1034. -1241. •1448. -1655. -1862. -2069. •lis 9", •• ?'. i 3.! i.i 5 0 •229, -458. •687. -916. -1145. -1374. •1603, -1832. -2061. -2290. •?'J.) ^.•1 TANGENTIAL ROTATIONS •I?..; SPAN LT. END •?-J-6 1 -0.001866 '!,>= 4 -0.000362 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. END 0.000174 0.000725 0,000171 -0.000369 RT. END •0.000176 0.000737 SPAN 3 LT. END •0.000476 RT. END 0.002322 a'if. "i7 •3M- E- 3600. B- 3600, E- 3600. IN FEET AT 1/10 POINTS FROM LEFT END DOWNWARD POSITIVE 0.000 •0.019 0.035 •0.046 •0 050 •0,048 •0.041 -0.030 0.017 •0,006 0 000 0,000 -0.002 0.008 -0,015 -0 020 -0.022 -0.019 -0.012 0.005 0,001 0 000 0.000 •0.011 0.028 -0.017 •0 063 -0,072 -0.074 -0,067 0.051 -0.028 0 000 FEET AT 1/10 POINTS FROH LEFT END. 0.000 -0.001 0.002 -0.003 -0 001 -0.004 -0.004 -0.004 0.003 -0.002 0 000 0.000 -0.001 0.002 •0.003 -0 003 •0.004 -0.001 -0.001 0.001 -0.002 0 000 1 1 page 37 of 38 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 37 ''•?. TRIAL 20 PRAI4E 1 •1 :•. I HORIZONTAL HEM NO LEFT MEHBER STRESSES FOR .1 PT ,3 PT ALL P/S .3 PT PATHS .4 PT BEFORE LOSSES BOTTOM FIBER (PSI) .5PT .6PT .7PT .8PT .9 PT RIGHT 1 657 966. 1197. 1291, 1305. 1224 1056. 801. 456. -2. •246. 2 •139 63. 539. 832. 995. 1032 959. 758. 428. -50. -298. '•i'.i'2 •JO,! a*;.-. 3 •187 58. 517. 857. 1107. 1369 1343. 1325. 1210. 982. 662. '•i'.i'2 •JO,! a*;.-. HORIZONTAL MEHBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) 9Ct 1 512 310. 173. 99, 97. 163 291. 492. 758. 1079. 1250. "^P : 2 1158 990. 665. 138. 309. 276 337 . 495. 751. 1095. 1297. 9.'i! •1 •• i 3 1201 1035. 719. 157. 263. 136 75. 83. 161. 307. 516. 4/9/2003 11:06 AM ) Page 28 of 38 4/9/2003 11:06 AM •.»'.';! > ,'1 39- ••i-n File: 01/09/03 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES BOTTtW FIBER (PSI) Page 28 KEH NO LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT 1 586. 862, 1060. 1156. 1166. 1094. 945. 717. 403, -2. -221. 3 -117. 80. 486, 744. 887. 917, 351. 671. 371. -54. -276. 3 -161. 59. 470, 774. 997. 1140. 1205. 11B7, 1033. 873. 591. HORIZONTAL HEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) 1 457. 276. 155. 89. 87. 146. 264 . 441, 679. 967. 1120. 2 1031. 871. 591. 390. 276. 348. 304 . 447. 677, 986. 1169. 3 1070. 923. 640. 406. 232. 119. 65. 73. 145. 274, 461. Page 29 of 38 RT4_9-PRT 4/9/2003 11:06 AH •I-'i, File: DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 29 I'JS TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES DL + P/S BEFORE ALL LOSSES BOTTOM FIBER (PSI) MEM S03 NO LEFT .1 PT .2 PT .3 PT , 4 PT 5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT S03 1 657. 668. 674. 656. 631. 599. 570. 539. 506, 413. 4 53, 2 501. 481. 662. 739. 782. 794. 793. 759. 691. 529. 530. 3 761. 606. 571. 191. 440. 417. 426. 459. 515. 578, 662, HORIZONTAL MEMBER STRESSES DL •^ P/S BEFORE ALL LOSSES TOP FIBER (PSI) 1!";^ 1 512. 536. 560. 580. 605. 633. 661. 690. 720. 746, 651. •^1 s 2 610. 658. 573, 508. 470. 455. 463. 495. 552, 633. 5B6. V 1 3 389. 596. 679. 733. 766. 773. 767. 736. 6B8. 613, 516, Page 30 o£ 38 5-3 DE - BDS - PC 1163 RANCHO SANTA FE RD vl.3.7 RIGHT BRIDGE 04/09/03 Page 30 TRIAL 20 FRAME 1 HORIZONTAL MEM NO LEFT HEHBER STRESSES DL .1 PT .2 PT ••• P/S AFTER ALL .3 PT .1 PT LOSSES .5 PT BOTTOH FIBER (PSI) .6 PT .7 PT ,3 PT .9 PT RIGHT 1 586 564. 547. 518. 192, 470. 158. 455. 458. 414. 478. 2 523 478. 609. 651. 674, 680. 685. 672. 638. 535, 553, 3 787 607. 521, 103. 329. 288. 287. 321. 387. 474. 591, HORIZONTAL HEMBER STRESSES DL * P/S AFTER ALL LOSSES TOP FIBER (PSI) 1 457 502. 542. 569. 595. 616. 631, 639. 642. 634. 520. 2 482 549. 198, 460. 436. 427. 430. 446. 478. 524, 459, 3 258 484. 599, 681. 735 . 761. 757. 735. 670. 580. 461, HORIZONTAL MEMBER STRESSES DL > ADDED DL •>• P/S AFTER ALL LOSSES BOTTOM FIBER (PSI) 1 536 481. 403. 339. 302. 294. 321. 381, 472. 531. 674. 3 703 590. 644. 625 . 614. 613. 638. 672. 712. 688. 785. 3 1053 761. 539. 305. 112. 19. 30. 78. 192. 361. 591. HORIZONTAL MEHBER STRESSES DL * ADDED DL •^ P/S AFTER ALL LOSSES TOP FIBER (PSI) 1 457 566, 650. 704. 73B. 719. 731. 691. 631. 540. 353. 2 329 4 59, 472. 479. 482. 477. 465. 446, 432, 394. 260. 3 30 361. 588. 759. 877. 941. 951, 909. 317. 666. 461. Page 31 of 3e 1/9/2003 11:06 AM 1 '^ DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 31 TRIAL 20 FRAME 1 HORIZONTAL HEHBER STRESSES DL •*- ADDED DL •*• HAX POS LL I ••• P/S BOTTtM FIBER (PSI) HEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT ,6 PT 7 PT .8 PT 9 PT RIGHT ;:L;1 1 586 326. 141. 19. -38. •33. 37. 168. 350. 173. 636. 2 649 534. 507. 409. 348. 332. 370. 452. 571. 638. 741, 3 1033 715. 103. 66. -193. -329. -364 , 294. -113. 180. 591. HORIZONTAL HEHBER STRESSES DL * ADDED DL t HAX POS LL + 1 * P/S TOP FIBER (PSI) 1 457 684. 848, 946. 995. 996. 943. 855. 723. 582. 386. 2 374 501. 575. 642. 692. 689. 667. 611. 528. 134. 298. 3 55 397. 690. 940. 1121. 1226. 1248. 1189. 1047. 803, 461. HORIZONTAL HEHBER STRESSES DL -f ADDED DL -» MAX NEG LL * I * P/S BOTTOM FIBER (PSI) ::3^ 1 586 491, 430, 379. 356. 361. 102. 475. 580. 714 . 936. •:••"•'. 2 960 770. 768. 734. 729, 735. 766. 807, 861. 907, 1078. 3 1368 971. 646. 399. 213. 109, 77. 114. 216. 373. 591. 'j HORIZONTAL HEHBER STRESSES DL ADDED DL •• MAX NEG LL + I • P/S FOR TOP FIBER (PSI) • •::•> 1 457 556, 630. 674, 699. 698, 673. 623. 550. 393, 129. :: 2 108 311. 379. 399, 395. 386, 369. 341, 307. 220. 8. ;:^i': 3 -210 193. 508. 696, 823. 897. 915. 892. 799. 657. 461. ..». Win Pjaclt = 000, Kips Cone Strengtli at 29 Days - 3420, psi at stressing = 1445, psi "" 4/9/3003 11:06 AM ) Page 32 of 38 4/9/2003 11:06 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 32 TOTAL PE MOHENTS FOR ALL MEMBERS. HEH NO LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT ,9 PT RIGHT ••'?. I -1268. -5679. -8703, •10259. -10385, -9122. -6554. •2650. 2611. 9833. 14316. li: 2 12277. 8073. 1017. -3109. -5873. -6136, •5258, -2156. 2910. 10486. 15458. •3 13167, 9743. 1636. -3541. -7351. -9815, -10963. •10713. -9031. -5955. -1278. . i : i 4 0. -207. •414. -621. •827. -1034. -1241. -1443, -1655. -1862. -3069, 5 0. -229. -458. -637. -916. -1115. -1374. -1603. -1832, •3061. -2290. TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS SPAN LT. END RADIANS - CLOCKWISE POSITIVE RT, END SPAN LT. END RT. END -0.000476 0.000737 1 -0.001866 0.000174 2 0.000174 4 -0.000363 0.000725 5 -0.000369 HORIZOHTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END MEMBER 1 E- 3600. SPAN 3 LT. END -0.000476 RT. END 0.002322 - DOWNWARD POSITIVE MEMBER 2 MEHBER 3 B- 3600. E- 3600. 0.000 •0.019 0,035 0,04 6 -0 050 -0 048 -0.041 -0.030 0,017 0.006 0 000 0,000 •0.002 0.008 0.015 -0 020 •0 022 -0,019 -0.012 0,005 0.001 0 000 0.000 -O.OIl 0,023 0.047 •0 062 -0 072 •0.071 -0.067 0.051 0.028 0 000 FEET AT 1/10 POINTS PROM LEFT SND. 0,000 -0.001 0.002 0.003 •0 004 -0 004 •0.004 -0.004 0.003 0.002 0 000 0.000 •0.001 0.002 0.003 -0 003 -0 004 -0.004 •0.004 0.003 0.002 0 000 Page 33 of 38 RT4_9 . PRT DB • BDS - PC vl,3.7 1163 RAHCHO SANTA FE RD RIGHT BRIDGE 04/09/03 Page 33 [ii' TOTAL TOP PF FOR TRIAL .i'.i HEH NO LEFT .1 PT .2 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, 6346. 67 59. 2 6759. 6653. 0. 0. 0. 0, 0. 0. 0. 6663. 6771, 3 6771. 6865. 0. 0. 0. 0. 0. 0. 0, 0. 0. TOTAL BOTTOM PF FOR TRIAL 1 6499. 6540. 6582. 6623. 6663. 6696. 6734 . 6772. 6809. 0. 0. 2 0. 0. 6604, 6559. 6514, 6430. 6524. 6569. 6614. 0. 0. 3 0. 0. 6860. 6833, 6796. 6748. 6715. 6674. 6634. 6593. 6552. 4/9/2003 11:06 AM Page 31 of 39 1/9/2003 11:06 AM DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD RIGHT BRIDGE LONG TERM LOSSES 04/09/03 Page 34 '••A MEM ' 1 NO LEFT .1 PT .2 PT .3 PT TOTAL LOSS (KSI) .4 PT .5 PT = 3H * .6 PT ES CRC .7 PT * CRS .8 PT .9 PT RIGHT ••; 1 18.1 18.6 18.7 18.6 18.4 19.4 18.6 18.9 19.3 19.3 17.5 '7 2 17.9 18.5 19.0 19.5 20.1 20.4 20.6 20.2 19.5 18.2 16.6 3 15-9 19.0 19.4 18.4 17.3 16.3 16.1 16.6 17.5 19.2 13.3 SHEAR DESIGN - AASHTO 1991 LEFT .1 PT .2 PT ,3 PT .4 PT . 5 PT .6 PT .7 PT .8 PT .9 PT RIGHT MEHBER: 1 "^^^ V-CABLE 508. 396, 266. 131. 1. 120. 242. 364. 489. 566. 76 1 L. ^ •' SECONDARY 61, 61. 61. 61. 61. 61. 61. 61. 61. 61. 61 •: 3'"' VU 1582. 1258. 941. 630. 324. 519. 853. 1151. 1410. 1725. 2012 "'- ?',' VC 2172. 1974. 1072. 636. 430. 634. 957. 1499. 1925. 2158. 1724 : • 'sZ REQD VfEB 84. 79. 74. 71. 74. 74. 74. 74. 74. 79. 84 1:",'; AS(IN)/FT 0.84 • 0.79 • 0.74 * 0.71 ' 0.74 * 0.74 ' 0,71 ' 0.74 ' 0.74 ' 0.79 ' 1.94 MEHBER: 3 • 91 1 •;. -; V-CABLE 37. 628. 508. 337. 167. 0. 168. 337, 509. 629. 14 : • at SECONDARY 1. 1. 1. 1, 1. 1. 1. I. 1. 1. I 1; 5 7 VU 1911. 1497. 1185. 863, 548. 336. 657. 978. 1295. 1608. 1931 VC 1677. 1899, 1338 . 1118. 840. 538, 963. 1613. 994. 1464. 1634 ;:.!•) REQD WEB 84, 79. 74. 74. 74. 74. 74. 74. 74. 78. 84 AS(IN)/FT 1,27 0.79 ' 0.74 ' 0.74 • 0.74 • 0.74 -0.74 • 0,74 • 1.68 1,22 1.94 HEHBER: 3 V-CABLE 65. 489. 423. 316. 210. 104. 1. 116. 231, 341. 411 11;! SECONDARY -54. -54. -54. -54. -51. -54. -54. -51. -54. -51. -54 '."''••i. VU 229 3. 1923. 1598. 1275. 942. 602. 318. 661. 1010. 1361. 1726 \'J.\:' VC 1672. 2079. 1953. 1409. 861. 516. 420. 526, 922, 1736. 2111 REQD WEB 84. 79. 74. 74. 71. 71. 74. 74. 74. 78. 84 •_y.\-\ AS (IN)/FT 3.31 0.79 * 0.74 ' 0.74 ' 0.71 • 0.74 ' 0.74 ' 0.79 0.76 0.78 ' 0.84 \'i\_ ->.-->. NOTE: AFTER REOD WEB INDICATES ADDITIONAL WEB WIDTH REQD. AFTER AS(IN)/FT INDICATES MINIMUM BEQD, Page 35 of 38 ,1 1 RT4_9 .PRT 4/9/2003 11:06 AK DE -BDS • PC vl ,3.7 01/09/03 Page 35 VJ::-, • '-. 1163 RANCHO SANTA FE RD RIGHT BRIDGE VJ::-, • '-. AASHTO ULTIHATE VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a SECOND MOMENT (K-FT) ULT MOM APPLD (K.PT) ULT HCM RESIST (K-FT) AVERAGE FSU (KSI) NEUTRAL AXIS (IN) MILD STEEL REQD (SQ.IN) COMBINED STEEL RATIO VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a MEMBER: 1 VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a 0 0 PT, 0. 0 0 0 00 0 00 0 00 0 000 VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a 0 1 PT, 654. 14857 30389 257 45 5 66 0 00 0 102 VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a 0 2 PT. 1309. 25309 35992 259 99 5 72 0 00 0 088 VAV-I ••m •.22'. 'i'AT/.i 1 A'''- : •^.•A-: ]. ^•' :->a 0 3 PT, 1962. 31585 39398 261 33 5 75 0 00 0 082 0 4 PT. 2616. 34021 40541 261 SO 5 76 0 00 0 080 ::-j <-. 0 5 PT. 3270. 32801 39528 261 38 5 75 0 00 0 082 ::-j <-. 0 6 PT. 3924. 28019 36504 260 10 5 72 0 00 0 087 • Al^ 0 7 PT. 4578. 19733 31523 257 95 5 67 0 00 0 099 0 8 PT. 5233. 8305 24 675 254 88 5 61 0 00 0 121 : A -. 0 9 PT. 5886. 14062 32007 255 13 7 12 0 00 0 119 1 > •"> • / •'• 7 1 0 PT. 6540. 37857 36883 256 86 7 17 0 00 0 106 1 > •"> • / •'• 7 MEMBER: 2 '.'A:.:: ' ';. 0 0 PT, 5911. 26361 36883 256 86 7 17 0 00 0 106 '.'A:.:: ' ';. 0 1 PT. 5921. 13507 31039 254 78 7 11 0 00 0 122 • •..•, ( :>,; 0 2 PT. 5931. 7486 27104 255 99 5 63 0 00 0 112 • •..•, ( :>,; 0 3 PT. 5941. 16459 31502 259 25 5 70 0 00 0 092 0 1 PT. 5951. 21672 39022 261 17 5 74 0 00 0 083 •S 0 5 PT. 5961. 22913 40511 261 80 5 76 0 00 0 080 0 6 PT. 5971. 20410 39022 261 17 5 74 0 00 0 083 ' A 0 7 PT. 5995. 13989 31502 259 25 5 70 0 00 0 092 Page 36 of 38 RT4_9.PRT 1/9/2003 11:06 AM • A."->. 123^ 12 >y •>9: i~91 I2)i i.,!SP ;2-?" i.3:iO i ioi. ir.tc-i •,'.(} 1 :.)^t'; : J!v; i:iC-6 1313 0 S PT. 5995. 6984. 21036. 251.09 6.99 0 00 0.170 0 9 PT. 6005. 20078. 31039. 254,73 7.11 0 00 0.122 1 0 PT. 6015. 34031. 36883. 256.96 7.17 0 00 0.106 DE - BDS PC vl.3.7 01/09/03 Page 36 1163 RANCHO SANTA FE RD RIGHT BRIDGE AASHTO ULTIHATE MOMENT SECOND HCMEHT (K-FT) ULT HCM APPLD (K-FT) ULT HOH RESIST (K-FT) AVERAGE FSU (KSI) NEUTRAL AXIS (IN) MILD STEEL REQD (SQ.IN) COMBINED STEEL RATI MEMBER: 3 0.0 PT. 67 37. 38200. 36383. 356 36 7 17 4 46 0 109 0.1 PT. 6063, 18861, 32007. 355 13 7 13 0 00 0 119 0,2 PT. 5389, 8853. 24675. 254 88 5 61 0 00 0 121 0,3 PT. 4716. 23769. 31523. 257 95 5 67 0 00 0 099 0.4 PT. 4012. 31664. 36504, 260 10 5 72 0 00 0 037 0.5 PT. 3368. 41095. 39533. 261 38 5 75 5 18 0 034 0.6 PT, 2695. 42B9J. 10541. 261 30 5 76 7 76 0 084 0.7 PT, 2031, 39967. 39398. 261 33 5 75 1 88 0 083 0.8 PT. 1317. 32055. 35992. 259 89 5 72 0 00 0 038 0,9 PT. 674. 18827. 30389. 257 15 5 66 0 00 0 102 1.0 PT. 0. 0. 0. 0 00 0 00 0 00 0 000 TENDON ELONGATION PATH NO. 01 P-JACK (KIPS) % JACK 75. FY (KSI) 270. AS (SQ IN) AVE STRESS (KSI) 8000. NOTE: TENDON LENGTH INCLUDES 4 FEET FOR JACKS. HODULUS USED FOR P/S STEEL IS 28000. KSI TENDON LENGTH (FT) • ELONGATION (IN) Page 37 of 38 RT4_9 . PRT 4/9/2003 11:06 AH ^'il-! ..!'.i?. .•i,?3 ; tn • y:-i : 12 :..i3.i ; iri-; 13 .i > -.;:)7 ] r-z 13.iS •• 13-;:) DB - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD RIGHT BRIDGE •APPROXIMATE QUANTITY' 04/09/03 Page 37 CONCRETE SUPER CONCRETE SUB P/S TRIAL 1098 CY, 100 CY. 46595 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 IH TRIAL 0. THE CONCRETE SUBSTRUC^TURE QUANTITY IS BASED ON TEUAL 0 ONLY, THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. PLOTTING IHFORMATION *" NUMBER OF PLOTS - 2 LEHGTH OF PLOTS - 61 INCHES TIME TO PLOT - 135 SECONDS Run Time: 00:00: 1,27 End of Run. Page 38 of 38 4/9/2003 11:26 AM RRRRRRRRtt RRNRRRttRBRR RRttRRRRRRRR* RRRR RRRR RRRR RRRR RRtlRttRRRRRR RRItRIIRIRilRtt RRRR RRRR RRRR RRRR RRRRRRItRRRRR ItKttRflRttRttRR RRRRRRIRR tttlttfltt«tttl« *R*R*R«R*fflt RRttRRRttRiRRR RRRR RRRR RRRR RRRR RRRR RRRR RRRR ItRRR tttttR RRRR RRRR RRRR RRRRRRRRRRRR RRRRRRRRRRR RtttRRRMRR RttltttRtt fttRRIRRNRR RRRRRRRRRRRR RRRR RRRR RRRRR RRRRRRR RttRRRRR RRRRR RRRR RRRR RRRRRRRRRRRR RRRRRItRRRR RRRRRII RRRRRR RRRRRR RRRRRRRR RfRRRRRR RRRRRRRRRR RRRRRRRRRR RRRtt RRRR RRRR RRRR RRRR RRRR RRRRRRR RRRRRR RRRR RRRRRRR RRRRRR RRRR RRRR RRR RRRR RRRR RRRRRRRRRR RRRRRRRRRR RRVRRRRR RRRRRRRR RRRRRR RRRRRR BDS PC Version 1.3.7 (04/05/93) (c) 1990-93 Doklten Engineering All rights reserved. iS Date: 13/20/00 <i.O Time: 11:41:18 I--: File: RE6r_P.txt user: Unltnown Page 1 of 42 RTBR_P.PRT 4/9/2003 11:36 AM Sorted Input Data I 2 3 4 5 6 7 8 133456789012345678901234 5678901234 5678901234567890133456789012345678901234567890 ?fi 1163 RANCHO SANTA FE RD RIGHT BRIDGE (permit) 000 010102P H1081 3600 150 100 020203 H1132 3600 150 100 •i.i 030304 RH1256 3600 ISO 100 6\: 040502P 397 45 3250 150 100 t-050e03P 373 15 3250 150 100 b'A 010000 518 550 789 600 412119200118200 35 713 35 713 01 200 j; 010300 518 550 789 600 412113200113200 35 713 35 713 02 300 01087002 200 011031 518 550 789 900 412119200118200 35 713 35 713 03 200 •i'j 02000003 200 ii7 03004003 200 '3 02020002 200 69 03093202 300 /:: 02113203 200 71 03000003 200 ''1 03004003 200 75 03020002 200 03104002 200 •'i 03125601 200 040000 177 6039 201 77 050000 177 6039 201 J" 0101 355 U 001135 BARRIER RAIL OVERLAY UTILITIES 300 •'•? 0102 355 U 001133 BARRIER RAIL OVERLAY UTILITIES 300 0103 355 U 001300 BARRIER RAIL OVERLAY UTILITIES 300 SI. 01 3700 3700 10 500 3A 1 P13 1501 '•?'. 1 550 3010101 1010 259 433 142 2027075B 3 31 B00040 11 600 S'., 3010103105010 112 433 142 20270753 3 31 11 600 30101031060 142 433 259 2027075B 3 31 11 600 Page 2 of 42 4/9/2003 11:26 AM DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FB RD RIGHT BRIDGE(permit) FRAHE DESCRIPTION END HEH JT. COND NO LT RT LT RT DIR SPAN /-•-/ /•-•/ /••-/ /-•-/ / / /-108.1 113,2 125,6 29,7 27,3 SUPPORT OR I HINGE •-•-/ / 0.00 0.00 0.00 0.00 0.00 DEAD LOAD UNI SEC RT -/ / -/ / ••-/ /-0 0 3600. 0 000 .150 0 00 0 0 3600. 0 000 .150 0 00 0 0 3600. 0 000 .150 0 00 1 5 3250. 0 000 .150 0 00 1 5 3250. 0 000 .150 0 00 0,00 0.00 0,00 0.00 0.00 CARRY OVER FACTORS RECALL LT RT HEM // /•---/ 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 Page 3 of 12 RTBR^.PRT 4/9/2003 11:26 AM File; DE -BDS -PC vl .3.7 12/20/00 ll'^ 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit) Section Properties • input ID/ Hem Re '.•za Ho Loc. Call Z y w D Top Bot No W T w Fact T W Fact L 1'.!? +/- Code V/D H Z Y Area Izz • iO 1 0 0 0.0 0.0 51. 5.50 7.98 6 00 4 12 1 18. 2.00 1 IS 2.00 3.5 1 20 0 0.0 0.0 51. 5.50 7.88 6 00 4 12 1 13. 2.00 1 13 2.00 3,5 '.••?. 1 87 0 02 Recall Only 1 L.i 1 108 1 0.0 0.0 51. 5.50 7.88 9 00 1 12 1 18. 2.00 1 18 2.00 3.5 11 i SECTIOH PROPERTIES -OUTPUT i; 1 HEM lis NO LCK. DEPTH Z-BAR Y-BAR AREA IZZ lYY E 12a 1 0 0 5.50 25.90 3.12 88.00 371 43 19096 66 3600.00 ••:}.2 1 30 0 5.50 25.90 3.14 84.02 367 37 17479 06 3600.00 12t 1 87 0 5,50 25.90 3.14 84.03 367 37 17479 06 3600,00 1 108 I 5.50 25.90 2.96 93.67 408 60 19796 90 3600.00 MEMBER 1 PROPERTIES ::. .iO LENGTH 108.1 MIN •I: 0.132E-f07 STIFF: 4 052 LT 1 143 RT CO. : 0.512 LT 13,! Section Properties -Input 3 , ! Mem Re us Ho Loc. Call Z Y W D Top Bot No W T w Fact T W Fact L Ex In L Ex In B Store E E-store Store 7. 13. 3.5 7. 13. 3600. 01 7. 13. 3.5 7. 13. 3600. 02 7. 13. 3.5 7. 13. 3600. 03 */• 2 0.0 03 2 1.0 03 2 20.0 02 2 93.2 02 2 113.2 03 Code V/D •' Recall Only " Recall Only " Recall Only *- Recall Only " Recall Only SECTION PROPERTIES - OUTPUT •; MEM " NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY E Z 2 0.0 5.50 25,90 2.96 93.67 408 60 19796 90 3600 00 :! 2 1.0 5.50 2 5,90 2.96 93.67 408 60 19796 90 3600 00 2 20.0 5.50 25,90 3.14 81,02 367 37 17179 06 3600 00 Ex In L Ex In E Store E E-store Store Page 4 of 12 4/9/2003 11:36 AM 2 93.2 2 113.2 5.50 5.50 25.90 25.90 3.14 81.02 2.96 93.67 367.37 408.60 17479.06 3600.00 19796.90 3600.00 Page 5 of 42 RTBR_P.PRT 4/9/2003 11:26 AH Pile: DE - BDS • PC vl.3.7 12/20/00 Page 3 1163 RANCHO SANTA PE RD RIGHT BRIDGE (perml t) HEHBER 3 PROPERTIES LENGTH: 113.2 HIN E'l: 0.132E+07 STIFF: 1.178 LT 1.159 RT CO.: 0.509 LT 0.511 RT 16:; Section properties - input LL: Hem Re it.-! No Loc. Call Z y w D -•/ - Code V/D - 7 u 3 0,0 03 " Recall Only 3 4,0 03 " Recall Only ; ''A, 3 20.0 02 '• Recall Only 3 104.0 02 •* Recall Only 17; 3 125.6 01 *• Recall Only SECTION PROPERTIES • OUTPUT Top BOt NO W Z w Fact T w Fact Y Area Izz L Ex In E E-store Store •-.St, NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY B 3 0.0 5.50 25.90 3.96 93.67 408 60 19796 90 3600 00 3 4.0 5.50 25.90 2.96 93.67 408 60 19796 90 3600 00 3 20.0 5,50 25.90 3.14 84.02 367 37 17179 06 3600 00 3 104.0 5.50 25.90 3.14 84.03 367 37 17179 06 3600 00 3 125.6 5,50 25.90 3.12 88.00 374 43 19096 66 3600 00 HEHBER 3 PROPERTIES LENGTH: 125.6 MIN E'l: 0.132E+07 STIFF: 4.113 LT Section Properties • Input 4.051 RT CO.! O.SOO LT 0.512 RT •f.' Mem Re .1" HO Loc. Call W D Top Code V/D *• ASSUMED DATA26 Bot No W T SECTION PROPERTIES - OUTPUT HEH NO Ltx:. DEPTH 0.00 Z-BAH 0.00 y-BAR 0,00 AREA 17.70 IZZ 60,39 W Fact T W Fact L Y Area Izz lYY 0.00 Ex In E L Ex In E Store E-Store Store Page 6 of 42 4/9/2003 11:26 AH MEHBER 4 PROPERTIES l^li. LENGTH: 29.7 HIN E'l: 0.196E-f06 STIFF: 1.000 LT 4.000 RT CO.: 0.500 LT 0.500 RT i Section Properties • Input 2 1S Hem Re No Loc. Call z Y w D Top BOt HO w T w Fact T w Fact L Ex In L Ex In E Store +/• CcxJe V/D H Z Y Area izz E E-Store Store :':3 " ASSUMED DATA26 '2'Vi 3 Page 7 of 42 4/9/2003 11:26 AM "SO 27,'- y2\ ?>.: A.?<i Z2 : -2Z >.'i<; 2i:, 'A'i-^ File: DE - BDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA PE RD RIGHT BRIDGE(permit) Section properties - Input Page Hem Re No Loc. call Z Y W +/- Code SECTION PROPERTIES • OUTPUT D V/D Top Bot NO W T W HEH HO LOC. 0.0 DEPTH 0.00 Z-BAR 0,00 Y-BAR 0.00 AREA 47.70 IZZ 60.39 Fact T w Area lYY 0.00 Fact Izz L Ex In B Store E-store Store 7.16 MEMBER 5 PROPERTIES AV-- I'M LENGTH: 27.3 HIH E'l: 0.196E+06 STIFF: DE • BDS - PC vl.3.7 ?i : "••3 2^J2 4.000 LT 4.000 RT 12/20/00 CO.: 0.500 LT Page 5 1163 RAHCHO SAHTA FE RD RIGHT BRIDGE(permlt) HO ERRORS FOUND FRAHE PROPERTIES END SUPPORT HEH JT COND OH NO LT RT LT RT DIR SPAN HIH E'l HINGE E •-/ // /--•/ // // // / 1 2 P H 108.1 0.1323B*07 0.0 3600, 2 3 H 113.2 0.1323E-'07 0,0 3600. 3 4 R H 125.6 0.1333E-^07 0,0 3600. 5 2 P 29,7 0.1963E-^06 4.5 3250. 6 3 P 27.3 0.1963E-^06 4.5 3250. /-•-/ /• 1 2 3 / /- CARRY OVER DISTRIBUTION FACTORS FACrrORS LT RT LT RT / / / 0.513 0.000 0,000 0.355 0.509 0.511 0.459 0.471 0.000 0.512 0.316 0.000 0.500 0.000 0,000 0,196 0.500 0.000 0.000 0.210 ""• IF MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROH LEFT END OF MEMBER ""• IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR HOMENT REDUCTION "" IF SUPERSTRUCTURE SECTIONS Oft PARTS CARDS ARE NOT USED MOMENT REDUCTION WILL NOT TAKE PLACE •-•« DE - BDS - PC vl.3.7 12/30/00 Page 6 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permlt) FIXED END MOHENTS TRIAL 0 MEH MEM NO FIXED END MOMENTS LT RT 0, -18905. 0. 0, DE - BDS - FIXED END MCMENTS FIXED END MOHENTS NO LT -13791. 0. RT -13695, 0, 12/20/00 Paqe Page 3 of 42 4/9/2003 11:26 AH 1163 RANCHO SANTA FE RD RIGHT BRIDGE (perml t) 2r., SIDESWAY DIAGNOSTICS Page 9 of 42 RTBR^.PRT 4/9/2003 11:26 AH File: DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA PB RD RIGHT BRIDGE(permit) '•• SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY. Page 8 HORIZONTAL HEMBER MCMENTS TRIAL 0 HEH NO LEFT .1 PT .3 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT -9 PT RIGHT J 0, 5080. 8655. 10754. 11379. 10532, 8212. 4419. -847. -7599, -15906. 1^35 2S'l 2 ( 3 ( -14330. -12717 -21154. •13829 -7347. ) -9984. ) -2078. •910. 1565. 6169. 3593. 11259, 4006. 14361. 2803. 15175, -14. 14600. -4446. 11737. •10502. 6893. -18251. 0. ?9' •iVi HORIZONTAL MEMBER STRESSES 1 0. -293. -51J. TRIAL 0 -637, BOTTCM FIBER •675. -621. -487. -362. 50. 416. 699. 2'>i 2 640. 398. 123. -93. -313. •337, -166, 1. 264. 579. 829. 2'>i 3 948. 548. 54. -366, -667. -851. •917. -966. -696. -404. 0. HORIZONTAL MEMBER STRESSES TRIAL 0 TOP FIBER ^ol 1 0. 226. 387. 181 . 508. 471. 367. 197. -38. -334. -599. lis? 2 -549. -322. -93. 70. 161. 179. 125. -1. -199. -462. -710. V:i.'. 3 -812. •439. -41. 276. 503. 642. 693. 652. 525. 306. 0. 307 VERTICAL MEHBER MOHENTS TRIAL 0 4 0, 158. 315. 473. 631. 788. 946. 1103. 1261. 1119. 1576. i • "• i\-•'•.2 1.1': j; 5 0. •290. -590. -870. -1160. -1450. -1740, -2030. -2320. -2610. -3900. i • "• i\-•'•.2 1.1': j; HORIZONTAL MEMBER SHEARS TRIAL 0 i • "• i\-•'•.2 1.1': j; 1 540.7 399,8 262.2 126,0 -10.3 -146.5 -282.9 -419.0 -555.2 -695.2 -843 ,0 2 695.9 539.3 393.2 250. 5 107.8 -31.9 -177.5 -320.2 -462.9 -608.3 -762,7 i :?. 3 976.7 803.6 642.7 181.4 326.1 167.8 9.5 -lis.9 -307.1 -166.5 -630.1 VERTICAL MEMBER SHEARS TRIAL 0 12" '' ?. 'i 4 53.1 53.1 53.1 53.1 53.1 53,1 53.1 53.1 53.1 53.1 53.1 yj} "%A i. 5 •106.2 -106.2 -106.2 -106.2 •106.2 -106.2 -106.2 -106.2 -106,2 -106.2 -106.2 ( -13896.) ( -16462.) Page 10 of 42 HTBR_P.PRT 4/9/2003 11:36 AH y2'7 iM VERTICAL HEMBER REACTIONS TRIAL 0 LT REAtrriON 1751.3 1931.7 1538.3 1739.4 HEHBER WEIGHT 212.5 195.3 Page 11 of 43 4/9/2003 11:36 AM 3 :.ih 'yi': DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permlt) 7 • t 13.! •.i''y-j TANGENTIAL ROTATIONS SPAN LT, END 0.001995 0.000276 RADIANS - CLCX:KWISB POSITIVE RT, END SPAN LT. END -0.000553 -0.000552 -0.000552 -0.000167 RT. END 0.000934 0.000934 SPAN 3 LT. END 0.000931 RT. END -0.003161 HORIZOHTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT END - DOWNWARD POSITIVE MEMBER 1 E- 3600, HEMBER 2 E- 3600. MEMBER 3 E- 3600. VERTICAL MEMBER DEFLECTION! MEMBER 4 E- 3250. HEMBER 5 E- 3250. -0.005 -0.005 -0 DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SAHTA FE RD RIGHT BRIDGE(permlt) 0,000 0.021 0,039 0.053 0 058 0 057 0.050 0.038 0.024 0,010 0 000 0.000 -0.003 0.001 0.003 0 006 0 006 0.003 •0.001 0.005 0.006 0 000 0.000 0,018 0.014 0.071 0 093 0 106 0.107 0,095 0.072 0.039 0 000 IN FEET AT 1/10 POINTS FROM LEFT END. 0,000 0.001 0.002 0.002 0 003 0 003 0.003 0,003 0.002 0.001 0 000 0.000 -0.001 0.002 0.003 -0 004 -0 005 -0.005 -0.005 0.004 0.002 0 000 Page 10 LOAD DATA TRIAL 1 Ci LOAD FIXED END HOMENTS LINE MEM W OR P CODE A B LEFT RIGHT ,i • >. 1 3 550 U 0.0 112.5 0. 0. ! •• i ASSUMED DATA 108.1 2 3 550 U 0,0 113,2 0. 0. 3 3 550 U 0,0 130, 8 0. 0, ASSUMED DATA 125,6 FIXED END MIMENTS TRIAL 1 MEM NO FIXED END MOHENTS LT RT MEM NO FIXED END MOHENTS COHHENTS BARRIER RAIL OVERLAY UTILITIES BARRIER BAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES HEM NO FIXED END MOHENTS LT RT -5292. 0. -3951. 0. -3832. 0. Page 12 of 12 RTaR„P.PRT 4/9/3003 11:26 AH DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit) •" SIDESWAY HOT COHSIDERED. FRAME CANNOT SWAY, Page 11 i *!; HORIZONTAL HEHBER MOMEHTS TRIAL MEM i'fi : HO 1 LEFT 0. ,1 PT 1432. .2 PT 2429. .3 PT 3031. .4 PT 3198. .5 PT 2961. .6 PT 2308. .7 PT 1241, ,8 PT -341. .9 PT -2133. RIGHT -4450. 1 "i-.'S 2 ( 3 ( -4006. -3559 -592 5, -5277 -2070. ) •3813. ) -588. -260. 439. 1733, 1011. 3165. 1128. 4038. 790. 4350. -3. 4103. •1251. 3295. -2953. 1933. -5111. 0. HORIZONTAL MEHBER STRESSES TRIAL 1 BOTTOM FIBER if: 2 1 0. -83. -144. -179. -190. -176, -137. -71. 14. 117. 196. •:. 2 179. 112, 35. -26. •60. -67, -47. 0. 74. 163. 232. -SO 6 3 266. 154, 15, -103. -188. -339, -25B. -243. -195. -113. 0. -SO 6 HORIZOHTAL MEMBER STRESSES TRIAL 1 TOP FIBER I 0. 63, 109. 135. 143. 132, 103. 55. -11. •94. -168. ! ? 2 -154. -91. -26. 20. 45. SO. 35, 0, •56. -130, -199. 3 •233. -124. -12. 77, 141. 180. 191, 183. 147. 86, 0. -i;7 VERTICAL MEMBER MOMENTS TRIAL 1 -n-J 4 0. 44. 39. 133. 177. 222. 266. 310. 354. 399. 443. ^y20 -i>.'\ 5 0. •81. •163--241. •336. -407. -489. -570. •651. -733. -814. •IZ^2 -rAi HORIZONTAL MEMBER SHEARS TRIAL 1 •IZ^2 -rAi 1 150.7 112.3 74.0 35,6 -2.8 -41.2 -79,5 •117,9 -156.3 -194.7 •233.0 'iiS %'2'''. 3 191.2 151.0 110.8 70,6 30.4 -9.8 -49,9 •90,1 •130.3 -170.5 •310.7 'iiS %'2'''. 3 270.1 325.5 130,9 136.3 91.9 47.2 2,6 -42,0 •86.6 -131.2 •175.8 \ i" •:3; VERTICAL MEMBER SHEARS TRIAL 1 •1.55 -; J.) •135 4 14.9 14.9 14.9 11.9 14.9 14.9 14,9 14.9 14.9 14.9 14.9 •1.55 -; J.) •135 5 -39,8 -29.8 -29.8 -29.9 -29.8 -29.8 -29,8 -29,8 •29.8 -39.8 •39,3 -3390.) -4612.) Page 13 of 12 RTBRJ.PRT 4 37 VERTICAL MEMBER REACTIONS TRIAL '..!3 \Vl MEM LT RT MEMBER WEIGHT 4/9/2003 11:26 AM 424.2 480.3 424.2 180.8 Page 11 of 42 4/9/3003 11:26 AH DE - BDS - PC vl.3,7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permlt) Page 12 TANGENTIAL ROTATIONS SPAN LT. END 0.000560 0.000078 RADIANS RT. END CLOCKWISE POSITIVE E- 3600. E- 3600. E=> 3600. HEMBER 4 SPAN LT. END RT. END SPAN LT END 5 2 -0,000155 0.000262 3 0.000262 5 5 •0.000131 0.000363 IN FEET AT 1/10 POIHTS FROM LEFT END • DOWNWARD POSITIVE 0 000 0,006 0 Oil 0.015 0 016 0.016 0 014 0.011 0 007 0.003 0 000 0 000 0.001 0 000 0.001 0 002 0.002 0 001 0.000 0 001 -0.002 0 000 0 000 0.005 0 012 0.020 0 026 0.030 0 030 0.027 0 020 0.011 0 000 FEET AT 1/10 POINTS FROH LEFT END. 0 000 0.000 0 000 0,001 0 001 0.001 0 001 0.001 0 001 0.000 0 000 0 000 0,000 0 001 -0.001 -0 001 -0.001 -0 001 0.001 0 001 -0,001 0 000 RT. END -0.000888 Page IS of 42 4/9/3003 11:26 AM DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit) r/.' LIVE LOAD DIAGNOSTICS Page 13 NO ERRORS FOUND LIVE LOAD GENERATOR NUMBER OF LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE RESISTING MOMEHT OF UNIT STEEL PLOT PLOT M S SCALE INFLU- ENCE NO. LT.END RT END LT.END RT END POSITIVE NEGATIVE ENV. LINES GEN 19 i 1 3-700 3 700 1.0 1 0 0. 0. 0 0 NO YES 2 3.700 3 700 1.0 1 0 0. 0. • 3 3^700 3 700 1.0 1 0 0. 0. i; -J S ',9 = LIVE LOAD NO P13 D13 0.0 0,0 P19 D19 0.0 0^0 P2 5 D25 0.0 0.0 P2 48.0 18.0 - TRUCK OR TRAIN LOADING D2 P3 D3 Pl 04 18.0 18.0 18.0 18. P8 D9 0.0 0,0 Pll Dll 0.0 0,0 P20 D30 0.0 0,0 P26 D36 0.0 0.0 P9 D9 0.0 0.0 P15 DI5 0,0 0.0 P31 D21 0.0 0.0 P37 D27 0.0 0.0 PIO DIO 0.0 0.0 P16 D16 0.0 0.0 P32 D33 0.0 0.0 P38 D38 0.0 0.0 P5 D5 P6 D6 18.0 18.0 49.0 18.0 Pll Dll P12 D12 0.0 0.0 0.0 0.0 P17 D17 P19 D19 0.0 0.0 0.0 0.0 P23 D23 P24 D24 O.O 0.0 0.0 0.0 P29 D29 P30 D30 0.0 0.0 O.O 0.0 OVER RRL IMPACT CCMB CARD LOAD CONTROL P13. YES 1 P31 D31 0.0 0,0 P32 D32 0.0 0.0 P33 D33 0.0 0.0 P34 D34 0.0 0.0 P35 035 P36 D36 0.0 0.0 0.0 0.0 P37 D37 0.0 0.0 P13 D13 0,0 0.0 P19 019 0.0 0.0 P38 D39 0,0 0.0 Pll Dll 0.0 0.0 P50 D50 0,0 0.0 P39 D39 0.0 0.0 P15 D45 0.0 0.0 P51 D51 0.0 0.0 P40 D40 0.0 0.0 P46 D46 0.0 0.0 P52 D53 0.0 0.0 Pll 041 P42 D42 0,0 0,0 0.0 0.0 P17 D47 P48 D48 0.0 0,0 0.0 0.0 P53 D53 P51 051 0.0 0,0 0.0 0.0 P55 D55 0,0 0.0 P56 D56 0,0 0.0 P57 D57 0.0 0,0 P59 058 0,0 0,0 P59 D59 P60 D60 0.0 O.D 0.0 0,0 Page 16 of 12 HTBR_P.PRT 4/9/2003 11:26 AH •.>.-i ? 0 •i-i?. •„-i3 P6l D61 0.0 0.0 P67 D67 0,0 0.0 P7 3 D73 0.0 0.0 P79 D79 0.0 0.0 P35 D85 0.0 0.0 P91 D91 0.0 0.0 P62 D62 0.0 0.0 P69 D69 D.D 0,0 P74 D74 0.0 0.0 PBO DBO 0.0 0.0 P86 086 0.0 0.0 P92 D92 0.0 0.0 P63 D63 0.0 0,0 Pe9 D69 0.0 0.0 P75 D75 0.0 0.0 PBl DSl 0.0 0.0 P87 D87 0.0 0.0 P93 D93 0.0 0,0 P64 D64 0.0 0.0 P70 D70 0.0 0.0 P76 D76 0.0 0.0 P82 DB2 0.0 0,0 P8B D8B 0.0 0.0 P94 D94 0,0 0.0 P65 D65 P66 D66 0.0 0.0 0.0 0,0 P71 D71 P72 D72 0.0 0.0 0.0 0.0 P77 D77 P78 D78 0.0 0.0 0.0 0.0 P83 083 P84 DB4 0.0 0.0 0.0 0,0 P99 089 P90 D90 0.0 0.0 0.0 0.0 P95 D95 P96 D96 0.0 0.0 0.0 0.0 P97 0.0 IMPACT FACTORS CALCULATED BY PROGRAM MEM NO IMPACT DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE HD RIGHT BRIDGE(permit) LL NO 4. NEGATIVE LIVE '.HI MEM LEFT .1 PT .2 PT .3 PT .4 PT :,i:- NO 1 0 -607 -1214 •1821 •3429 Si;" SHEAR 0 0 -56 2 -56 2 -56 2 -56 2 10941 -6707 •5700 -4692 -36B5 ( -9966 ) •y! 1 SHEAR 661 t 89 0 99 0 89 0 89 ':,;2 3 15755 •6545 •4299 -3752 -3216 { 13838 ) 'y SHEAR 815 6 647 3 43 7 42 7 42 -3036. -3643. -4250. Page 14 ,8 PT •4857. -56,2 •3591. •131.6 •2680. -56.2 •4963. -121.6 •2114. -56.2 •6344. -56.2 -7721. 12.7 HORIZONTAL MEMBER STRESSES LL HAX NEG BOTTCM FIBER ,9 PT RIGHT -5464. -12058. -121.6 -121.6 -1608. -1072. •10463.) -56.2 •758, -9098. •11371. •121.6 •536. •578 0 ( -10846.) .3 Page 17 of 42 RTBR_P.PRT 4/9/3003 11:26 AM 57;1 2 502 363 338. 373. 218 213. 294. 376. 458. 502. 546. 3 697 359 354. 222. 191 159. 137. 95. 64. 31. 0. HORIZOHTAL MEMBER STRESSES LL HAX NEG TOP FIBER 1 0 -27 -54. -81. -109 -136. -163. •190. -217. -240. -451. 3 -430 -394 -255. -210. -165 •160. •232. -284. -345. -400. •168. 3 -597 •287 -192. -168. -141 •130. -96. -73. •48, •24. 0. Page 18 of 43 Pile: DE BDS -PC vl.3. 7 12/20/00 Page 15 1163 RANCHO SANTA PE RD RIGHT BRIDGE(permlt) y^ LL NO 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEH LEFT .1 PT .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT :• :.• •! NO •:-l> 1 D 4173. 7411 8932. 9951 7496. 1569. 169 -5701. 13063 •27964. ^ni 2 35273 -14054. -7779 -3129. -93 415. •2164. -6359 -12167. 19600 -29625. '••3,! ( 33633 ) -:;i:i 3 36909 -16539. -5197 2417. 8043 11681. 13331. 12992 10666. 6347 0. ^•i5 ( 32667 ) iC:'j> HORIZONTAL MEHBER STRESSES FOR DL-fLL HAX HEG BOTTOM FIBER 1 0. -262. -141. -530. -531, -444. -271. -10, 338. 714, 1236, 3 1143. 763. 461. 195, 5. -25. 129. 377, 721, 1081, 1375, il'J 3 1644. 907. 308. -143. •477, -692. -790. •770. •632, -373, 0, HORIZONTAL MEMBER STRESSES FOR DL-fLL HAX NEC TOP FIBER olo 1 0. 199. 333. 399. 400. 335, 204. 8. -255. -573. -1051. 2 -979. -616. -348. -14 0. -1. 19, -97. -284. -541. -862. -117 8. i}.n 3 1409. -726. -232 . 109. 359. 522, 596. 581. 177. 282. 0. f. DE - BDS - PC vl. .7 12/20/00 Page 16 iA'i 1163 RANCHO SAHTA FE RD RIGHT BRIDGE(permlt) 4/9/2003 11:26 AH ( -24359.) ( -27308.) LL HO. 4. POSITIVE LIVE LOAD HCMENT EHVELOPE AND ASSOCIATED SHEARS HEH LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT ,9 PT RIGHT NO 1 1 0. 5633. 9298. 11669. 12758, 13084. 10497. 7221. 2981. 1942 2158. SHEAR 0.0 531.6 393.5 263.9 133.0 •208.2 •311.9 -469.9 -420.2 20 0 20.0 ay. 2 3292. 1916. 3553. 7212. 9538. 10331. 9659. 7346. 3729. 1352 2359. ii2 SHEAR -131.6 -121.6 158.1 377.8 242.6 111,8 -236.6 -371.9 -453.5 89 0 89.0 3 1417. 1275. 3162. 8744. 13153. 15613. 16330. 14966. 12114. 7193 0. <•'<< SHEAR -11.3 -11.3 127.5 529.6 377.4 236.7 -127,9 •280.8 -431.9 -572 7 0.0 Sin HORIZOHTAL HEMBER STRESSES LL HAX POS BOTTCM FIBER s:.3 1 0. -330. •551. -692. -756. •716. •622. -428. -177. -106. •109. 2 •166, -101, •211. -429. -569. -612. -573. -436. -221. -75. •119. 3 -71. -70. -205. -518. -780. -927. -968. -887. -718. -422. 0. Page 19 of 42 RTBR_P.PRT 4/9/2003 11:26 AM HORIZONTAL HEHBER STRESSES LL MAX POS TOP FIBER 1 0, 251. 115. 521. 570. 510. 469. 323. 133. 85. 93. 2 142, 81. 159. 322. 428. 461. 432. 328. 167. 59. 102. 3 61. 56. 155. 391. 588. 699. 730. 669. 511. 330. 0. Page 20 of 12 RTBR„P,PRT 4/9/2003 11:26 AH DE • BDS - PC vl,3.7 12/20/00 1163 RANCHO SAHTA FE RD RIGHT BRIDGE (perml t) DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE Page 17 MEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT ;•; •. '1 1 0 10719. 17943 22423. 24137. 22615 18708. 11643. 2134. -5657. -13748 2 •11037 -5431. 1180 8777. 13191. 14336 12461. 7333. •717. -9150. -15894 ( •9743 ) ^.', 3 -19737 •3709. 2553 11913. 24112. 30004 31804. 39566. 23852, 14076. 0 i--..: ( -17141 ) '•.if: -„>: 6(!" HORIZONTAL MEMBER STRESSES FOR DL*LL HAX POS BOTTCM FIBER '•.if: -„>: 6(!" 1 0. -628. -1064. •1339. -1431. -1341. •1109. -690. -126. 309. 593. '•.if: -„>: 6(!" 3 490-291. -88. -530. -781. -949. -739. -435. 42. 505. 722. 6 12 3 973. 478. -151. •384. •1417. -1779. •1885. -1753. -1414. -825. 0. 6 12 HORIZONTAL MEMBER STRESSES POR DL+LL MAX POS TOP FIBER no 1 0. 477. 302. 1002. 1079. 1011. 336. 530. 95. -219. -509. no 2 -420. •333. 66. 392. 589. 640. 557. 338. •32. -402. -618. no 3 -752. •383, 114. 666. 1091. 1341. 1431. 1321. 1066. 636. 0. ( -11791.) ( -14336.) Page 21 of 42 4/9/2003 11:26 AH LL NO. 4. DE - SDS - PC vl,3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE (permit) LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MCMENTS Page IS HEHBER 1 LEFT ,1 PT .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .3 PT .9 PT RIGHT POS. V 655.2 521.6 401.7 300.3 215.0 147.1 92.0 52.9 21,7 30.0 30,0 MOM. 0. 5638. 8684. 9739. 9299. 7953. 5964. 4003. 1875, 1943. 2158. HEG. V -56.2 -56.2 •65.9 •131.3 -194.0 -273.3 -376.7 •484.0 •604,3 •733.0 •861,3 I:':?. MOM. 0. -607. 4020. 6173. 7913. 8565. 8230. 6159. 2193, •3633, 11132. i-ll RANGE 711.4 577.7 4 67,5 421.7 109.1 420.5 468.7 536.9 625,8 753.9 891,1 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMEHTS / MEHBER 2 LEFT .1 PT .2 PT . 3 PT .1 PT . 5 PT .6 PT .7 PT .8 PT . 9 PT RIGHT 6.'5 6''9 POS. V 739.8 651. 5 520.1 399.5 296.3 307,4 132.5 99.0 99.0 89.0 89,0 700 MOM. -9573. -2201. 3014. 6051. 7284. 7108. 5864. -663, 344. 1352. 2359. ,1; 1 HEG. V -121.6 -121,6 •131.6 -121.6 -129.9 -203.7 -291.8 •394,3 •514.5 -649.5 -784.6 702 HOH. 3293. 1916. 539. -838. 5818. 7090, 7332. 6163. 3199. -1938. -9290. RANGE 911.1 776.1 641.7 521.1 426.3 111.0 424.3 183.3 603.5 737.5 873.6 LL NO. 4. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS •C-"' HEHBER 3 LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT i!!^ POS, V 955.6 822.5 684 ,5 546.0 422.2 312.4 313.9 132.0 72.7 42.7 42.7 7ia HOH. 14967. •5421. 2133. 7302. 10110. 10386, 9859. 7605. 5012. -536. 0. 7 : i NEG. V -11.3 -11.3 -23.7 -54.5 -97.5 -155,3 •232.3 -326.7 -439.3 -573.7 •720.0 HCM. 1417. 1275. 2377. 4792. 7350. 9755. 11669. 12309. 11035. 7193. 0, 7; i RANGE 966.9 833.8 703.2 600.5 519.7 467.8 446.2 159.7 512.0 615.4 763.6 Page 32 of 42 4/9/2003 11:26 AM DE • BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE (perml t) Page 19 ;! LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ::• HEMBER 1 LEFT .1 PT .2 PT . 3 PT .4 PT .5 PT .6 PT .7 PT .9 PT .9 PT RIGHT A', POS. V NEG. V 1195.9 4 84.5 921.3 343.6 663.9 436.3 196.3 4.6 201.9 -204.3 0.6 119.8 -190.8 -659.5 -366.1 -903.0 -533.6 -1159.1 -675.3 -1423.1 •823.1 •1704.2 Al A '•' LL NO. 4. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE Al A '•' HEMBER 2 LEFT .1 PT .2 PT .3 PT .1 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V NEG. V 1485,6 574.2 1193.7 117.6 913.2 650.0 271.5 128,9 404.1 -22.1 172 .5 239.5 -45.0 -169.3 •331,2 -711.5 -373.9 -977.4 -519.3 -1256,3 -673.7 -1547,3 lA LL NO. 1. DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE HEMBER 1 LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT ."J7 POS. V HEG. V 1932.3 965.1 1626.1 792.3 1327,3 1030.4 619.1 129.9 748.3 228.6 480.3 12.5 223.4 -322.7 -16.9 -175.5 •234.4 •746.4 •433,8 -1039,2 •587,5 •1350,1 • BDS • PC vl.3.7 12/20/00 1163 RANCHO SANTA FE HD RIGHT BRIDGE(permit) Page 20 1 LIVE LOAD SUPPORT RESULTS HAX. AXIAL LOAD AXIAL LOAD HOHENT- HAX. LONGITUDINAL MOMENT AXIAL MOMENT LOAD TOP BOT. SUPPORT JT. 1 POSITIVE 177,1 •15.3 0.0 0.0 POSITIVE NEGATIVE 337,8 •38.3 197, 307. 232.9 203.6 966. -963. POSITIVE NEGATIVE 336.5 -27.1 -529. -255, 198.4 261.4 963. •1427, SUPPORT JT, 4 POSITIVE NEGATIVE 194.6 -11.5 0.0 0.0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 0.270 Page 23 of 42 4/9/2003 11:26 AM Page 24 of 12 4/9/2003 11:26 AM DB - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA PB RD RIGHT BRIDGE(permit) Page 21 PRESTRESS COMBINATION DATA LIVE LOADS TO BE CCMBINED: L.L. L.L. L.L, L.L. L.L, L.L. (1) (2) (3) (4) (5) (6) 7S;^ HO 7 11 •73 A ••!).! LIVE LOAD LOAD FACTORS: 0.00 0.00 0.00 0.00 0.00 0,00 DEAD LOAD LOAD FACTOR: 0.00 PHI FACTOR FOR SHEAR: 0.00 PHI FACTOR FOR MOMENT: 0.00 7 33 ULTIMATE HCMENT APPLIED - 1.30 X (DL'ADL) * 1.30 X LL(1) + 1.00 X (P/S SEC. HOHENT) ULTIHATE SHEAR APPLIED - 1.30 X (DL-tADL) * 1.30 X LL(4) -V 1.00 X (P/S SEC, SHEAR) PHI FACTOR FOR SHEAR - 0.90; PHI FACTOR FOR HOMENT » 0.95 Page 25 of 42 RTBRJ.PRT 4/9/2003 11:26 AM 32C 52? DE - BDS - PC Vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permlt) Page 32 INPUT PRESTRESSED DATA TRIAL 20 FRAME 1 PATH 01 f'-t -' MEM Si;,' NO. LLT/X LLP/Y LRT/Z YLT/TYPE YLP/SLOPE YRT U K 1 0.00 O.IO 0.10 2.58 4.33 1.43 0 35 0.0002 32.! n2i 2 0.10 0.50 0.10 1.42 4.33 1.42 0 25 0.0002 3 0.10 0.60 0.00 1.42 4.33 2.58 0 25 0,0001 XLT(PT) - 0.0 XRT(FT) - 0.0 STEEL 3TRES3(K31) - 270, JACKING * - 0.75 JACKING ENDS - B ANCHOR SET(IN); LBPT - 0.375 RIGHT - 0.375 CONC. STRENGTH (PSI) - 4000, ALLOW. TENSION(PSI) » -379. SHORTENING PERCENT- 100 ~3J P-JACK(KIPS) - 80 S3 3 E.-.l LOW-LAX - YES PLOT PATHS - YES PLOT STRESSES S.S 1 S:-3 CABLE PATH OFFSETS TOTAL LOSSES(KSI) YES RELATIVE HUMIDITY * HEMBER LEFT .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 2.59 3.35 3.89 4.23 4.33 4.23 3.91 3.46 2.78 1.91 1,43 3 1.42 3.00 3,02 3.75 4.18 4.33 4,18 3.75 3.02 2.00 1.42 •Mi 3 1.42 1.90 2.78 3.46 3,94 4.23 4.33 1.33 3.89 3.35 2.58 CABLE PATH ECCENTRICITIES 1 0,195 0.972 1.529 1,857 1.966 1,869 1.578 1.093 0.114 •0.514 -1.118 2 -1.118 -0.457 0.657 1.384 1.831 1,966 1.921 1.384 0.657 -0.439 -1.118 ?.', i 3 -1.118 -0.510 0.114 1.09 3 1.578 1.869 1.966 1.857 1.529 0.973 0.195 :::: FORCE COEFFICIEHTS 1 0.797 0.901 0.911 0.818 0,925 0.831 0.937 0.843 0.349 0.942 0.822 ~. i • J 2 0,822 0.802 0.794 0.796 0.779 0.775 0.792 0.790 0.798 0.906 0.827 Page 26 of 42 RTBR,.P.PRT 4/9/2003 11:26 AH S6.! 3 0.837 0,844 0.851 0,851 0.815 0.839 0.83 3 0.827 0.820 0.313 0.806 •i'.S THE POINT OF NO HOVEMENT IS IN SPAN 2, 52.35 PEET FROM THE LEFT END OP THE SPAN S6S THE LEFT ANCHOR SET LENGTH 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 MOVEMENT - 0.872 Page 27 of 42 4/9/2003 11:26 AM DE - BDS - PC vl.3.7 13/30/00 1163 RAHCHO SAHTA PE RD RIGHT BRIDGE(permlt) Page 23 37S SECONDARY MCMENTS TRIAL 20 FRAME 1 Sits PATH 01 PEN'S DOE TO SECONDARY EFFECTS BEFORE BALANCING MEMBER 1 LEFT END 0.000 MEMBER 3 LEFT END 0.975 •!3- 1 0.000 SSS P/S MOMENT COEF, !7?7 RIGHT END HEMBER LEFT END RIGHT END 0.962 2 0.621 0.619 OEM'S DUE TO SECONDARY EFFECTS 0.802 2 0.717 0.7J2 "' SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY. "' ADJUSTED FOR LOSSES fi SECONDARY HOMENTS BUT NO SHORTENING RIGHT END O.OOO MEM HO LEFT 1 PT .2 PT .3 PT 4 PT 5 PT 6 PT .7 PT 9 PT 9 PT RIGHT 1 •0 1554 -0 7012 -1.0793 1.2784 -1 3016 -1 1515 -0 8398 -0.3606 0 3901 1 1795 1.7211 2 1 6366 1 0848 0.1990 0.3663 •0 6940 -0 7997 -0 6994 -0.3661 0 2050 1 0931 1,6562 3 1 7534 1 3020 DE 0.3109 BDS - PC 0.3499 vl.3.7 •0 8359 •1 1531 -1 12/20/00 3069 -1.2962 Page 21 1 0975 -0 7082 -0,1573 1163 RANCHO SAHTA FE RD RIGHT BRIDGE(permlt) FEHS DELTAS IN COLUMHS DUE TO SHORTENING • PJACK-1 TRIAL =20 FRAME -1 PATH =01 HEM HO FEM LT. END FEM RT. END 4 0.00000000 -0.19138285 5 O.OODODOOO -0.15980656 POINT OF NO HOVEMEHT « LEFT EHD OF MEMBER 1 '•>•- P/S MOMENT COEF. DELTA TOP OF COL. (POSITIVE TO RIGHT) -0.00000202 -0.00000404 MEH NO LEFT ADJUSTED FOR LOSSES t SECONDARY M(MENTS & SHORTENING ,1PT ,2PT .3PT .4PT .5PT .6PT ,7PT .BPT -0.6981 -1,0731 -1.2691 -1.2991 -1.13 59 -0.9311 -0.3389 0.3150 .9 PT 1.207 5 RIGHT 1,7523 Page 28 of 42 RTBR_P.PRT 4/9/2003 11:26 AH •^2^ 1.4898 1.6145 0.9756 0,1272 -0.4005 -0.6907 -0.7 579 -0.6200 -0.3502 0.3585 1.3741 I.3849 1.0769 0.1999 -0.1472 -0.9193 -1.2226 -1.3625 -1.3279 -1.1153 -0.7221 -0.1573 Page 29 of 43 RTBR_P-PHT 4/9/2003 11:26 AH ^.'A.-i 'ly-i 9i" •I'i; File DE - BDS - PC 1163 RANCHO SANTA FE RD vl,3,7 12/20/00 RIGHT BRIDGE(permit) Page 35 ^.'A.-i 'ly-i 9i" •I'i; TRIAL 30 FRAME 1 PATH 01 •iV.' •••'i-i •I'i'r. HORIZOHTAL MEMBER STRESSES PRESTRESS HEH NO LEFT .1 PT .2 PT .3 PT ONLY BOTTOM FIBER AFTER ALL LOSSES (PSI) .IPT .5PT .6PT .7PT .8PT .9 PT RIGHT •1 i'-' -5 -1 1 575. 917. 1045, 1143. 1157. 1088. 943. 718, 411. -1. -318. •1 i'-' -5 -1 2 -113. 76. 464. 710. 842, 872. 811, 641, 357. -54. -269. 3 •160. 57. 469. 775. 995. 1134, 1197. 1176. 1071. 966. 582. o.; i HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) •i'-b 1 149, 272. 153. 97. 85. 143. 260, 4 36. 673. 951. 1093. •i'-b 2 1002. 841. 570. 377. 268. 241. 296. 133. 656. 956. 1141. 3 1049. 909. DE 634. - BDS - 103. 230. PC vl.3.7 117. 64. 12/30/00 72. 143. Page 26 270. 453. 1163 RANCHO SANTA FE RD HICaiT BRIDGE(permit) •1 ^ ^ TRIAl 20 FRAME 1 PATH 01 6 -) y- HORIZONTAL MEMBER MOMENTS DUE MEK NO LEFT .1 PT .2 PT TO P/S .3 PT .4 PT .5 PT .6 PT .7 PT .9 PT .9 PT RIGHT 1 -1243, -5535, •8585. -10153. -10313, 9087. •6569. -2710. 2520. 9660. 14013. ': i •1 '.',-\ 3 11919. 7805. lOlS. -3204. -5525. 6063. -4960. -2001. 2868. 10193. 15078. ': i •1 '.',-\ 3 13916. 3615. 1598. •3577, •7354. 9780. -1O9O0. 10623, -8932. -5777, -1258- V -i! " VERTICAL HEHBER MOMENTS DUE TO HEM NO LEFT .1 PT .2 PT P/S .3 PT .4 PT ,5 PT .6 PT ,7 PT .8 PT ,9 PT aiGHT 4 0. -310. -420, -630. -310. 1050. -1260, -1470. -1680. -1990. -2099. •( ,•• > 5 0. -216. -433, -649. -865. 1091. -1298, -1511. -1730. -1916. -2163, .•1 r •"• TANGENTIAL ROTATIONS - SPAN LT. END RADIANS RT. END - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT END RT. END y ' ^ •> •' ;•• 1 -0.001850 0.000191 2 0.000191 -O.OOOIS 8 3 -0. 300489 0.002305 Page 30 of 42 4 -0.000368 0.000735 5 -0.00034 8 0.000696 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT END - DOWNWARD POSITIVE HEMBER 1 E- 3600. 0.000 -0,019 0,035 0.04 6 -0 050 -0 04 8 •Jrl -0.011 -0.030 0.017 0.006 0 000 '1^ •• MEMBER 2 E= 3600. 0.000 -0.001 0.007 0.014 -0 019 -0 020 •i.i : •0.017 -0.011 0.004 0.001 0 000 MEHBER 3 E- 3600. 0,000 -0.011 0.038 0.047 -0 062 -0 072 ):,!: •I'll -0.074 -0.067 0,051 0.028 0 000 ):,!: •I'll VERTICAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT EHD, HEMBER 4 E- 3250. 0.000 -0.001 0.002 0.003 -0 004 -0 001 -0.001 -0.001 0.003 0,002 0 000 :i "D •• MEMBER 5 E- 3250. 0,000 -0.001 0.002 0,003 -0 0O3 •0 004 •.I?JS -0,001 -0.003 0.003 0.002 0 000 Page 31 of 43 4/9/2003 11:26 AH RTBR_P.PRT 4/9/3003 11:36 AM . File: File: DE - BDS -PC vl.3 7 12/20/00 Page 27 1163 RANCHO SANTA FE RD RIGHT BRIOGE(permit) TRIAL 20 FRAME 1 HORIZONTAL MEM NO LEFT MEMBER STRESSES POR .1 PT .2 PT ALL P/S PATHS .3 PT .4 PT BEFORE LOSSES BOTTCM FIBER (PSI) .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT I 616 952. 1173. 12B1. 1296. 1217 1054. 802. 159. -1. -213. 3 -134 80. 518. 797. 950. 9 87 919. 729. 411. •51. -291. 3 -186 56. 511. 958. 1105. 1263 1336. 1314. 1198. 970. 653. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSI) 1 504 305. 171. 97. 95. 160 290. 4 88. 752. 1063. 1223. 2 1129 950. 644. 125. 301. 269 329. 181. 730. 1065. 1269. 3 1179 1021. DE 713, 154, 261. - BDS - PC vl,3,7 135 74. 12/20/00 82. 162. Page 28 304. 509. 1163 RANCHO SANTA FE EID RIGHT BRIDGE (permit) TRIAL 20 FRAME 1 :i''l HORIZONTAL MEH HO LEFT MEMBER STRESSES FOR .1 PT .2 PT ALL P/S PATHS .3 PT .1 PT AFTER ALL LOSSES .5 PT .6 PT BOTTOM .7 PT FIBER (PSI) .8 PT .9 PT RIGHT : •• t , 1 575 017. 1015. 1113. 1157. 1088 943. 718. 411. -1. -318. : •• t , 2 -113 76. 464. 710. 812, 872 811. 641. 357. •54. -269. 3 -160 57. 469. 775. 995. 1131 1197. 1176. 1071. 866. 582. HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSI) 1 148 272. 153. 87. 85, 143 260. 136, 673. 951. 1092. 2 1002 841. 570. 377. 268. 211 396. 133, 656. 956. 1141. 3 1018 909. 631. 103. 230. 117 64 . 72. 143, 270. 4 53. Page 32 Of 12 4/9/2003 11:26 AH File: DE BDS - PC vl.3.7 Page 39 File: DE BDS - PC vl.3.7 Page 39 1163 RANCHO SAHTA FE RD RIGHT BRIDGE (perml t) TRIAL 30 FRAHE 1 HORIZONTAL HEH NO LEFT MEHBER STRESSES DL .1 PT .2 PT • P/S .3 PT BEFORE ALL LOSSES BOTTOM FIBER ,1 PT .5 PT ,6 PT .7 PT (PSI) .8 PT .9 PT RIGHT 1 64 6 654. 660 611. 621. 593. 567. 540. 509. 414 . 4 56. 3 506 478. 641 705, 737. 749. 753. 729, 671. 528. 538. 11!;; 3 762 604. 568 493. 439. 112. 418. 449. 503. 567. 653. i 0»^'; HORIZONTAL MEHBER STRESSES DL 1- P/S BEFORE ALL LOSSES TOP FIBER (PSI) i 0»^'; 1 504 531. 558 578. 603, 631. 657. 635. 714. 729, 623. 1 u6ii ! 06'., 2 581 638. 551 495. 461. 449. 454. 481. 531. 603. 559. lOEo 1:1 l.OoS 3 366 582. DE 672 - BDS 730. - PC vl. 764. ,7 776. 766. 12/20/00 735. 686. Page 30 610, 509. 1070 1163 RANC310 SANTA FE RO RIGHT BRIDGE(permit) L D7 3 in7£ TRIAL 20 FRAME I L D7 3 in7£ HORIZONTAL HEM NO LEFT MEMBER STRESSES DL .1 PT .2 PT + P/S .3 PT AFTER ALL .4 PT LOSSES .5 PT BOTTOH FIBER (PSI) .6 PT .7 PT .3 PT .9 PT RIGHT 1 575 550. 532 505. 482, 464, 156. 456. 462. 414. 482. 2 528 474. 588 617. 629, 634. 645. 642, 621. 525. 560. ::!S2 3 788 605. 522 409-327, 383. 280. 31), 375. 462. 582. lyA, HORIZONTAL MEMBER STRESSES DL * P/S AFTER ALL LOSSES TOP FIBER (PSI 1 448 498. 539 563. 593. 614. 627. 634. 636. 618. 493, -2 453 519. 177 446. 128. 420. 421. 433. 157. 491. 431, 3 335 470. 593 678. 733. 759. 755. 724. 668. 576. 453. i 09? HORIZOHTAL MEMBER STRESSES DL * ADDED DL • P/S AFTER ALL LOSSES BOTTCM FIBER (PSI) I0'>3 •.1!^.; 1 575 466. 338 326. 293. 288. 319, 383. 476. 531. 677. lil •i'i i09S 2 707 587. 622 591. 569. 567. 598. 642. 695. 688. 792. Page 33 of 42 RT8R_P.PRT lO-lo 3 1054 760. 537. 306. 139. 44. 22. 68 130, 349. 582. HORIZONTAL MEMBER STRESSES DL •<• ADDED DL ••• P/S AFTER ALL LOSSES TOP FIBER (PSIl I 448 561. 64 8. 703. 736. 746. 730. 689 625. 524. 325. 2 300 429. 451. 166. 473. 471. 456, 432 401. 364. 232. •y-f.i 3 3 316. 583. 756. 375. 940. 950. 908 815. 662. 4 53. 4/9/2003 11:26 AK Page 31 of 42 4/9/2003 11:26 AH DE - BDS - PC vl,3.7 13/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit) Page 31 TRIAL 20 PRAHE I HORIZONTAL HEMBER STRESSES DL ADDED DL • HAX POS LL • I P/S BOTTCM FIBER (PSI) HEH NO LEFT , 1 PT .2 PT .3 PT .4 PT . 5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 57 5 136. -163, •366. •464. -128. -303 -46, 299. 425. 571- 2 557 483. 412. 163. 1. -44. 36 207. 474. 613. 685. 3 984 690. 333. •313. -640. •884. -916 -930. •538. •73. 582. HORIZOHTAL HEMBER STRESSES DL + ADDED DL •^ MAX POS LL * I + P/S TOP FIBER (PSI) 1 448 813. 1063. 1224. 1306. 1286. 1199 1012. 758. 609. 416. A :' 2 428 513. 610. 788. 902. 932. 888 760. 568. 121. 323. ••1 3 67 402. 736. 1117. 1162. 1639. 1680 1576. 1357. 982. 453. HORIZONTAL HEHBER STRESSES DL + ADDED DL * HAX HEG LL * I * P/S BOTTOH FIBER (PSI) \. 1 575 502. 460. 434. 137. 468. 535 635. 764. 830. 1204. 2 1309 950. 960. 869. 788. 780. 893 1018. 1153. 1190. 1338. 3 1750 1119. 791. 529. 330. 202. 119 163. 243. 381. 582. HORIZONTAL MEMBER STRESSES DL * ADDED DL * MAX NEG LL 1- I 1- P/S FOR TOP FIBER (PSI) 1 443 534. 594. 631. 628. 610. 567 499. 409. 281. -126. i 3 -130 135. 196. 256. 309. 310. 234 149. 56. -36. -236. 3 -589 59. 390. 588. 731. 820. 854 836. 767. 638. 453. Min PJack -8000. Kips Cone Strength at 28 Days 4376. p3l at Stressing = 1433. 3 THE ALLOWABLE TENSION HAS BEEN EXCEEDED IN THE FINAL STRESSES. Page 35 of 42 RTBR_P.PRT DE - BDS • PC vl.3,7 13/30/00 1163 RAHCHO SANTA PE RD RIGHT BRIDGE (permi t) Page 32 TOTAL PB MOMENTS FOR ALL MEMBERS• MEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIGHT 1 161 1 -1243. -5585. -8585. -10153. -10313, -9087. -6568. -2710. 2520. 9660. 14018. 2 11919. 7805. 1018. -3204. -5525. -6063, -4960. -2001. 2868. 10193. 15078. 16'j 3 12916. 8615. 1598. -3577. -7354. -9780. -10900, -10623. -8922. -5777. -1258. 4 0. -210. -420. -630, -840. -1050. -1260, -1170. -1680. -1890. -2099. •._e,i 5 0. -216. -433. -649. •865. -1081. -1298. -1511. -1730. -1946. -3163. i:.70 1 • ; L TOTAL P/S DEFLECTION FOR TRIAL ••. •1 TANGENTIAL ROTATIONS 117.i SPAN LT. END •0.001950 -0.000368 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. END 0.000191 0.000735 0.000191 -0.000348 RT, EHD -0,000488 0.000696 SPAN 3 LT. END -0.000188 RT. END 0.003305 HORIZOHTAL HEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END DOWNWARD POSITIVE S2 HEHBER 1 E= 3600. 0.000 -0.019 0 035 -0.016 -0 050 -0.048 s:. -0.011 -0.030 0 017 -0.006 0 000 I-HEHBER 2 E- 3600. 0.000 •0.001 0 007 -0.011 -0 019 -0.030 36 -0.017 -0.011 0 004 0.001 0 000 HEHBER 3 E- 3600. 0.000 -0.011 0 028 -0.047 -0 062 -0.073 i]d. -0.071 -0.067 0 051 -0.028 0 000 VERTICAL MEHBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END. HEMBER 4 E- 3250. 0.000 -0.001 0 003 -0.003 -0 004 -0.001 ' ' -D.OOl -0.004 0 003 -0.002 0 000 HEHBER 5 E- 3250. 0,000 -0.001 0 002 -0.003 -0 003 -0,004 •f •' •0,001 -O.O03 0 003 -0.002 0 000 1/9/3003 11:26 AH Page 36 of 4 2 RTaR_P.PRT 4/9/2003 11:36 AM File: DE - BDS - PC vl.3.7 13/30/00 Page 33 I20i--1163 RANCHO SANTA FE RD RIGHT BRIDGE(permit) 2.Z'-TOTAL TOP PF FDR TRIAL MEH 12"^i NO LEFT .1 PT ,2 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. 6573. ;',' It '•' 1^0" 2 657 9. 6418, 0. 0. 0. 0. 0. 0. 0, 64 51. 6614. " 2.'.y) 3 6614, 6756. 0. 0. 0. 0. 0. 0-0. 0. 0. lili TOTAL BOTTOM PF FOR TRIAL 12 r; 1 6373. 6131. 6488 6545 6601 6614. 6696, 6747. 6786. 0. 0 12 r; 3 0. 0. 6350 6398 6227 6190. 6359. 6320. 6383. 0. 0 •.•jy:j 3 0. 0. DE 6801 - BDS 6807 - PC vl 6759 3,7 6709. 6667. 12/20/00 6613-6559. Page 34 6505. 64 50 ". ^'!" L.!J1 1163 RANCHO SANTA FE RD RIGHT BRIDGE (pennit) 12,!3 ;??•; i i3i MEM \2Ji NO LEFT 12,!7 17.8 17.3 15.4 •23';" MEMBER: 1 •y2Vl V.CABLE •2,-'.0 SECONDARY • 1 VU i?4? VC lis.'i REQD WEB -J4'i AS(IN)/PT 'yj<ii MEMBER: 3 12','- 1>-13 V-CABLB SECONDARY LONG TERM LOSSES TOTAL LOSS (KSI) - SH •^ ES •* CRC + CRS .1 PT .2 PT .3 PT ,4 PT .5 PT ,6 PT .7 PT ,8 PT .9 PT RIGHT 18.2 18.1 18,3 18.2 18.2 18.4 18.8 19,3 18.9 16,9 17.8 18.3 19.6 19.0 19.3 19.6 19.4 18.8 17.6 16.1 18.6 19.3 13.4 17.1 16.3 15.9 16.3 17.2 17.9 13.0 SHEAR DESIC^N - AASHTO 1931 LEFT .1 PT ,3 PT .3 PT .4 PT 5 PT ,6 PT 7 PT .8 PT .9 PT RIGHT 493. 390. 263. 132. 1. 119. 340. 363. 486. 557, 71 59. 59. 59. 59. 59. 59. 59. 59. 59. 59. 59 1910. 1403. 1019. 660. 333. 540. 901. 1263. 1651. 3050. 2459 2149. 1956. 1024. 578, 430. 531. 895. 1516. 1650. 1S03. 1704 84. 79. 74. 74, 74. 74. 74. 74. 74. 79. 84 0.81 ' 0.79 • 0.71 * 0.74 • 0,74 * 0.74 ' 0.74 • 0.74 ' 0.74 • 3.56 3.89 85. 606. 498. 323. 160. 0. 161, 325. 491. 609. 43 1. 1, 1. 1. 1. 1. 1, 1. 1. 1. 1 Page 37 of 42 RTBRJ.PRT 4/9/3003 11:26 AM J..!;0 VU •y::-.-. vc •y2y2 REQD WEB 12',.! AS(1H)/FT ::•:!•> HEHBER: 3 2181. 1715. 84. 2.63 1749. 1259. 79, 2.59 1332. 1151. 71. 1.25 938. 1384. 74. 0.74 • 566. 694. 74. 0.74 • 322. 120. 74. 0.74 674. 800. 74. 0.74 • 1045. 1551. 74. 0.74 ' 1439. 1137. 74. 1,75 •:.?.(•?. V-CABLE SECONDARY VU VC REQD MSB AS (IN)/FT NOTE: • AFTER REOD WEB INDICATES ADDITIONAL WEB WIDTH REQD. 1854. 1347. 78. 3.08 2284. 1677. B4. 3,26 64. 491. 420. 315. 209. 104. 1. 115, 338. 339. 434, -53. -53. -53. -53. -53. -53. -53. -53. -53. -53. -53. 2810. 2354. 1908. 1464. 1039. 633. 339. 725. 1136. 1574, 3036. 1698. 2061. 1861. 1478. 817. 477. 430. 494. 975. 1731. 2093. 84. 79. 74. 74. 74. 74. 74. 74. 74. 73. 84. 5-40 2.10 0.99 0.74 ' 1.38 0.86 0.74 • 1.18 1.46 0.73 • 0.84 * AFTER AS(IN)/FT INDICATES MIHIHDH REQD. page 38 of 42 BTBR_P.PRT 4/9/2003 11:26 AM DE - BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE(permlt) AASHTO ULTIMATE MOMENT Page 35 •yA i'2 SECOND HCMENT (K-FT) ULT MOM APPLD (K-FT) ULT HCM RESIST (K-FT> AVERAGE FSU (KSI) NEUTRAL AXIS (IN) HILD STEEL REQD (SQ,IN) COMBINED STEEL RATIO MEMBER: 1 0 0 PT. 0. 0. 0. 0,00 0,00 0.00 0.000 11^!:;! 0 1 PT. 641. 16421. 30389. 357.45 5.66 0.00 0.102 . I'i!'* \2Z: 0 2 PT, 1283. 27767. 35992. 359.89 5.72 0,00 0, 088 . I'i!'* \2Z: 0 3 PT, 1924. 35001. 39398. 261.33 5.75 0.00 0.032 :;>sv 0 4 PT. 3565. 39101. 40541. 261.90 5.76 0.00 0,080 :;>sv 0 5 PT. 3206, 36155. 39538. 361.33 5.75 0.00 0,082 • 7^0 0 6 PT. 3943. 31169. 36504. 260.10 5.72 0.00 0.097 :A'i2 0 7 PT. 1489. 21238. 31523. 357.95 5.67 o.oo 0.099 • •'j.i 0 8 PT. 5130. 7591. 24675. 254.88 5.61 0.00 0.121 "•.,! '•! 7 -.'J-^-l 0 9 PT. 5772. 13990. 33007. 255.13 7.12 0.00 0.119 "•.,! '•! 7 -.'J-^-l 1,0 PT. HEMBER: 6413. 2 30311. 36883. 356.86 7.17 0.00 0.106 1J^" 0 0 PT. 5737, 28378. 36883. 356.86 7,17 0.00 0.106 1 Jr"'0 0 1 PT. 5749. 15313, 31039. 254.78 7.11 0.00 0.122 1 Jr"'0 0 2 PT, 5760. 6920, 37104. 255.99 5.63 0.00 0.112 -7 3v 0 3 PT. 5772. 17752. 34502. 259.25 5.70 0.00 0.092 0 4 PT. 5784. 21232. 39022. 261.17 5.74 0.00 0.083 -••y2 .1.1 1 'i 1 0 5 PT. 5795. 25885. 40541. 261.80 5.76 0.00 0.030 -••y2 .1.1 1 'i 1 0 6 PT. 5807. 23033. 39022. 261.17 5,74 0.00 0.033 1 .• •; 0 7 PT, 5818. 15347, 34502. 359.25 5.70 0.00 0,092 Page 39 of 12 RTBR_P,PRT 4/9/3003 11:26 AH i .!1S 1 '•.!(! 0 9 PT. 5830. 11613. 21036. 251.09 6,93 0.00 0.170 i .!1S 1 '•.!(! 0 9 PT. 5842. 23477. 31039. 254.78 7.11 0.00 0.132 .•-y2". 1 0 PT. 5853. 35644. 36883. 356.86 7.17 0.00 0.106 Page ID of 42 RTBR_P.PRT 1/9/2003 11:26 AM . VA: yi2.'i .i. 13,!^ i:i.!^ H6: 1 3H :.)6-i 1 3'(7 SECOND HOHENT (K-PT) DE • BDS - PC vl.3.7 12/20/00 1163 RANCHO SANTA FE RD RIGHT BRIDGE (permi C) AASHTO ULTIMATE HCMENT ULT MCM ULT MOM AVERAGE NEUTRAL MILD STEEL APPLD RESIST FSU AXIS REQD COMBINED (K-FT) (K-FT) (KSI) (IN) (SQ.IN) STEEL RATIO Page 36 ii.'i I - :-3s 0 0 PT, 6630. 12697, 36983. 256 86 7 17 19 71 0,118 ii.'i I - :-3s 0 1 PT, 5967. 19177, 32007. 255 13 7 12 0 00 0.119 ii.'i I - :-3s 0 2 PT. 5304. 8295. 34675, 254 88 5 61 0 00 0.121 yl.','-0 3 PT. 4641, 26331. 31523. 357 95 5 67 0 00 0.099 ] 3-'3 0 4 PT. 3978. 39828, 36504. 360 10 5 72 10 99 0.093 ] 3-'3 0 5 PT. 3315. 47570. 39528. 261 39 5 75 26 56 0.094 ; \yi 0 6 PT. 2652. 49653. 40541. 361 80 5 76 30 10 0.094 1 .'H S ' .T.-l 0 7 PT. 1989. 15759. 39398. 261 33 5 75 21 01 0.092 1 3 i-s • Jji 0 B PT, 1326. 36617. 35992. 259 89 5 72 2 06 0.089 1352 lyy' 0 9 PT. 663, 31167, 30389. 257 45 5 66 0 00 0.102 1 0 PT. 0. 0, 0. 0 00 0 00 0 00 0.000 ..15S TENDON ELONGATIOH PATH HO. 01 P-JACK (KIPS) % JACK 75. FY (KSI) 270. AS (SQ IN) AVE STRESS (KSI) 8000. HOTE: TENDON LENGTH INCLUDES 4 FEET POR JACKS. MODULUS USED FOR P/S STEEL IS 39000. KSI TENDON LENGTH (PT) • ELONGATION (IN) Page 41 of 42 RTBR_P.PRT 4/9/2003 11:26 AM ni3 1 37? 1 J7o 11 •-! i:i3i. • y^i'i [ 3-1 1394 Lis 5 ! i-7 i ••,')-. n-.i2 DE • BDS - PC vl.3.7 12/20/00 1163 RAHCHO SANTA FE RD RIGHT BRIDGE(permit) •APPROXIMATE QUANTITY- CONCRETE SUPER 1098 CY. ••••* ..... COHCRBTB SUB 100 CY. •"" ..... p/g TRIAL 46595 LBS. THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED OH THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CIARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY, THE P/3 QUANTITIES FOR STRAND ONLY ABE POR EACH TRIAL THAT WAS ENTERED AHD IN THAT ORDER. STRAND USE IS BASED ON THE LENGTH FRCM ANCHOR TO ANCHOR. Page 37 PLOTTING INFORMATION '•' NUMBER OF PLOTS - 2 LENGTH OP PLOTS - 61 INCHES TIHE TO PLOT - 135 SECONDS ;j Run Time: 00:00: 0.19 End of Hun. Page 42 of 42 DOKKEN ENGINEERING mww.*mkkmmtmtl*t*rlmt .t*m 'arc Deck— ; •''Ji?' /i3 a^r r^^ 7 ^ 5 ^S) /:: £>.1>) 7(^) Co.i)-) its) Co. -ZZ.6 X 7Z 2i. 3r L /5- f ^ ^ adc /cL JOB SUBJECT r-^m|o/t.\y\c.^^ (?G/ -y^p Soct. DATE BY CHECK JOB NO. SHEET DE ENGINEERING www.diikk>ii>n|in*CTiB(.c<iiii - ISI67 ^-f-^ / b-eY>t JOB SUBJECT CcpiowxOvr-^ir^-c DATE BY CHECK JOB NO, SHEET PL 1 2.PRT 4/9/2003 8:39 AM Klt«n)tlt«#tt t««ttttKtl»tt«tt lliR»tt»tt»«ttRII imttK *tl#tt ttSltS tttNtt ntl8«NI))l«*l ttttUtt ttfll* ttttUtt HfltlK tttt»ttlt*Ntlt«)l» «tt»tt»*>Kttt)l RflNnitRttXtt tt«at>tt««s* ttttRlttttNIIKVtt ittKII«tt»tt»)l#)t ND** #««* Ittll* «•»« •Kl* »*»« «««« tt«a* ttffttt ttNSH tlN*tNII**tt»Nlt HKttVttttflVttHtl ttHttVHItltlltt Ntt«««tt NnitttHtt*ttltK • ItltKtNtt HRttttltlt* »tttl» ttttttt •#)l#K«Httt«ttR RttHtt#tt*tt(ll SRKtltttt ttSRHRtt »(tS(t»« •»•«••»• •••••••• »•••••••»• ttttlllttf «*N« R#ttN RtttK *««» DttNH KItXN »lt*ttll(t» IffltllW «n«ll #*««••> »«»*•# Rtt*tt UU U» »«»• UU *(t»«»«R*ttlt *ttNNtRS*«» »UU»»» «»*»«•«• *«•«*» ttttltttt BDS PC version 1.3.7 (04/05/93) (c) 1990-93 Dolcken Engineering All rights reserved. Date: 04/09/03 Time: 08:34:47 Pile: Pl_l_2.txt User; Unknown PL_4^ • PRT 1/9/2003 8:39 AH Sorted Input Data 12345678 1234 56789012 345678901231567890123456789012345678901234 5678901234 5678901234 567890 56 1163 RAHCHO SAHTA FE RD LEFT BRIDGE 000 010102P H1150 3600 150 100 5S 020203 H1389 3600 150 100 030304 RH1161 3600 150 100 6-i' 040502P 289 15 3250 150 100 (•'i 050603P 261 45 3250 150 100 6r 010000 518 550 788 600 412118200118200 35 713 35 713 01 200 •ri.'t 010200 518 550 788 600 412113200113200 35 713 35 713 02 200 il-'i 01094002 200 i:; OllllO 518 550 788 800 112118200118200 35 713 35 713 03 200 K J 011150 518 550 788 800 112118200118200 35 713 35 713 03 200 02000003 200 C'l 03004003 200 6? 02021002 200 73 02120002 200 02136003 200 •r2 02138903 200 '• ?-03000003 200 7; 03004003 200 03020002 200 V .'j 03091002 200 03116101 200 040000 177 0001 201 050000 177 0001 201 SO 0101 355 U 001150 BARRIER RAIL OVERLAY UTILITIES 300 0102 355 U 001389 BARRIER RAIL OVERLAY UTILITIES 300 HA 0103 355 U 001161 BARRIER RAIL OVERLAY UTILITIES 300 0404 20311 Bl.2 COL PLASTIC MOMBHT 300 8^ 0405 20311 Sl.2 3C0L PLASTIC HOMENT 300 •30 Page 2 of 18 1 PL_4 2.PRT 4/9/2003 8:39 AM DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE 01/09/03 FRAHE DESCRIPTION END MEH JT. COND NO LT RT LT RT DIR SPAN /-••/ /•--/ /-••/ /-•-/ / / 1 1 2 P H 115,0 2 2 3 H 13B.9 3 3 4 R H 116.1 4 5 2 P 28.9 5 6 3 P 26.1 LA ----/ 0.00 0.00 0.00 0.00 0.00 SUPPORT OR HINGE // 0.0 0.0 0,0 4.5 4.5 3600. 3600. 3600. 3250. 3250. DEAD LOAD UNI SEC / / 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 LT RT CARRY OVl FACTOR; LT R' -/ /-0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 o.l o.l o.l 0,1 o.l Page 3 of 18 PL_4 ja • PRT 4/9/2003 8:39 AH File: Section Properties DB • BDS • 1163 RANCHO SANTA PE Input PC vl.3.7 HD LEFT BRIDGE 04/09/03 Mem Re HO Loc. Call 1 0.0 1 20.0 1 94.0 02 1 111.0 1 115,0 W D Top +/• Code v/D H 0.0 0.0 51.8 5.50 7,88 0.0 0.0 51.8 5.50 7.88 " Recall Only 0.0 0.0 51.8 5.50 7.88 0.0 0.0 51.8 5.50 7.88 Bot Ho W T W Fact T W Fact L Ex In L Z Y Area IZZ B E- 6,00 4 12. 1 18. 2.00 1 18. 2.00 3.5 7. 13. 3 .5 6.00 4 12. 1 13, 2.00 1 13. 2.00 3.5 7. 13, 3 . 5 8.00 1 12. 1 18. 2.00 1 18. 2.00 3.5 7. 13. 3 . 5 8.00 4 12, 1 18. 2,00 1 18. 2.00 3.5 7, 13. 3.5 SECTION PROPERTIES MEH OUTPUT NO LOC, DEPTH Z-BAR Y-BAR AREA IZZ lYY E • 1 11'^ •.•JC I'Al 1 0.0 5.50 25.90 3.13 88.00 374 43 19096 66 3600 00 • 1 11'^ •.•JC I'Al 1 20.0 5.50 25.90 3.14 81.02 367 37 17479 06 3600 00 1 94.0 5,50 25.90 3.14 84.02 367 37 17479 06 3600 00 ! ::6 1 111.0 5.50 25.90 2,96 93.67 408 60 19796 90 3600 00 ! ::6 1 115.0 5,50 25.90 2.96 93.67 40B 60 19796 90 3600 00 HEMBER 1 PROPERTIES LEHGTH: 115.0 HIN B'l: 0.132E-»07 STIFF: Section Properties - Input Top 13:; Mem Re No Loc. Call Z Y W D •^/ - Code v/D 13*) 2 0.0 03 •- Recall Only i •y? 2 1.0 03 " Recall Only ^•: 2 21,0 02 •• Recall Only j'l • 2 120,0 02 Recall Only L.i2 2 116.0 03 Recall Only X-i?, 2 138.9 03 " Recall Only 14} 4.158 RT CO.: 0.513 LT 0,500 RT BOt No W T W Fact T W Fact Z Y Area Izz Page 4 of 18 PL_4_2 . PRT 1/9/2003 8:39 AM UN SECTION PROPERTIES DE - BDS - 1163 RANCHO SANTA FE OUTPUT MEM NO LOC. 0.0 4.0 21.0 120.0 136.0 138.9 DEPTH 5.50 5.50 5.50 5.50 5.50 5.50 Z-BAR 25.90 25.90 25.90 25.90 25.90 25.90 V-BAR 2.96 2.96 3.14 3.14 2.96 2.96 AREA 93.67 93.67 84.02 84.02 93 .67 93,67 PC vl,3,7 RD LEFT BRIDGE IZZ 408.60 408.60 367.37 367.37 408.60 108.60 04/09/03 Page lYY 19796,90 19796.90 17179.06 17479.06 19796.90 19796.90 3600.00 3600.00 3600.00 3600.00 3600.00 3600.00 HEMBER 2 PROPERTIES LENGTH: 138.9 MIN E*I: 0.132E-f07 STIFF: Section Properties - Input Hem Re No Loc. Call 3 0.0 03 3 4,0 03 3 20.0 02 3 94,0 02 3 116.1 01 V W D Top ••/ - Code V/D " Recall Only " Recall Only •• Recall Only " Recall Only " Recall Only 1,146 RT CO.: 0.509 LT 0.510 RT Bot No W T W Fact T W Fact L Ex In L Z Y Area Izz E E- SECTION PROPERTIES - OUTPUT MEM NO LOC. 0.0 1.0 20,0 91 .0 116.1 DEPTH 5.50 5.50 5,50 5. 50 5.50 Z-BAR 25,90 25.90 25, 90 25, 90 35.90 Y-BAR 2.96 2.96 3.11 3.11 3.13 AREA 93.67 93.67 81,02 84 .02 88.00 IZZ 108.60 408.60 367.37 367.37 374.43 lYY 19796.90 19796.90 17479.06 17179.06 19096.66 3600.00 3600.00 3600.00 3600.00 3600.00 MEMBER 3 PROPERTIES LENGTH: 116.1 MIH E'l: 0.132E^t-07 STIFF: Section Properties - Input Hem Re No LOC. Call M ••/ - Code D V/D Top 1.055 RT CO.: 0.500 LT 0.512 RT BOt HO W T W Fact T W Fact L Ex In z Y Area Izz B Page 5 of 1( PL_1_3.PRT 4/9/2003 8:39 AM Page 4 /52 File: DE - BDS - PC vl.3.7 01/09/03 1163 RANCHO SAHTA FE RD LEFT BRIDGE Section Properties - Input Mem Re No LOC. Call Z Y W D Top Bot No W T W Fact T W Fact L Ex In •/- code V/D H z Y Area izz E •' ASSUMED DATA26 SECTION PROPERTIES - OUTPUT MEH IZZ 0.01 lYY E 0.00 3250,00 Tie NO LOC. DEPTH Z-BAH Y-pAR AREA A":' 4 0,0 0.00 0.00 0.00 47.70 C^: MEMBER 1 PROPERTIES 2:.i LENGTH: 28.9 MIN E'l: 0.32SE-f02 STIFF: 1.000 LT 1.000 RT CO.; 0.500 LT O.SOO RT yj'.: Z'zi Section Properties - Input 2.7^ Mem Re No Loc. Call Z Y W D Top Bot No W T W Pact T W Fact L Ex In "Mi */- Code V/D H Z Y Area Izz E 21'- •• ASSUMED DATA26 2.'L: SECTION PROPERTIES - OUTPUT 3 ? MEH 2'i-.i NO LOC. DEPTH Z-BAH Y-BAR AREA 5 0.0 0.00 .MO MEMBER 5 PROPERTIES O.OO 0,00 17.70 IZZ 0.01 lYY E 0.00 3250.00 "'•:'2 LENGTH: 26.1 MIH E'l: 0.325E-f02 STIFF: 1.000 LT 4.000 RT CO.: 0.500 LT O.SOO RT Page 6 o£ 18 PL_1_2 , PRT 1/9/2003 8:39 AH DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 01/09/03 NO ERRORS FOUND FRAME PROPERTIES MEM JT NO LT RT • - -/ / 1 1 2 2 2 3 3 3 1 4 5 2 5 6 3 END COND LT RT CARRY OVER FACTORS / /--/ /---/ / H 115.0 H 138.9 H H 116.1 28.9 26.1 SPAN MIN E'l / / / / 0.1323E*07 0. 1323E-t07 0.1323E'07 0.3250E-f02 0.3250E•^0^ LT RT DISTRIBI FACT! LT -/ /-0.0 0.0 0.0 1.5 1.5 3600. 3600. 3600. 3250. 3250. -/ /--/ /-0.513 0.509 0.000 0.500 0.500 0.000 0.510 0. 512 0.000 0.000 0.000 0.527 0.171 0.000 0.000 IF MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE PROM LEFT END OF t IP MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR HCMENT REDOCTIl IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED HCMENT REDUCTION WILL NOT TAKE PLAI Page 7 of 18 PL_1_2. PRT 1/9/2003 8:39 AH File: 2iy- DB - BDS - PC vl.3.7 11G3 RANCHO SANTA FE RD LEFT BRIDGE FIXED END MOMENTS TRIAL 0 2. i ".f-i MEM FIXED EHD HOMENTS MEM FIXED END MCMENTS NO LT RT -21153. 0. NO LT -20677. 0. RT -20592. 0. 04/09/03 Page 6 MEH FIXSD END MOMt NO LT 1 3 -21813. Page 8 of 18 1 PL 4 2,PRT 4/9/3003 8:39 AM File: DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE •" SIDESWAY NOT CONSIDERED. "' HORIZONTAL MEMBER MOMENTS TRIAL 0 MEM .2 PT .3 PT .1 PT .5 PT .6 PT 04/09/03 Page HO LEFT .1 PT 1 0. 5458. 2 -20885. -9841. I -18806.) 3 -31102. -11213. I -18883.) 9216. 11304. 11725. 10479. 7567. -1349. 4706. 8339. 9 521. 82 80. -3184. 3166. 7817. 10770. 12024. HORIZONTAL MEMBER STRESSES TRIAL 0 1 0. -330. -546. -670. 2 947. 511. 80. -279. 3 950. 611. 189. -188. HORIZONTAL MEMBER STRESSES TRIAL 0 1 0. 21]. 112. 505. 3 -811. -433. -60. 210. 3 -815. -493, -142. 111. VERTICAL MEMBER MCMENTS TRIAL 0 1 0. 0. 0. 0. 5 0, 0. 0, 0. HORIZONTAL MEMBER SHEARS TRIAL 0 1 519.9 400.0 251.0 109.1 3 891.6 700.7 523.4 348.4 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 MEMBER REACTIONS TRIAL 0 MEM NO LT REACTION 1 2022.0 5 2009.7 RT REACTION 1815.2 1833.0 BOTTCM FIBER -695. -631. -191. -564. -163. -638. TOP FIBER 524. 468. 372, 319. 0. 0. -35.9 173.3 327.5 0.0 0.0 425. 481. 0. 0. -180.8 -1.8 181.: 0.0 0.0 MEMBER WEIGHT 206.8 186.7 -119. -191. -713. 338. 370. 537. 0. 0. -325.7 -176.8 34.8 0,0 0.0 .7 PT 2987 . 4609. 11578. -177. -273. -686. 133. 306. 517. 0. 0. ,8 PT .9 PT RIGHT -3259, -11186. -20885. -1195. -10033. -21102, 9434. 5586. 193. 89 . -559. -146. -67 . 122. 0. 0. 605, 565. •327. -490. -443. 218. 0. 0. 0. 910. 957. 0. -806. •820, 0. 0. 0. -470.7 -615.6 -761.5 -923.6 -351.9 -526.9 -703.3 -893.9 •111.5 -257.8 -105.7 •557.1 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Page 9 of 18 PL_4_2•PRT 4/9/2003 8:39 AM DE • BDS • PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/09/03 3 If- TRIAL 0 !."-E TANGENTIAL ROTATIONS - RADIANS 1.1'.- SPAN LT. END RT. END CLOCKWISE POSITIVE SPAN LT. EHD S'^l 0.002111 0.000055 -0,000111 -O.OOOIll -0.000111 -0.000073 RT, END 0.000146 0.000146 SPAN 3 LT. END 0.000146 RT. END -0.002193 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE E- 3600. E- 36O0. E- 3600. 0,000 0,034 0.044 0.057 0 063 0 061 0,053 0.037 0.021 0.007 0 000 0.000 0.006 0.022 0.010 0 052 0 057 0.052 0,039 0.032 0.006 0 000 0.000 0,007 0.022 0.039 0 055 0 061 0.066 0.060 0.O16 0.025 0 000 FEET AT 1/10 POIHTS PROM LEFT END. 0.000 0.000 0.000 0.000 0 001 0 001 0.001 0.001 0.000 0.000 0 000 0.000 0.000 0.000 0,001 •0 001 •0 001 0.001 -0.001 0.001 0.000 0 000 Page 10 of 18 PL_4_2. PRT 1/9/3003 8:39 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 01/09/03 LOAD DATA TRIAL 1 LOAD LINE MEM W OR P CODE 1 3.550 U 2 3.550 U 3 3.550 U FIXED END MOMENTS TRIAL 1 MEM NO FIXED END MOMENTS LT RT -6001. 0. 6~ FIXED END HOHENTS \ B LEFT RIGHT DEFLT 0.0 115.0 0. 0. 0.0 138.9 0. 0. 0.0 116.1 0. 0. Page COMMENTS BARRIER RAIL OVER) BARRIER RAIL OVER) BARRIER RAIL OVER) FIXED END MOMENTS LT RT MEM NO FIXED END HOM) -5790. 0. -5772. 0. Page 11 of IE PL_4_2. PRT 1/9/2003 8:39 AH i-iJ 'IS*: 3? 6 32 i .3 3 ^ •Vi'i •;39 DB - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BRIDGE • SIDESWAY NOT CONSIDERED, HORIZONTAL MEMBER HCMENTS TRIAL 1 04/09/03 Page 10 MEM NO LEFT ,1 PT .2 PT .3 PT ,1 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 1528. 2586. 3175. 3395, 2945. 3135. 836. -922. -3150. -5848. 2 -5848. -2772. -381. 1325. 2316, 2682. 2333. 1299. •420. -2833. •5912. ( -5269. 3 •5913. •3167, •901. 886, 3195. 3026. 3377 . 3251. 3616. 1562. 0. ( -5294.) HORIZONTAL MEMBER STRESSES TRIAL 1 1 0. -90. -153. -188. 2 265. 153. 2], -79. 3 266. 172. 53. -53, HORIZONTAL MEHBER STRESSES TRIAL 1 1 0. 68. 116. 112. 3 -227. -132. -17. 59. 3 -228. -139. -40. 40, VERTICAL HEHBER HOHENTS TRIAL 1 4 0. 0. 0, 0. 5 0. 0. 0, 0. HORIZONTAL HEMBER SHEARS TRIAL 1 1 153.3 112.5 71.6 30,8 2 216.1 196.8 147.5 98.3 3 257.0 215.a 171.6 133.1 VERTICAL MEHBER SHEARS TRIAL 1 1 0.0 0.0 0.0 0.0 5 0.0 0.0 0.0 0.0 VERTICAL MEMBER REACTIONS TRIAL 1 MEM NO LT RBACTION 501.1 501,0 RT REACTION 501.1 504.0 BOTTOM FIBER -195. -175. •139. -159. •130. -179, TOP FIBER 117. 132. 105. 98. 0. 0. -10.0 18.8 93.1 0.0 0.0 120. 135. 0. 0. -50,8 -0.5 50.9 0.0 0.0 HSIBER WRIGHT Page 12 of 18 126. -50. 55, 170, 263 138. -77. 35. 159. 268 200. -193. -157 . -91. 0 95. 37. -41. -138. -226 104. 58. •19. •125. -230 151. 145. 118. 69. 0 0. 0. 0. 0. 0 0. 0. 0. 0. 0 91,7 -132.5 -173.3 -314.1 -255. 19.8 -99.1 -148,4 •197.7 -217 . 9.7 -31.5 -72.7 -113,9 -155. 0.0 0.0 0,0 0.0 0. 0.0 0.0 0.0 0.0 0, PL_4_3 . PRT 4/9/3003 8:39 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/09/03 Page 11 TANGENTIAL ROTATIONS SPAN LT. END 1 0,000593 1 0.000015 RADIANS RT, END -0,000031 -0.000031 CLOCKWISE POSITIVE SPAN LT, EHD -0.000031 -0.000D20 RT. END 0.000010 0.000010 SPAN 3 LT, EHD 0.000040 RT. END -0.000615 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT I/IO POINTS PROM LEFT END IXlHNWARD POSITIVE MEHBER 1 E- 3600. 0.000 0.007 0.012 0,016 0 018 0.017 0.015 0.010 0.006 0,002 0 000 . --MEMBER 2 E- 3600. 0.000 0.002 0.006 0.011 0 015 0.016 0.O15 0.011 0.006 0.002 0 000 (.\ MEHBER 3 E- 3600. 0.000 0.002 0.006 0.011 0 015 0,018 0.019 0.017 0.013 0.007 0 000 v.; VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT END. MEMBER 4 E- 3250. 0.000 0.000 0.000 0.000 0 000 0.000 •y-0.000 0.000 0.000 0.000 0 000 c H £••• HEMBER 5 E- 3250, 0.000 0.000 0.000 0.000 0 000 0.000 0.000 0,000 0.000 0.000 0 000 Page 13 of 18 PL_1_3.PRT 4/9/2003 8;39 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/09/03 LOAD DATA TRIAL 4 LINE MEH W OR P 4 0.000 5 0.000 LOAD CODE FIXED EHD MOMEHTS FIXED END MOMEHTS TRIAL 4 FIXED END HOMENTS HEM NO 0.0 0.0 MEM NO 0.0 0.0 LEFT 0. 0. RIGHT DEFLT 20311. 20311. Page 12 CCXIHENTS 1.2 COL PLASTIC I 1.2 3C0L PLASTIC I FIXED END HOHENTS LT RT MEM HO FIXED EHD MCM) 0, 20311. 0. 20311. Page 11 of 18 1 PL4_2,PRT 4/9/2003 8:39 AH DE - BDS - PC vl.3.7 1163 RAHCHO SANTA PE RD LEFT BRIDGE 04/09/03 Page 13 SIDESWAY DIAGNOSTICS \ (X> page 15 of 18 PL_4_2. PRT 4/9/2003 8:39 AH DE - BDS • PC vl.3.7 11G3 RANCHO SANTA FE RD LEFT BRIDGE 01/09/03 Page 11 "• SIDESWAY NOT CONSIDERED, FRAME CANNOT SWAY, .^v-i HORIZONTAL HEHBER HCMENTS TRIAL 4 HEH NO LEFT ,1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. -756. -1513. -2269. -3025. -3781. -4538. -5294. •6050, -6807. -7563. 2 12717. 10197. 7646. 5095. 2544. •7, -3557. -5108. -7659. -10210, -12761. 'y.,t. '.,-'.1': 3 7 550. 6795. 6040. 5285. 4530. 3775. 3020. 2265. 1510. 755. 0. 'y.,t. '.,-'.1': HORIZONTAL MEHBER STRESSES TRIAL 4 aOTTCW FIBER III 1 0. 41. 90. 135. 179. 324. 269. 314. 159. 368. 373. li'^ 3 •642, •564. •153. -302. -151. 0. 152. 303. 154. 575. 618. 3 -380. -369. •35B. -313. •269, -224. -179, -134. -90. -44. 0. •> 1 '•' HORIZONTAL MEMBER STRESSES TRIAL 4 TOP FIBER 1 0. -34. -68. -101. -135. -169. -201. -217. -270. -298. -319. '.,21 2 550. 419. 342. 228. 111. 0, -114. •238. -312. -451. -530. '.,21 3 326. 298. 270. 236. 202. 169. 135. 101. 67. 34. 0. VERTICAL HEHBER HCX1ENTS TRIAL 1 \,2.~. 4 0. 3031, 4062. 6093. 8124. 10155, 12186. 11217. 16218. 18279. 20310. •.•'i'i 5 0. 2031. 4062. 6093. 8124. 10155. 12186. 14217. 1624 8. 18279, 20 310. •.•'i'i HORIZONTAL HEHBER SHEARS TRIAL 4 '>r.-1 -65.8 -65.8 •65.8 •65.8 •65.8 -65.8 -65.8 -65.8 -65.8 -65.8 -65.8 '>r.- 2 •183.6 -183.6 -183.6 -183.fi -183.6 -183,6 -183.6 -183.6 -183.6 -183.6 -183.6 3 -65.0 -65.0 -65.0 -65,0 -65,0 -65.0 •65.0 -65.0 -65,0 •65.0 -65.0 ',-••3 VERTICAL MEMBER SHEARS TRIAL 4 b 0 4 702.8 702.8 702.8 7 02.8 702.8 702.8 702.8 702.8 702.8 702.8 702.8 -12 5 778.2 778.3 77B.Z 778.2 778,2 778.2 778.2 778.2 778.2 77 8.2 778.2 515 VBRTICAL HEMBER REACTIONS TRIAL 4 RT REACTION c.lV Hai LT <i NO REACTION HEHBER WEIGHT -117.9 118.6 -117.9 118.6 Page 16 of 18 n PL_1_2 . PRT 4/9/2003 8:39 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/09/03 Page 15 TANGENTIAL ROTATIONS SPAN LT, END -0.000758 20,903385 RADIAHS RT. EHD 0.001477 -11.806767 CLOCKWISE POSITIVE SPAN LT. END 0.001477 18.878067 RT. END 0.001491 •37 .756145 SPAN 3 LT. END 0.001491 HT, END -0.000764 HORIZOHTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POIHTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 E- 3600. 0.000 -0.009 -0.017 -0.024 -0 029 -0 033 6!>2 -0.033 -0.031 -0.025 -0.015 0 000 J MEHBER 2 E- 3600. 0,000 0.015 0.020 0.018 0 010 0 000 -0.010 -0.018 -0.020 -0.015 0 000 ft.".',' HEMBER 3 E= 3600. 0.000 0,015 0.025 0,012 0 034 0 033 0.030 Q.D21 0.017 0.009 0 000 ''•'•t 'i VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRCM LEFT END. MEMBER 1 E" 3350. 0,000 59.807 115.989 164.921 202 980 226 510 5 231.977 215.666 173.983 103.302 0 000 WARNING - ROTATIONS AND DEFLECTIONS ARE MEASURED FRCM A CHORD BETWEEN THE MEMBER EN) WHICH HAVE TRANSLATED DUE TO USER FEHS 5 £- 3250, 0,000 48.779 94.602 134.512 165.553 184.769 189.204 175.900 141.903 84.255 0,000 WARNING - ROTATIONS AND DEFLECTIONS ARB HEASURED FRCM A CHORD BETHBEN THE HEHBER BM WHICH HAVE TRANSLATED DUE TO USER FBH3 Page 17 of li PL_4_2.PRT 4/9/2003 8:39 AH DE - BDS - PC vl.1.7 11G3 RANCHO SANTA FE RD LEFT BRIDGE •APPROXIMATE QUANTITY' 01/09/03 Page IE CONCRETE SUPER CONCRETE SUB 1171 CY. 96 CY. COO THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED OH THE FRAHE DESCRIPTION CARD. IT ASSUHES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS EHTBRED AND IN THAT ORDER, STRAND USE IS BASED OH THE LENGTH FROM ANCHOR TO ANCHOR. Run Time: 00:00: 1.31 End of Run. Page 18 of 18 c DOKKEN Engineering Superstructure Moment Capacity Sample Calculations 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 kip := 1000-lb kN := 1000-newton MPa := 10 Pa Determine Moment Capacity at 0.7 Point of Span 1 Parameters Pjack-= 8300kip in kip . 2 in tfop - 7.875.in lb fc - 4000-. 2 in A:=5.5-ft "jfT^e/p, :=3.462.ft Girder^itHh :=74 in A's:= 23.53.in^ /le:=13.47in^ 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 r 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 Prestress Steel Aps :-Area of prestress steel Aps = 40.9877 in^ d':=0.9h d:=0.9-A d' = 4.95 ft d = 4.95 ft dps :=k - offsetpg 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 P ps := ^ bottom-^'ps p'ps = 0.0034 ^su_ps •- fs 1 - 0.5- V P'ps-A fc fsu_ps ~ 238.7682—^ in 3ps ^su_ps'Aps Q-^Sfc-bbottom a'ps = 5.8863 in Reinforcement ratio for prestress Stress in prestress steel Height of whitney stress block for bending associated with prestress steel, assumes rectangular section ^'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 r DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 O.S5 fc [bi,ottom - Girder^iathytbottom su_ps A'sf = 35.457 in^ :- Aps - A'^f Asr = 5.5307 in^ Area reduction in steel to account for tee section stress block M'ps:- As[-f su_ps"^'ps" 1 - 0.6- A.f* ^ '^sr ^ su_j)S Girder^iathd'psfc) + 0.85.rc(*ft ottom - Girder^iotb) '^bottom M'ps= 17533.92 kip-ft ^bending-M'ps = 16657.224 kip-ft r 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 Prestress Steel dps := offsetpg Distance from extreme compressive fiber to centroid of p/s dps = 3.462 ft Pps := ^top-^ps 43 Reinforcement ratio for prestress Pps = 0.0016 C ^su_ps 1 - 0.5-pps-A fc fsu_ps = 255.5226^ in ^su_ps'Aps O.BSfc-btop aps = 4.9603 in Stress in prestress steel Height of whitney stress block for bending associated with prestress steel, assumes rectangular section 3'ps < Uop The compressive stress forms a rectangular section ^ps •- Aps-fsu_ps"^ps' 1 - 0.6- v Pps'^su_ps fc Mps = 34050.5479 kip-ft ifbending-^ps = 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) a' := O.BSfc-bbottom a'= 6.7354 in Height of whitney stress block for bending associated with prestress steel, assumes rectangular section 3' > ^bottom The compressive stress forms a tee section fy^'s + fsujjs-Aps - O.S5 fc (bbottom " Girder^iath) tbottom O.^SfcGirder^iath a':= a" = 10.8599 in M'n := Q.^5 fc Girder^iath-2^ \ - j ] + ^.^S fc{bbottom " Gifder^idth)bottom' ^ * bottom^ J -r M'n = 52078.9579 kip-ft HenMngy^n = 49475.01 kip-ft Job: 1163 RANCHO SANTA FE RD. Suject: Superstructure Moment Capacity Sample Calculations Date : 10/31/02 By: mb r DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Positive Bending Capacity of Total Section (Including Mild steel) f'V'^S "I" tsu pS'Ans a := Height of whitney stress block for top bending associated with prestress steel, assumes rectangular section a = 5.3431 in a < tbottom T*^® compressive stress forms a rectangular section Mn :=/y'^y|tf--^| + Mps Mn = 37871.2082kip-ft ifbending-^ii = 35977.6478kipft Job: 1163 Suject: Date: 10/31/02 RANCHO SANTA FE RD. Superstructure Moment Capacity By : mb Sample Calculations I DOKKEN PHONEi6t9jSH-!l7T FAX|6I1)S14-Sfi"l! Ultimate Moment Capacity c •nr.- r Assumption' a b Capdty (P/S) Capcity (Mild Steel) Section is under-reinforeed {p < 0.30) Mn,ps, IS considered even the P/S steel located within h/4(h=toIat depth) IVom the extreme cranpression fiber Capacity due lo prestress slrand Capadty due lo mild sled Recungulflf f ipM,(p/s) = 0.95. A',f^,d' 1- 0.6 p'/.: RedKiiular ScQion FlngcdSccuon * . if • 0L83 X /'^ X b distance frum extreme compressive fiber to CG of P/S distance from extreme compressive fiber to controid of negative moment reinforcing, d = 0.9 h 0,8 5 A * <pM,(^mild)= 0.95x j^CSSy^fr-a^i^-^j +a83>;(6- 6')r(i/- ^= •fy ^. ^ •f^ O-^Srli-t.^ A >/ Span 1 2 3 SopOTtniclun: Depth h ISO-SM-LSO" V - Pjicli/(0.75^ri) (in' ) 41,0 410 41.0 40:75 40-75 40.75 b„ 51.75' Slab Thickaos, 1 lop 7.87S 7.875 7.875 Bonoai 6 6 6 Concrete SRnglli (lui) 4.00 4.00 4.00 SlMH 1 6Mn(P/S) OMH (Mild steel) Toial Total tsu d Toi> Bottom Reinf Area Provided Gsds Top BM (m) a'* A. d* M. a* A' d* H, Top Bot a' 3 Wiikh u Iw m ft li-n Ul iqin R (k-n (jqin) (jqir) (m) (iBl (k-n (k-n AbutI 74.0 248,2007 250 5722 59 6,1 0.0 2.92 -21474 4.9 41 0 2.58 23157 0.00 0.00 6.79 486 -45373 23157 O.l 74.Q 240.4485 2550198 59 5.9 5.8 2.15 •17848 SO 41 0 3,35 31138 23.53 13.47 11,14 5.33 -49741 J4768 0.2 74.0 230.3896 257.1247 59 5.7 4.2 1.61 -122S3 SO 41 0 3.89 36855 23.53 13.47 9,50 5.37 -48139 40483 0.3 74.0 220,2)15 258 1252 59 5,4 2.5 1.28 0 5.0 41.0 4.22 40287 23.53 13-47 7.84 5.39 -*6467 43915 04 74.0 215,5949 258424] 59 5,3 1.7 1.17 0 5.0 41 0 4.33 41428 23,53 13.47 7.09 540 -45685 45056 OS 74,0 219 7204 258,1616 59 5.4 2.5 1.27 0 5.0 4t.0 4,23 40423 23.53 13.47 7.76 5,39 -46381 44051 0.6 74.0 229,0913 257.2912 59 5,6 4.0 1 56 -11733 5.0 41.0 3.94 37388 23.53 13.47 929 538 -47928 41017 0,7 74.0 238.7665 255,5218 59 5.9 5.5 2.04 -16658 5.0 41.0 346 32350 23 53 13.47 10,86 5 34 -49477 35979 0.8 74.0 246 5288 252.0216 59 61 6,6 2.71 -23593 4.9 41,0 2.79 25320 23,53 13.47 12.13 528 -50684 28952 0,9 74,0 252 2345 243 8531 59 62 7.4 3.58 -32619 4,7 41.0 1.92 16293 23 53 1347 13.06 5.12 -51550 19930 Pier 2 74.0 254.41 234 6269 59 63 7.7 4.08 •37821 46 41 0 1.42 11178 23.53 20,07 13.41 5.13 •SI 876 16596 10/31/02 1163 UR M-capacity.xIs I DOKKEN PHONE (6I») S14-S377 FAX (hUl )ll.lt«nt Ultimate Moment - Capacity {Colli.) r Spans 2-3 OMn(P/S) OMU (Mild jteel) Total Total fsu d Top Botlom Reiof. Area Provided Ginia Top B« a'* A, d M. a* A" d M. Top Bot a' a •Mn^ Width ka in iqin ft (t-O in sqn n (k-0 (lin) (Wl) Im) (ml (fc-ft Pier 2 53.0 254.3985 234.7017 S9 63 6.0 4.08 -37779 46 41.0 1.42 11208 23.53 20.07 16 34 5.13 -51658 16627 01 35.0 252.2345 243 8531 59 6.2 4.3 3 58 -32599 4.7 41.0 1.92 1629J 23.53 13,47 20 92 5 12 -50998 19930 02 35.0 244.8105 253 1404 59 60 32 253 -21688 49 41 0 2,97 27247 23 53 13.47 18 36 5 30 -50040 30878 03 35.0 234,0982 256 5512 59 58 1.4 1.77 •13925 5.0 41,0 3.73 35119 23.53 13.47 14 67 5 36 -48549 38748 0.4 35.0 221.8138 258 0058 59 5.5 -0.8 1,32 0 50 41.0 4.18 39847 23,53 13.47 10.44 5 39 -466S2 43475 OS 35.0 215.5949 258.4241 59 S.3 -2 0 1 17 0 5,0 41.0 4.33 41428 23.53 13,47 8 30 5.40 -45672 45056 0,6 35.0 221.8138 258 0058 S9 55 -08 1 32 0 5,0 41.0 4.18 39847 23,53 1347 1044 5 39 -46682 43475 0.7 35.0 234.0779 256,5548 59 5.8 1,4 1.77 -13915 50 41.0 3.73 35129 33.53 13.47 14.66 5 36 -48546 38758 OS 35.0 244.8005 253.1461 59 60 3.2 2.53 -21677 49 41.0 297 27258 23.53 13.47 1836 5,30 -50039 30889 0.9 35,0 2S2.2196 243.8939 59 j 62 43 3 58 -32568 4.7 41.0 1.92 16324 23.53 13,47 20 91 5J2_ -S0996 19961 Ker3 530 254 41 234.6269 59 63 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 25441 234 6269 59 6 3 6.0 4.08 -37810 46 41.0 1.42 11178 23-53 20,07 16 35 5 13 -51659 16596 0.1 350 252,2345 243.SS31 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 02 35,0 246.5547 252.0023 59 6.1 3.4 2.72 -23625 4.9 41 0 2.79 25289 23,S3 13.47 18 96 5.28 -50270 28921 03 35,0 238.8124 255.5092 59 59 2.2 2.04 -16686 5.0 41,0 3,46 32318 23.53 13.47 1630 534 -49221 35948 04 35.0 229.17 257,2815 59 56 06 1 56 •11707 SO 41.0 3.94 37357 23,53 1347 12.97 5.38 -47820 40985 OS 35,0 219 8393 258.1532 59 54 -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 258,4161 59 53 -1.9 1 17 0 5.0 41.0 4.33 41396 23.53 13.47 8,35 5.40 -45695 45024 IK 0.7 35.0 220,3479 258.1167 59 54 -10 1 28 0 5.0 41.0 4.22 40255 23.53 13,47 9 93 5 39 -46448 43883 0.8 35.0 230.4388 257.1181 59 5.7 0.8 1,61 -12227 50 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 2.5 2.15 -17849 5,0 41.0 3.35 31138 23,53 13.47 16 86 533 -49448 34768 Abut 4 53.0 248.1783 250.5948 59 6.1 5.2 2.92 -25712 4.9 41,0 2,58 23188 0.00 0.00 709 486 -45366 23188 r 10/31/02 1163 UK M-capaclty.xIs DOKKEN Engineering 9665 Chesapeake Drive Suite 435 SUPERSTRUCTURE MOMENT DEMANDS RANCHO SANTA FE RD. DEAD LOAD MOMENT, (k-ft): TRIAL 0, (1163HPIN) SPAN LEFT ,1PT .2PT .3 PT .4PT .5PT .6PT .7 PT .8 PT .9PT RIGHT 1 2 3 0 -19261 -19518 6004 -10350 -11195 10180 -1880 -2529 12554 4156 4277 13127 7758 9229 11898 B925 12328 6868 7659 13574 4036 3959 12967 -2597 -2175 10506 -11034 -10744 6192 -19075 -19721 0 ADDED DEAD LOAD MOMENT, (k-ft): TRIAL 1, (1163HPIN) SPAN LEFT .1ft .2PT .3PT ,4Pt .5PT .6PT .7PT .8PT .9PT RIGHT 1 2 3 0 -5407 -5476 1683 -2915 -3155 2859 -531 -718 3528 1169 1197 3690 2183 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 .IPT .2 PT .3PT .4PT .5PT ,6 PT .7PT .8PT .9PT RIGHT 1 2 3 0 -24668 -24994 7687 -13265 -14350 13039 -2411 -3247 16082 5325 5474 16817 9941 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 LEFT .IPT .ip-t .3Pt .4PT .Stn .6 PT .7PT .BPT .9PT RIGHT 1 2 3 0 7633 7635 763 7633 6872 1527 7633 6108 2290 7634 5345 3053 7634 4581 3816 7634 3818 4580 7634 3054 5343 7635 2291 6106 7635 1527 6870 7635 764 7633 7635 0 SUPERSTRUCTURE MOMEHT, (k-^ft) DUE TO COLUMN PLASTIC MOMEHT (PLASTIC) SPAN LEFT .1 PT .2 PT .3PT .4 PT .5PT .6 PT ,7PT .8PT .9PT RIGHT 1 0 -756 -1513 -2269 -3025 -3781 -4538 -5294 -6050 -6807 -7563 2 12747 10197 7646 5095 2544 -7 -2557 -5108 -7659 -10210 -12761 3 7550 6795 6040 5285 4530 3775 3020 2265 1510 755 0 mb SS Momsnl DemancL4_?.ils 4/9/2003 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 SUPERSTRUCTURE MOMENT DEMANDS RANCHO SANTA FE RD. DL+P/S+PLASTIC SPAN LEFT .1 PT .2 PT .3PT ,4PT .5 PT .6 PT .7PT ,8 PT .9PT RIGHT 1 2 3 0 -4288 -9809 7694 4565 -683 13053 12866 8901 16103 18054 16104 16845 20119 20930 15278 19065 23383 11403 14894 23461 5219 7603 21165 -3273 -2807 16492 -14075 -16337 9446 -24360 -30378 0 DL+P/S-PLASnC SPAN LEFT .1 PT .2 PT .3PT .4PT .5 PT .6 PT .7PT .8PT .9PT RIGHT 1 2 3 0 -29782 -24909 9206 -15829 -14273 16079 -2424 -3179 20641 7864 5534 22895 15031 11870 22840 19079 15833 20479 20008 17421 15807 17819 16635 8827 12511 13472 -461 4083 7936 -9234 -4856 0 MAXIMUM POSITIVE MOMENT (k-ft) SPAN LEFT .1 PT .2PT .3PT .4 PT .5 PT .6PT .7PT SPT .9PT RIGHT 1 2 3 0 -4288 -9809 9206 4565 -683 16079 1Z868 8901 20641 18054 16104 22895 20119 20930 22840 19079 23383 20479 20008 23461 15807 17819 21165 8827 12511 16492 -461 4083 9446 -9234 -4856 0 POSITIVE MOMENT CAPACITY (k-ft) SPAN LEFT .1 PT .2 PT .3PT .4 PT .5 PT .6PT .7 PT .8PT .9PT RIGHT 1 2 3 23157 16627 16596 34768 19930 19930 40483 30878 28921 43915 38748 35948 45056 43475 40985 44051 45056 44019 41017 43475 45024 35979 38758 43883 28952 30889 40462 19930 19961 34768 16596 16596 23188 MOMENT DEMAND / (0.95*MOMENT CAPACITY), (POSITIVE) SPAN LEFT .1 PT -2 PT .3PT .4 PT .5PT .6PT .7PT .8 PT .9PT RIGHT 1 2 3 0.00 0 0 0.26 0,23 0 0.40 0.42 0,31 0.47 0-47 0.45 0,51 0.46 0.51 0.52 0.42 0.53 0.50 0.46 0.52 0.44 0.46 0.48 0.30 0.41 0.41 0 0.20 0.27 0 0 0.00 MINIMUM NEGATIVE MOMENT (k-ft) 1 SPAN LEFT .1 PT .2 PT .3 PT 4 PT .5PT .6 PT .7PT .8 PT ,9PT RIGHT 1 mb SS Moment Demai>d 4 2 xls 4(^2003 r DOKKEN Engineering 9665 Chesapeake Drive Suite 435 SUPERSTRUCTURE MOMENT DEMANDS RANCHO SANTA FE RD. 1 0 7694 13053 2 -29782 -15829 -2424 1 3 -24909 -14273 -3179 16103 7864 5534 16845 15031 11870 15278 19065 15833 11403 14894 17421 5219 7603 16635 -3273 -2807 13472 -14075 -16337 7936 -24360 -30378 0 NEGATIVE MOMENT CAPACITY (k-ft) SPAN j LEFT 1 -IPT | .2 PT | .3PT .4PT .5fT .6 PT .7 PT .8PT 1 .9PT RidMt 1 -52595 -54552 -52445 2 -58407 -56592 -55744 3 -58409 -56592 -55955 ^171 •54301 -54968 -4171 -7110 -53551 -4171 -7110 -7110 -52165 -7110 -7110 -54207 -54298 -7110 -55774 -55743 •53749 -56884 -56590 -55188 -57298 -58409 -52762 MOMEHT DEMAND / (0.95*MOMENT CAPACITY), (NEGATIVE) SPAN i LEFT 1 .IPT | .2PT 1 .3PT ,4 PT .5PT .6PT 1 .7PT 1 .8PT 1 .9PT RIGHT 10 0 0 2 0.51 0.28 0.04 3 0.43 0.25 0.06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.05 0 0,25 0.29 0 0.43 0.52 0.00 SS Moment [)emand_4_Z.xls 4W20D3 Method BDS & C^ity (P/S>. Vc V, Capacity due lo prestress. use BDS ID simplify calculation Hie Vc wilt be distributed into each giidec Hand Calculations Capcity (stirrup) Fomiula d H VI (itimip) - MiD. b' ^ by Its web width approximalely. Calculate by hand EVc = I V„ - V„ - Distance from extreme compressive fiber to controid of negative moment reinforcing. 0.85 H - Superalnicluie depth - 5.5' s 8> 7500 » A, > ^2' By: mb iorai/02 Span Location d FmiBtH Reinf. Aiea Provided Span (in) (in) Vc Vcable rvc Web Web Vc ilimqi Av S Vs Minb' 6Vn (in) (in) «"!•) (1°) ilimqi (•>)«) (in) (") '""^ Abutment i 56 2161 489 1679 84 12 240 • #6 0,81 6 494 IT 624 O.l 56 1904 382 1522 78 12 234 M 0.88 24 123 12 304 02 36 1011 257 761 74 12 123 U~ 0.iS 24 123 12 210 0,3 56 512 130 452 74 12 73 U - • 0-M 24 123 12 167 1 0.4 56 420 I 419 74 12 68 " #6 ' 0,18 24 123 12 163 0.5 56 m 117 561 74 12 91 ' §6 - y a.88 24 123 12 182 0.6 56 IMI 235 806 74 12 131 m -0.88 24 123 12 216 07 56 1686 355 1331 74 12 216 *6' • 0.88 24 123 12 288 O.t 56 1592 475 1117 74 12 181 #6 0.88 12 247 12 364 0.9 56 1998 544 1454 78 12 224 0.88 12 247 12 400 Pier I 56 1669 72 1597 84 12 228 «6' OSS 6 494 17 614 Piei2 56 153J 72 1463 84 12 209 «« -0.88 6 494 17 59T 0.1 56 516 1374 78 12 211 1*6 -o:8S 12 247 12 389 0.1 56 1924 :4t6 1508 74 12 24S •6 = 0,88 24 123 12 313 0.3 56 1167 . . 275 892 74 12 145 #6 o.st 24 123 12 228 2 0.4 5« 659 I- • 137 522 74 12 85 • #6:; ass 24 123 12 177 0.5 56 420 = 0 420 74 12 68 ' 116 y OM 24 123 12 163 06 56 649 137 512 74 12 83 «6 0.81 24 123 12 175 0.7 56 till 275 843 74 12 137 06 o.st 24 123 12 221 0.8 56 m* 416 1508 74 12 245 ' #6 0.18 12 247 12 418 0.9 56 201* = 516 1498 71 12 230 #6 <I.U 12 247 12 406 Picr3 56 1656 36 1620 84 12 231 #6 o.ti 6 494 17 616 Pier3 56 1587 7! 1516 84 12 217 m 0.88 6 494 17 604 0.1 56 1916 S39 1377 78 12 212 »(, 0.88 12 247 12 390 0.2 » 1567 470 1097 74 12 178 «6 0.88 12 247 12 361 0,3 56 1772 352 1420 74 12 230 #6 0.88 24 123 12 301 3 0,4 56 1077 233 844 74 12 137 «6 0,88 24 123 12 221 0-5 694 116 578 74 12 94 M 0.SS 24 123 12 185 0.6 56 420 1 419 74 12 68 m 0.SS 24 123 12 163 0.7 56 588 129 459 74 12 74 #6 OLSS 24 123 12 168 O.g 56 1023 255 761 74 12 125 O.SS 24 123 12 211 0.9 56 1904 379 1525 78 12 235 »6 Q-SR 24 123 12 304 Abutment 4 56 2165 484 1681 84 12 240 #6 0.18 6 494 17 624 RANCHO SANTA FE ROAD Method Capcit> (P/S). Vc c Capcity (stiiTup) Foimula d H Vi (MifTup) "• Min b" = Ultimate Shear - Capacity Exterior Girders BDS & Hand Calculations V, Capacity due to preslTESl, use BDS lo simplify calculation- The Vc will be distributed into each ginlet by its web width appioximalely. EVc = E V^ - V,^ Calculate by hand - Distance from extreme compressive fiber to controid of negative moment reinforcing, 0 85 H - Supetstructure depdt - Varies' 8. S*-JZ' d'S 7500. A, By: mb 10/31/02 Spm Location d fam ax Reinf Area Piuvided (in) (in) Vc Vcable ZVe Web Web Vc stiiiup Av s Vs Minb' OVn (in) (in) Vc Vcable ImJ (P.l>ta0 stiiiup <><*n) <mn) (•» '^"^ Abutment 1 56 2168 4S9 I6T9 84 12 240 #6 088 6 494 17 624 0 1 56 t»04 382 1522 7» 12 234 M 0-88 6 494 17 619 02 56 IDtt 257 761 74 12 123 . IH 0.88 12 247 12 315 03 56 582 130 452 74 12 73 «6 O.BS 24 123 12 167 1 0.4 56 . 420 1 419 74 12 6S *6 088 24 123 12 163 OS 56 678 ; 117 561 74 12 91 K 088 24 123 12 IS2 06 56 1041 23S S06 74 12 •31 #6 0.88 24 123 12 216 0.7 56 16S6 355 1331 74 12 216 #6 0,88 24 123 12 288 0.8 S6 15«! 475 HIT 74 12 181 #6 0,88 12 247 12 364 0,9 56 1998 544 1454 78 12 224 #6 0,88 12 247 12 400 Pier 2 56 1669 72 1)97 84 12 12S #6 0.88 6 494 17 614 Pici2 56 l$35 . • 72 : 1463 84 12 109 6 088 3 9S7 35 1017 O.l 36 !890 516 1374 78 12 : 211 «6 0.88 3 987 35 1019 0.2 56 1924 .416 1508 74 12 • 145 - «6 0.88 6 494 17 627 0.3 56 1167 7 :; • 2TJ 892 74 11 145 §6 0.88 12 247 12 333 2 0.4 56 659' 137 522 74 12 85 . *6 0.88 12 247 12 282 0.5 56 420 : 0 420 74 12 68 ' IK 0,88 24 123 12 163 06 36 649 137 512 74 12 S3 ' «6 0.88 24 123 12 175 0.7 56 275 843 74 12 137 N6 0,88 24 123 12 221 0,8 56 1^4 416 1508 ' 74^ 12 145 #6 0.88 24 123 12 313 0.9 56 = 2014 / 516 1498 78 12 13« • #6 0.88 12 247 12 406 Pier 3 56 1656 36 1620 14 12 231 «6 O.SS 6 494 IT 616 Piet3 56 r587 71 1516 S4 12 217 ' 96 0S8 3 987 35 1023 0.1 56 1916 539 1377 78 12 111 • #6 ' OSS 3 987 35 1019 0.2 56 1567 470 1097 74 12 I7S i6 0.88 6 494 17 571 0.3 56 1772 352 1420 74 12 230 «6 OSS 12 247 12 406 3 0.4 56 1077 233 844 74 12 137 #6 OSS 24 123 12 221 0.5 56 694 116 578 74 12 94 iM 0S8 24 123 12 185 0.6 56 470 1 419 74 12 68 16 0.S8 24 123 12 163 O.T 56 SU 129 459 74 12 74 »6 0-88 24 123 12 168 O.g 56 1023 255 768 74 12 125 #6 O.SS 24 123 12 211 0,9 56 1904 379 1525 78 12 235 «6 0.S8 24 123 12 304 Abutment 4 56 216) 484 1681 84 12 240 #6 O.Sg 12 247 12 414 r DOKKEN Engineering 9665Cliessapeake Dr Suite 435 San Diego, Ca 92123 r Superstructure Shear Capacity Sample Calculations kip := 1000-lb Determine Shear Capacity at 0.7 Point of Span 1 Parameters A:=5.5ft Vc'.= 1686-kip ^cable-= 355kip Webtotai:= 74-in Depth of superstructure Total concrete shear capacity (from BDS) Prestress Shear (from BDS) Total web thickness r ^ebi„terior'-= ^^'^^ . 2 A»:= .88in J ;= 24-in fy'-eo.^, in lb r-:=4000 .2 in Interior web thickness Shear reinforcement Spacing of shear steel (per girder) Yield strength of mild steel Compressive strength of superstructure concrete ^shear'-= 0-85 Reduction factor for shear Job: Rancho Santa Fe Rd Subject: Girder Shear Capacity Sample Calaculations Date: 11/1/02 By: mb c DOKKEN Engineering Shear Capacity of Interior Girder {^c~ ^cablej'^^^interior c intenor •-Web total Vc_iiiterior = 215.8378kip Calculate Shear Capacity of Shear Steel (per girder) d := 0-85 * d = 56.1 in ^s_girder •= 9665Chessapeake Dr Suite 435 San Diego. Ca 92123 Vs_girder= 123.42kip Determine Minimum Girder Thickness ^s_girder J in Minthick := "^^x M'nthick 12-in Minthick= 12 in Determine Total Girder Shear Capacity •= ^cjnterior + ^s_girder Vn = 339.2578 kip 't>iWVn = 288.3692 kip r Job: Rancho Santa Fe Rd Subject: Girder Shear Capacity Sample Calaculations Date: 11/1/02 By: mb DOKKEN Engineering SUPERSTRUCTURE GIRDER SHEAR DEMANDS 9665 Chessapeake Dr., Ste 435 San Olego CA, 92123 DEAD LOAD SHEAR, (k): TRIAL 0, (1163H) SPAN LEFT .1 PT .2PT .3PT .4PT .5PT .6 PT .7PT .8 PT .9PT RIGHT 1 546.4 398.6 252.6 107.6 •37.3 -18Z2 -327.2 ^47Z^ •617.1 -765.9 -925 2 892.1 701.2 523.9 348.9 173.8 -1.2 -176.3 -351.4 -526.4 •70Z8 -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 • EAD LOAD SHEAR, (k): TRIAL 1, (1163H) SPAN LEFT .1M .2 PT .3PT .4PT .5PT .6 PT .7PT .8 PT 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 TOTALD EAD LOAD SHEAR, (k): TRIAL 0 + TRIAL 1. SPAN LEFT .1 PT .2PT .3PT .4 PT .5PT .6 PT .7PT .8 PT .9PT 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 :SS SECONDARY SHEAR, (k), (Hpin) SPAN LEFT .1 PT .3PT .4 PT .5Pt .6PT .7PT .8PT .9 FT RIGHT 1 58 58 58 58 58 56 58 58 58 58 58 2 0 0 0 0 0 0 0 0 0 0 0 3 -58 -56 -56 -58 -58 -58 •58 -58 •58 -58 -58 SUPERSI rRUCTUR E SHEAR, (k) DUE TO COLUMN PLASTK! MOMENT, (PLASTIC) SPAN LEFT .1 PT .2PT .3PT .4PT .5 PT .6PT .7PT .8PT .9PT RIGHT 1 -65.8 -65.8 -65.S -65.8 -65.8 -65.8 -65.8 •65.8 -65,8 -65.8 -65.8 2 -183.6 -183.6 -183.6 -183.6 -183.6 -183.6 -183.6 •183.6 -183.6 •163.6 •183.6 3 -65 -65 -65 -65 -65 -65 -65 -65 -65 -65 -65 DL+PUAS T1C+SECONDARY SPAN LEFT .1 PT .2 PT .3PT .41^ .5PT .6PT .7M-.8PT .9PT RIGHT 1 693.5 502.9 316 130.2 -55.5 -241.2 •427.1 -612.8 -798.6 •988.2 •1188.2 2 954-7 714.5 487.9 263.6 39.2 -185.1 -409.5 -633.9 •856.2 -1084 -1322.9 3 1066.4 864.7 674 486.4 298.8 111.3 -76.2 -263.7 -451.3 -640.4 -833 Prolect:1163 Rancho Santa Fe Road mb SS &mai Dwnand.ils 4/9/2003 DOKKEN Engineering SUPERSTRUCTURE GIRDER SHEAR DEMANDS 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 DL4^PLASTIC-SEC0N0ARY SPAN LEFT .1 PT .2PT .3PT .4 PT .5PT .6 PT .7PT .8 PT .9PT RIGHT 1 825.1 634.5 447.6 261.8 76.1 -109.6 -295.5 •481.2 -667 -856.6 -1056.6 2 1321.9 1081.7 855.1 630.8 406.4 182.1 •42.3 -26a7 -491 -716.8 •955.7 3 1196.4 994.7 804 616.4 428.8 241.3 53.8 -133.7 -321.3 -510.4 -703 HSLOAC SHEAR, (max pos, k), (1163H) SPAN LEFT .1 PT .2 FT .3PT .4PT .5PT .6PT .7PT .8PT .9 PI 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 HSLOAC SHEAR, (min neg. k), (1163H) SPAN LEFT .1 PT .2 PT .3PT .4PT .5PT .6PT .7PT .8PT .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 PERMIT LOAD SHEAR, (max pos, k), (1163P} SPAN LEn .1 PT .2 PT .3 PT .4 PT .5 PT .6PT .7PT .8PT .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 PERMrr LOAD SHE :AR, (min neg, k), (1163P) SPAN LEn .1 PT .2 PT .3PT .4PT .5 PT .6PT .7PT •BPT .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 lor Different Load Cases: CASE IH : 1.3(1.0(D)+1.67(H)+.77(PS)) (Impact is included In H and P) CASE IPC : 1.3{1.0{D)+1.0{P}+.77(PS)) CASE EQ : 1.0{D)+1.0(PS)+1.0(EO) Project:1l63 Rancho Santa Fe Road J > mb SS Shear Demand, xls 4W2003 DOKKEN Engineering 9665 Chessapeake Dr., Ste 435 San Diego CA, 92123 SUPERSTRUCTURE GIRDER SHEAR DEMANDS CASE IH, (max pos) Fasctors: 1.3 1.67 0.77 SPAN LEFT .1 PT .2 PT .3PT .4 PT .5 PT -6 PT .7 PT .8PT .9PT RtGHT 1 1595 1257 926 600 260 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 .2 PT .3 PT .4PT .5PT -6PT .7 PT .8 PT .9PT ftlfiHt 1 910 643 354 40 288 612 930 1242 1545 1644 2162 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 LER .1 PT .2 PT .3PT .4 PT .5PT .6 PT -7PT .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 .IPT .2PT .3PT .4 PT .5PT .6PT .7PT .8^ .APT ftlfihT 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 1 CASE EQ SPAN LEFT .1 PT .2 PT .3PT .4 PT .5PT .6 PT .7PT .8PT .9PT RIGHT 1 825 635 448 262 76 241 427 613 799 988 1188 2 1322 1082 855 631 406 185 410 634 858 1084 1323 3 1196 995 804 616 429 241 76 264 451 640 833 MAXIMUM DESKSN GIRDER SHEAR, {TOTAL BRIDGE SHEAR DIVIDED AMONGST 6 GIRDERS) SPAN LEin-.1 PT .2 PT .3PT .4 PT .5PT .6 PT .7PT .8^T .9PT hl6Ht 1 311 239 171 108 48 103 166 231 298 369 440 2 440 357 276 196 121 51 122 198 277 356 441 3 444 372 301 233 167 104 49 108 172 241 313 Prt>iect:1163 Rancho Santa Fe Road mb SS Shear Danund. Ids 4/9/Z0O3 DOKKEN Engineering 9665 Chessapeake Dr., Sle 435 San Diego CA, 92123 SUPERSTRUCTURE GIRDER SHEAR DEMANDS Find Design Girder Shear at Distance "d" From Face of Sufi^rts, per BDS 8.16.6.1.2 DESIGN GIRDER SHEAR SPAN •d-.'•'Pf • ' .m 1 .3PY "Tpn .gp-f I -6pr-| .7PT ( .4PT ^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 CAPACrry (K) PER GIRDER, (From Ult Shear-capacity Sheet) SPAN LEFT .1 PT .2PT .3PT .4 PT .5PT 1 .6 PT -7PT 1 .8 PT .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 / (flVn) - (No Skew Effects), Apply to Interior Girders and Acute Comers SPAN LEI^ .1 t-r ,2 M ,3 ft -4 PT ,5PT 1 .6 PT .7PT 1 .8PT .9 PT RIGHT 1 0.45 0.79 0.82 064 0.30 0.57 0-77 0.80 082 0.92 0.67 2 0.68 0.92 0.88 086 0.68 0.31 0,70 0.89 066 0.88 0.66 3 0.69 0-95 0-83 0.78 0.75 0.56 0.30 0.64 082 0-79 0.46 Calculated Vu @> EXTERIOR GIRDERS, (k), SKEW MAONIRCATION 2.20 1.96 1.72 1.48 1.24 1.00 1.00 1.00 1.00 1-00 1.00 1.20 1.15 1.10 1.05 1.00 1.00 1.00 1,00 1.00 1.00 1.00 SPAN •d-.1 Pi .2 PT .3 PT .4 Pf sPT 1 .8 PT .7PT 1 .8PT .9PT •d- 1. Ext 620 468 295 159 60 103 166 231 298 369 411 1,1''lnt 338 275 188 113 46 103 166 231 298 369 411 2, Ex! 894 699 474 290 150 51 122 198 277 358 407 2.1" 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 3,1" Int 498 427 331 245 167 104 49 108 172 241 284 EXTERIOR 1ST INT Project:! 163 Rancho Santa Fe Road mb ss Shear Demand.ils 4/9/2003 DOKKEN Engineering 9665 Chessapealie Dr.. Ste 435 San Diego CA, 92123 SUPERSTRUCTURE GIRDER SHEAR DEMANDS SPAN LEFT .IPt .2 PT .3PT .4PT .5PT .6 PT .7PT .8 PT .9PT 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 0.71 091 0.85 0.94 0.56 0.30 0.64 0.82 0.79 0.69 SHEAR DEMAND / (flVn) - (Skew Effects), Apply to Rrst Interior Girders SPAN LEFT .1 PT .2 PT .3PT .4 PT .5PT .6PT .7PT .8PT .9PT RIGHT 1 0.23 0.73 0.72 0.79 051 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 4/9/2003 -i DOKKEN ENGINEEniNG 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 @ K-gu-Dvwct^ fi^ir? rAK>ivwurvv lies 16 1^ 5Ma'VT^ ^ -(^'t JOB SUBJECT DATE JOB NO. BY SHEET CHECK r Bridge Design Aids Shear Magnification Example No. 2 Prestressed Concrete Box Girder. Simple/Continuous 150' span. f; = 4000 psi Skew = 30° Structure Depth = 6' Face of abutment @ IS along girder from 7 girders centeriine abutment. Skew factors @ centeriine abutment from Chart No. I: Obmse comer, exterior girder =1.60 Obtuse comer, first interior girder =1.10 Acute comer, exterior girder: No adjustment suggested Design: (Exterior girder) Centerline 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 From BDS output or other method. A, = (in' / ft) = (Skew Factor) (A (Skew Factor)(]/ri)(vJ - V, 48(D)(No. of girders) 60(d)(No- of girders) where d = (0.8)(D) and 0 = OM ^ See Chare No. 3 for selecting size and spacing of stirrups. ***Min b'=:-^^^4^ (or from attached Chan 2) where the expression for b' is derived from the foUowing expressions: = Mil and maximum V. =: 8^? b'd (BDS Article 9.20.3.1) 5-35 ENGINEERING 9665 Chel fake Dr. Ste. 435 San Diego, CA 92123 LEFT BRIDGE CAMBER DIAGRAM use 3 times {DL +ADL +PS) Span 1 DL ADL 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 0.006 0.002 0.0 0.000 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 0.9 0.006 0.002 1.0 0.000 0.000 PS -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 0.001 0.000 Span 3 Abut4 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 DL 0.007 0.022 0.039 0.054 0.063 0.066 0.059 0.045 0.025 0.000 ADL 0.002 0.006 0.011 0.015 0.018 0.018 0.017 0.013 0.007 0.000 PS -0.011 -0.027 -0.044 -0.058 -0.066 -0.068 -0.061 -0.046 -0.025 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: Camber Diagram Date: 12/19/2002 By: mb DO*iZ^ ENGINEERING RIGHT BRIDGE CAMBER DIAGRAM use 3 times (DL +ADL +PS) Span 1 Ha 9665 CheS,. Make Dr. Ste. 435 San Diego, CA 92123 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.0 0.1 DL 0.02 0.04 0.05 0.06 0.06 0.05 0.04 0.02 0.01 0.00 0.00 ADL 0.01 0.01 0.02 0.02 0.02 0.01 0.01 0.01 0.00 0.00 0.00 PS -0.02 -0.04 -0.05 -0.05 -0.05 -0.04 -0.03 -0.02 -0.01 0.00 0.00 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 0.2 0.00 0.00 Span 2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 0.00 0.01 0.01 0.00 0.00 -0.01 -0.01 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -0.01 -0.02 -0.02 -0.02 -0.01 0.00 0.00 0 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 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 Do£v^N Engineering 9665 Chessapeake t Me 435 San Diego. CA 92123 Camber (ft) at quarter pts: Span 1 Span 2 Span 3 1/4 PTS: 1 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: 1 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 CP BY: mb 12/19/2002 Camber.xls 1 4/9/2003 9:22 AM UUUUIt *fflttttl*ttK»* ««)tl»itlll)lttii UU UU UU *U<I UUUMUH* «ll»*ll«ll*ll*t *tt»tt tt«ttt Httlff *»«* #ttttt *#««•« ttl NttStttNtttttKR HRKKnilttftt HtttllttltHt tttttt>l«*»ltR unuunuu UU ttttt* »tttt# tttttttt tttttt* ttttt* ttttt *ttt« t*Rt tttttt ttttt ttttt tttttt*t*tRI*t tttttttttttttttt tttttttttttt ttttttttt tttRtttttttRttt ttttttttttttttttttt tttttt tttttt ttttt ttttttttt ttttttttt t*t*t tttttt tttttt tttttttttttttttt ttttttttttttttttttt ttttttttt ttttttttt ttttttttt tttttttttttt tttttttttttt tttttttttttttttt tttttttttttttttt tttttt tttttt tttttt tttttt ttttt tttttt tttttttttttt tttttttt tttttt ttttttttt tttttttt tttttt ttttt tttt tttttt tttttt tttttttttttt tttttttttttttttt ttttttttt tttttttttttt ttttttttt ttttttttt BDS PC Version 1.3,7 (04/05/93) (cl 1990-93 Dokken Engineering All rights reserved. :E Date: 04/03/03 Time: 14!l5:ll File: H4_3.TXT ^: user: Unknown 1' 4/9/2003 9:22 AM Sorted Input Data 1234567B 12345678901234 56789012345678901234 5678901234 5678901234567 8901234 5678901234567890 1163 RANCHO SAHTA FE RO LEFT BRIDGE 261 010102P H1150 020203 H1389 030304 RK1161 0405Q2P 289 050603P 010000 010200 01094002 OllllO 011150 02000003 03004003 02021002 02120002 02136003 02138903 03000003 03004003 03020002 03094002 03116101 040000 050000 OIOI 0102 0103 3600 3600 3600 45 3250 45 3250 150 150 ISO 150 150 518 550 788 600 412118200118200 35 713 35 713 518 550 788 600 412113200113200 35 713 35 713 518 550 788 800 412118200118200 35 713 35 713 518 550 788 800 412118200118200 35 713 35 713 355 U 355 U 355 U 001150 001389 001161 01 3700 3700 10 2010101 4010 258 433 142 2010102105010 142 433 142 20101031060 142 433 258 ill 6039 477 6039 BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES BARRIER RAIL OVERLAY UTILITIES 7075L 3 31 27075L 3 31 027075L 3 31 000 100 100 100 100 100 300 300 200 200 200 200 200 200 200 200 200 200 200 200 300 200 201 201 300 300 300 400 eoo eoo eoo 4/9/3003 9:22 AM DE • BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 FRAME DESCRIPTION END KEH JT. COND NO LT RT LT RT DIR SPAN /•••/ /• -/ /•• •/ /-•-/ // 1 1 2 P H 115.0 2 2 3 H 138.9 3 3 4 R H 116.1 i 5 2 P 28.9 5 6 3 P 26.1 HINGE -/ / / DEAO LOAD UNI SEC -/ // / LT RT O.OD 0,00 0.00 0.00 0.00 0.0 0.0 0.0 4.5 4.5 3600. 3600. 3600. 3250. 3250. 0.000 .150 0.000 .150 0.000 .150 0.000 .150 0.000 .150 -/ /- CARRY O' FACTOl 1 0.00 0.00 0.00 0.00 0.00 O.OO 0.00 0.00 O.OO 0.00 O.oo 0.00 0.00 0.00 0.00 page 3 o£ 39 4/9/2003 9:22 AM File: DE - BDS - 1163 RANCHO SANTA FE Section Properties - input PC vl.3.7 RD LEFT BRIDGE 04/03/03 Page Mem Re NO Loc. Call 0.0 20.0 94.0 02 111.0 115.0 Z Y W D Top */- Code V/D H 0.0 0.0 51.S 5.50 7.88 0.0 0.0 51.8 5.50 7.88 *• Recall Only O.O 0.0 51.8 5.50 7.89 0.0 0.0 51.8 5.50 7.88 l:f: SECTION PROPERTIES - OUTPUT 119 121 lis 1 •): MEM NO LOC. 1 0,0 1 20.0 1 94.0 1 111.0 1 115.0 HQIBER 1 PROPERTIES LENGTH; 115.0 MIN E-I: 0.133E+07 STIFF; Section Properties • Input DEPTH Z-BAR Y-BAR AREA 5.50 25.90 3.12 88.00 5.50 25.90 3.14 84.02 5.50 25.90 3,14 84.02 5.50 25.90 2.96 93.67 5.50 25.90 2.96 93.67 Men Re .! i" No Loc, Call Z Y W '.:>•> */• Code 1,0 2 0.0 03 ** Recall 2 4.0 03 Recall Hi 2 21.0 02 Recall 2 120.0 02 *• Recall lOi 3 136.0 03 *• Recall li.5 2 138.9 03 *• Recall D V/D Top No W T W Face T W Fact L Ex In L Z Y Area Izz E E 4 12 1 18. 2.00 1 18 2.00 3,5 7 13. 3. 4 12 1 13. 2,00 1 13 2.00 3.5 7 13. 3, 4 12 1 18. 2,00 1 18 2.00 3.5 7 13. 3. 4 12 1 18. 2.00 1 18 2.00 3.5 7 13. a. IZZ lYY e 374 43 19096 66 3600.00 367 37 17479 06 3600.00 367 37 17479 06 3600.00 408 60 19796 90 3600.00 4 08 60 19796 90 3600.00 LT 4 158 RT CO. : 0.513 LT 0.500 RT No W T w Pact T W Fact L Ex in L Z Y Area Izz E E Page 4 of 39 4/9/2003 9:22 AM SECTION PROPERTIES MEM DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BRIDGE OUTPUT 04/03/03 Page NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY E IJ. 2 0 0 5 50 25 90 2.96 93 67 4 08 GO 19796 90 3600.00 IJ. 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 84 02 367 37 17479 06 3600.00 l\ 2 130 0 5 SO 25 90 3.14 84 02 367 37 17479 06 3600.00 '1 2 136 0 5 50 25 90 2.96 93 67 4 08 60 19796 90 3600.00 I-.. 2 138 9 5 50 25 90 2.96 93 67 408 60 19796 90 3600.00 MEHBER 2 PROPERTIES LENGTH: 138.9 MIN E'l: 0.132E'07 STIFF; 4.1S8 LT Section properties • Input Mem Re No Loc. Call 0.0 03 4.0 03 20.0 02 94.0 02 116.1 01 Z y W D Top '/- Code V/D •• Recall Only '* Recall Only "* Recall Only •* Recall Only '* Recall Only BOt NO W 2 4.146 RT CO.: 0.509 LT 0.510 RT w Fact T w Fact L Y Area izz SECTION PROPERTIES MEM OUTPUT LOC. DEPTH Z-BAR V-BAR AREA IZZ lYY E 0.0 5.50 25.90 2.96 93 .67 408 eo 19796 90 3600.00 4.0 5. 50 25.90 2,96 93 .67 4 08 60 19796 90 3600.00 20.0 5. 50 25.90 3.14 84 .02 367 37 17479 06 3600.00 94 .0 5. 50 25.90 3.14 84.02 367 37 17479 06 3600.00 116.1 5.50 25.90 3.12 88.00 374 43 1909 6 66 3600.00 MEMBER 3 PROPERTIES LENGTH: 116.1 MIN B*l! 0.132E+07 STIFF; 4.152 LT Section Properties - Input Mem Re No LOC. call W •/• Code V/D Top BOt NO H Z 4,055 RT C.O.i 0,500 LT 0.512 RT w Fact T w Fact Y Area Izz Page 5 of 39 H4_3.PRT 4/9/2003 9:22 AM File: 04/03/03 Page 4 DE • BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE section Properties • Input Men Re No LOC. Call z Y w D Top Bot No w T w Pact T w Fact L Ex In L +/• Code V/D H z Y Area Izz E E ASSUMED DATA26 SECTION PROPERTIES • OUTPUT MEM 21''-- Z'A- 'iV.i '2'i 2V\ 2.'.>2 lYY E 0.00 3250.00 NO LOC, DEPTH Z-BAR Y-BAR AREA IZZ 4 0.0 0.00 0.00 0.00 47.70 60.39 MEHBER 4 PROPERTIES LENGTH: 28,9 MIN E"I: 0.19eE*Ofi STIFF; 4.000 LT 4.000 RT CO.: 0.500 LT O.SOO RT Section Properties • input Mem Re No LOC. Call Z Y W D Top Bot No W T W Pact T W Fact L Ex In L +/- Code v/D H Z Y Area Izz E E •- ASSUMED DATA2e SECTION PROPERTIES - OUTPUT HEM i.Vi lYY E 0.00 3250.00 NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ S 0.0 0,00 0.00 0.00 47.70 60.39 MEMBER S PROPERTIES LENGTH: 26.1 MIH E'l: 0.196E+0e STIFF: 4.000 LT 4.000 RT CO.; 0.500 LT 0.500 RT Page 6 of 39 4/9/2003 9:22 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 NO ERRORS FOUND MEH NO /•-•/ 1 2 3 PROPERTIES END JT COND LT RT LT RT DIR // // /-••/ /• CARRY OVER FACTORS SPAN HIN E*I •-•-/ // / 0.1323B*07 0,1323E*07 0.1323B+07 0.19e3E+06 0.1963B+06 E -/ /- LT RT 115.0 138.9 116.1 28.9 26.1 0.0 0.0 0.0 4.5 4.5 3600. 3600. 3600. 3350. 32S0. -/ I- DISTRI] FAC' LT •/ /• 0.513 0.509 0.000 O.SOO 0.500 0.000 0.510 0.512 0.000 0.000 0.000 0.414 0.363 0.000 0.000 IF MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FRCW LBPT END OF IF MEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT BfiDUCT IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARB NOT USED MOMENT REDUCTION WILL NOT TAKE PLi Page 7 o£ 39 H4_3.PRT 4/9/2003 9:22 AH File: •riy. 21^ 2'ii DE - BDS • PC vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE FIXED END MOHENTS TRIAL 0 MEM FIXED END HOMENTS MEM FIXED END MOMENTS 04/03/03 NO FIXED END HOMENTS LT RT Page FIXED END MOI -31453. 0. NO LT •20677, 0. RT •20592, 0. Page 8 oE 39 ^^^^ 1 4/9/2003 9;22 AM DE - BDS • PC vl.3,7 1163 ElANCHO SANTA FB RD LEFT BRIDGE 04/03/03 SIDESWAY DIAGNOSTICS Page 9 o£ 39 H4_3.PRT 4/9/2003 9:22 AM 2Zi DE - BDS - PC vl.3.7 04/03/03 1163 RANCHO SANTA FE RD LEFT BRIDGE SIDESWAY NOT COHSIDERED. FRAME CANNOT SWAY. Page 8 HORIZONTAL MEMBER MOMENTS TRIAL O MEH NO LEFT .1 PT .3 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT '2 •)'! 1 0. 5442. 9183, 112S5. 11659. 10397. 7468. 2872. -3391. •11334. -210S0. '2 •)'! 2 -20819. •9768. -1268. 4793, S424. 9622. 8389. 4725. •1372. -9903, -20964. ;i i ( 3 •18739. •21308. 1 -11428. •3349, 3022. 7694. 10667, 11941. 11517. 9393. 5565. 0. 2 ) •• 2--i '.y>h ur; li'i "SAi •.sy.) VAZ .1 7s i'l T''ii •!3:- 317 .Tjii 3';c •284 . •179. 214. 135. { -19083.1 HORIZONTAL HEHBER STRESSES TRIAL 0 1 0. -319. -544. -667. 2 943. 540, 7S. 3 961. 621. 199. HORIZONTAL HEHBER STRESSES TRIAL 0 1 0. 242, 410, 503. 2 -808. -430. -57. 3 -823. -501. -150, VERTICAL HEMBER MCS4ENT3 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 S23.9 348.9 3 931.9 771.4 621,9 475.6 VERTICAL MEMBER SHEARS TRIAL 0 4 8.0 8,0 8.0 8.0 5 •13.2 -13.2 -13.2 -13.2 VBRTICAL MEMBER REACTIONS TRIAL 0 HBH NO LT REACTION 2023.9 2011.0 RT REACTION 1817.1 1824.2 BOTTtW FIBER -691. -616. •499. -570. •4S6. ^632. TOP FIBER 521. 465. 376. 344. 93. -137. •37.3 173.8 329.2 8.0 •13.2 430. 477. lis. -172. •182.2 -1.2 182.9 e.o -13.2 MEMBER WEIGHT 206,8 186,7 443. -170. 201. 613. 948 497, -280. ei. S57. 950 708. -683, •557. -326, 0 334. 12 8. -152, -496. -813 375. 211. •61. •437. -815 534. 515, 430. 247. 0 139. 162. 185. 206. 231 206, -340. •275. -309, -343 27.3 •473,1 •617.1 •765.9 925. 76.3 •351.4 -526.4 •702.8 •892. 36,6 -109.7 •256 .1 •403.9 -555. 8.0 8.0 8.0 8,0 8. 13.2 •13.2 -13.3 -13.2 -13. Page 10 of 39 4/9/2003 9:32 AM DE - BDS • PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page TANGENTIAL ROTATIONS SPAN LT. END 1 0,002098 4 0.000039 RADIAHS - CLOCKWISE POSITIVE RT. END 3 PAN LT. END -0.000079 -0.000079 •0.000079 -0.000053 RT. END 0.000106 0,000106 •>6 LOAD FIXED END MOHENTS LINE HEM W OR P CODE A B LEFT RIGHT DEFLT COMMENTS SPAN LT. END RT. END }. .'fl 1 3 550 U 0 0 115 0 0. 0. BARRIER RAIL OVEI 3'? 2 3 550 U 0 0 138 9 0, 0. BARRIER RAIL OVBl 3 0.000106 -0.00217: 3 3 550 U 0 0 116 1 0. 0. BARRIER RAIL OVEI HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 E- 3600. 0.000 0,023 0.043 0.057 0 063 0 060 0.051 0.037 0.020 0.006 0 000 MEMBER 3 S' 3600. 0.000 0.007 0,023 0.041 0 054 0 058 0.053 0,040 0.023 0,006 0 000 MEMBER 3 E- 3600. 0.000 0.007 0.032 0.039 0 054 0 063 0.066 0.059 0.045 0.025 0 000 ! •, VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FRtW LEFT END. MEMBER 4 E- 3250. 0.000 0.000 0.000 0.000 0 000 0 000 0.000 0.000 0.000 0.000 0 000 C S MEHBER S E- 3250. 0.000 0,000 0.000 0.000 0 000 •0 001 -0.001 0,000 0.000 0.000 0 000 Page 11 oE 39 4/9/2003 9:22 AM ;73 I-'i; DE - BDS - PC vl.3,7 1163 RAHCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 10 LOAD DATA TRIAL 1 FIXED END MOMENTS TRIAL 1 MEM NO FIXED EHD MCMENTS LT HT •6004. 0. FIXED END MOMEHTS LT RT MEM FIXED END MOt NO LT •5790, 0. -5772. 0. Page 12 of 39 4/9/2003 9:22 AM DE - BDS - PC vl,3,7 04/03/03 1163 RANCHO SANTA FE RD LEFT BRIDGE •*' SIDESWAY NOT COHSIDERED. FRAME CANNOT SWAY. Page 11 HORIZONTAL MEMBER MOMENTS TRIAL 1 MEH NO LEFT . 1 PT .2 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 0. 1523 . 2577. 3162, 3277. 2922. 2098. 804. -959. •3191. •5893, 2 •5830. •2752, •359. 1349. 2372. 2710. 2363. 1331. -386, -2787, -5874. [ -5250. 3 -5968. •3218, •947. 847. 2161. 2997. 33S5. 3234. 2634, 1556. 0. ( -5349.) HORIZONTAL MEMBER STRESSES TRIAL 1 1 0. -89, -153. -187. 2 264, 152. 21. -80. 3 269, 175, S6. -50. HORIZONTAL MEMBER STRESSES TRIAL 1 1 0. 6B. 115, 141. 2 -226. -121. ^16, 60, 3 -231, -141. -42. 38. VERTICAL MEMBER MOMENTS TRIAL 1 4 0. 6, 13. 19. 5 0. -9. -19, -38. HORIZONTAL MEMBER SHEARS TRIAL 1 1 152.9 112,1 71.2 30,4 2 246.2 196.9 147.6 98.3 3 257.S 216.3 175,1 133.8 VERTICAL HEHBER SHEARS TRIAL 1 4 2.3 2,2 2.2 2.2 5 -3.6 -3,6 -3.6 -3,6 VERTICAL MEMBER REACTIONS TRIAL 1 MEM NO LT REACTION 501. G 504.4 RT REACTION 501,6 504.4 BOTTOM FIBER -194. -173. -141, -161. -128, -178, TOP FIBER 146, 131. 106. 97. 25. •38. -10.4 49.0 92.6 2.2 -3.6 121. 134. 32, -47, •51.2 -0.3 51.4 2,2 -3.6 MEMBER WEIGHT Page 13 of 39 H4_3.PRT 4/9/2003 9;22 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 13 124. -48. 57. 172. 266, 140. -79. 23, 157, 366. '•63 199. •192. -156. -91. 0. 94. 36. -43. •140. •228. 106. 59. •17. -123. •228. 150. 145. 118. 69. 0. •••.•:?. 38. 45. 51. 57. 64. -57. •66. -75, -85. -94. 92.1 -132.9 -173.7 •214.5 -255.4 49.6 -98,9 •148.2 •197.6 -246.9 10.2 •31.0 -73.2 -113.5 -1S4.7 2.2 2,2 2.2 2.2 2.2 •3.6 •3.6 -3.6 -3.6 -3.6 TANGENTIAL ROTATIONS SPAN LT. END 1 0.000589 4 0.000011 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. END -0.000022 -0.000022 •0,000032 -0.000015 RT. EHD 0,000039 0.000029 SPAN 3 LT. EHD 0.000039 HT. END -o.oooeo? MEMBER 1 HEHBER 3 HEHBER 3 E- 3600. E- 3600, E- 3600, IN FEET AT 1/10 POINTS FROM LEFT END DOWNWARD POSITIVE 0 000 0.007 0.013 0.016 0.018 0.017 0 014 0.010 0.006 0.002 0.000 0 000 0.002 0.006 0.011 0.015 0.016 0 015 0.011 0.006 0.002 0,000 0 000 0,002 o.ooe 0.011 0.015 0,018 0 018 0,017 0,013 0.007 0.000 VERTICAL MQ4BER DEFLECTIOHS IH PEET AT 1/10 POINTS FROM LEFT END. MEHBER 4 E- 3250. 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 Page 14 of 39 0.000 0.000 0.000 0,000 4/9/2003 9:22 AM DE • BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 13 LIVE LOAD DIAGNOSTICS NO ERRORS FOUND SUPERSTRUCTURE LIVE LOAD NUMBER OF LIVE LOAD LANES MEM SUPERSTRUCTURE SUBSTRUCTURE NO. LT.END RT.END LT,END HT.BND RESISTING MOMENT OF UNIT STEBL POSITIVE NEGATIVE PLOT PLOT M S SCALE ENV. INFLU- ENCE LINES 1 2 3 LIVE LOAD NO. 3,700 3,7 00 3.7 00 3 ,700 3 ,700 3 .700 1,0 1.0 1,0 1.0 1.0 1.0 -TRUCK- P2 8.0 14,0 32.0 14.0 32.0 COMMENTS: HS20-44 AASHTO LOADING IMPACT FACTORS CALCULATED BY PROGRAM LANE NO. LIVE UNIFORM MOM. SHEAR LL LOAD RIDER RIDER IMPACT LNS. SIDESWAY 0.640 18.0 26.0 YES 0,00 NO MEM NO IMPACT 21. 19 , 21, Page 15 of 3 9 4/9/2003 9:22 AM Page 14 LL NO. 1. HEH LEFT .1 PT 0. •287, SHEAR 2 ( SHEAR 3 0.0 -25.0 •7100. -3891, •6496.1 269.5 185.7 •6996. -4219. -6370.1 274.5 204,5 DE - BDS • PC vl.3.7 04/03/03 1163 RANCHO SAHTA FE RD LEFT BRIDGE NEGATIVE LIVE LOAD MOMEHT ENVELOPE AND ASSOCIATED SHEARS .2 PT .3 PT .4 PT .5 PT .6 PT , 7 PT . 8 PT . 9 PT RIGHT -574. -862. -1149. -1436, -1723. -2010. -2472, -4208. -69 39. ( •16.5 ^202.8 ^273.2 •2063. -3921. -7147. -25.0 -25.0 -25,0 -25.0 -25.0 •2059. -1713. -1710. -1706. -1703. -25.0 1700. -3.2 0.3 0.3 0.3 0.3 •2438. -1955. -1676. -1397. -1117. HORIZONTAL MEMBER STRESSES LL MAX NEG BOTTOM FIBER 0, 327. 321. 17. 215. 229, 34. 122. 145. 51, 102. 116. 68. 101. 99. 85. 101, S3. HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0. 2 -280. 3 -275. -13. •171. •185. -26. •92. -109. -39. •77. •87. •51, -76. -75. -64. -76. -62. 102, 101. 66. -77. •76. •50. 0.3 •638. 119. 101. 50. -90. •76. •37. 1.5 -559. 147. 132. 33. •110. •92. -25. •187.5 -279. 227 , 221. 16. •184, •173, •12. •270.2 0, 318. 329. 0, -273. •282, 0. Page 16 of 39 ) 4/9/2003 9:22 AM J: DE • BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 15 LL HO 1. DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE MEM LEFT .1 PT .2 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT NO 1 0 5155, 8609 . 10393, 10510. 8961. 5744. 861. -5864. • 15542. -27989 •V 2 27919 •13658. -3328 3080. 6714. 7916. 6686, 3025, •3433. 13824. -28112 ( 25235 1 3 1 28303 25454 •15647. 1 •5787 1067, 6018. 9270. 10824. 10679. 8834. 5386, 0 HORIZONTAL HEHBER STRESSES FOR DL-fLL MAX NEG BOTTOM FIBER 1 0. •302. •510. •616, •623. -531. •341. -51. 348. 840. 1266. 2 1270. 755. 197. -183. -398. -469. •396. •179. 204. 778. 1280. 3 1281. 850. 343. •63. -357. •550. -642. -633. -524. -310. 0, HORIZONTAL MEHBER STRESSES FOR DL-tLL MAX NSG TOP FIBER 1 0. 229. 385, 464. 470. 400. 257. 38. •362. -680. -1085. 2 -1089. -601. -149. 138. 300, 354. 299. 135. -153, •611, -1097. III 3 -1098. -686, •259, 48. 269. 414. 484. 477. 395. 235. 0. Page 17 of 39 H4_3.PRT 4/9/2003 9:32 AM 04/03/03 DE - BDS • PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE POSITIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS Page 16 MEM LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT ,8 PT .9 PT RIGHT :•A. i NO 1 0 2832 4735 5797. 6175 5956 5190 3912. 2294 901, 576, 1 SHEAR 0 0 246 3 2D5 9 146.8 109 4 •147 7 -181 9 -212.7 •239 4 -102,4 5,0 2 906 1056 2788 4391. S407 5705 5392 4363. 27S3 1050, 927 , SHEAR -26 0 90 9 221 3 186.6 148 7 •110 4 •149 6 • 187.4 •222 0 •89.8 26.4 • 3 565 883 2273 3904. 5300 5984 6213 5840, 4773 2858. 0. SHEAR -4 9 101 9 239 9 213.2 182 5 148 4 •108 8 -146.3 •205 6 •246.1 0.0 6cr •'A/-. 607 iC^' 6f 1 Si", il'i fii;- HORIZONTAL MOffiER STRESSES LL MAX POS BOTTOM FIBER 1 0. -166. -281, ^344. -366. -353. -308. -232. -136. -49. -29. 2 -46. -58. -165. -260, -331, -338. -320. -259. -163. -59. -47, 3 -38. -48. -135. -231, -308. -355. -368. -346. -383. -167. 0. HORIZONTAL MSffiER STRESSES LL HAX POS TOP FIBER 1 0. 126. 313. 259. 276. 266. 232. 175. 103. 39. 25. 2 39. 46. 12S. 196. 243. 255. 241. 195. 123. 46. 40. 3 24. 39, 102. 174. 232. 267. 278, 361, 313. 127. 0. Page 18 of 39 4/9/2003 9:22 AM DE • BDS - PC vl.3.7 04/03/03 Page 17 1163 RANCHO SANTA FE RD LEFT BRIDGE DEAD LOAD PLUS POSITIVE LIVE LOAD MOMEHT ENVELOPE ,8 PT .9 PT RIGHT -1097. -10433. -20474. : MEM LEFT , 1 PT .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT / NO 'y. \ 1 0. 8274 , 13918. 170S2. 17834, 16353. 12658. 6784 2 y I i -19913. -17805. -8711, 1520. 9184. 13830, 15328, 13781. 9087 i,/ •• 3 -20743, •I0S4S, -1076. 6926. 12894 , 16651. 18154. 17357 ( -18447,1 HORIZONTAL MEMBER STRESSES FOR DL-fLL MAX POS BOTTOM FIBER 1381. 14166. -8852. -20038. 1 0 •49S •825 -1011. -1057, •969 •750. •402. 65. 564, 916 2 896 483 -90 -544 . •820. -909 -817, •539. -82. 498, 903 3 929 573 64 -411. -764. -987 -1076, -1029. -840. -493. 0 (.•ii HORIZOHTAL MEMBER STRESSES FOR DL'LL MAX POS TOP FIBER h''" 1 0 368 622 763, 797. 731 566, 303. -49, -457 . -785 2 •768 -383 68 410. 618. 685 616. 406, 62. -391. -774 3 -796 •462 •48 310. 576. 744 811. 776. 633. 375. 0 Page 19 o£ 39 4/9/2003 9;22 AH DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FB RD LEFT BRIDGE 04/03/03 Page 18 i i- 0 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS '.y;2 MEMBER I LEFT .1 PT .2 PT .3 PT .4 PT .5 PT ,6 PT ,7 PT .8 PT .9 PT RIGHT CL'3 POS. V 287.8 346.3 205.9 167.1 130.7 97.3 67.3 41.5 20.3 9,7 5.3 MOM. 0. 3832. 4735. 5766. 6014. 5592. 4644. 3339. 1868. 295, 397. NEG, V -27.7 •36.2 •57.6 -91.1 -130.9 -168,8 •204.2 -236.4 •264.9 -289 ,0 •325.2 (-. J !. MOM. 0. 1525. 2910. 4960. 57 81. 5797. 5116, 3875. 2240. 400, •5113. RANGE 315.6 282.4 363.5 258.2 261.6 266.1 271.5 277.9 285, 2 29 8.7 330.5 iiiC- LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOHENTS Cil MEHBER 2 LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 327.7 283.4 245,4 209.5 170.9 131.8 94.0 60.6 40. 6 29.1 27,9 '., 6 •: MOM. -5270. -1456. 2723. 4320. 5285. 5514 . 5008. 1977. 1106. 1715, 634 . NEG. V -27.6 •28.8 -40,8 -60.9 •94.8 -132,6 •171.8 -310.3 -346.1 -283.1 -328,4 iiii MOM. 625. 1689. 3482. 3615, 5025. 5516. 5271. 4292. 2687. -1329, •5312, I: if: RANGE 355.3 311.2 286,3 270.4 265.7 364.4 265.8 270.9 386.8 312.2 356.2 LL NO. 1. LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOMENTS Til MEMBER 3 LEFT .1 PT .2 PT .3 PT .4 PT ,5 PT .6 PT .7 PT .8 PT .9 PT RIGHT POS. V 336.6 289,4 265.5 237.1 205.0 169.6 131.6 91.6 57,1 35.5 26.7 MOH. •5161. 366. 2213. 3866. 5136. 5826. 5834. 5009. 2966. 1554. 0. f;>:-NEC. V -5,1 -9.4 -30.1 -41.1 -66.8 -96.8 -130.3 •166.7 -205.6 •246.1 •287.8 e7c HOH. 386. 984. 1865. 3339. 4655. 5617. 6050. 5808. 4773. 2S5S, 0. S7'> RANGE 331,7 298.8 285.6 278.2 271.8 266.3 2G1.9 358.4 262.7 381.7 314.5 Page 30 of 39 ) 4/9/2003 9;22 AM •yye LL NO. 1, MEMBER 1 LEFT POS. V 836.3 NEG, V 520.7 LL NO, 1. MEMBER 2 LEFT POS. V 1219,9 NEG. V 864.5 LL NO. 1. MEMBER 3 LEFT POS. V 1358.4 NEG. V 926.7 DE - BDS • PC vl.3,7 04/03/03 1163 RAHCHO SANTA FE RD LEFT BRIDGE DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT Page 19 644,9 362.5 983.6 672.4 1060.9 762.0 458.4 195.0 274.8 16,6 93,4 -168.2 •85,0 •351.1 -259.9 -430.6 -531.4 -708.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT 769.4 4 83.2 558.3 288.0 344.7 79.1 130.5 •133.9 -82.3 -348,1 •290.7 -561.6 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .3 PT .3 PT .4 PT .5 PT .6 PT .7 PT 887.4 601.8 712.7 434.5 534.2 262.4 352.5 86.2 168.2 -18.1 •93.7 -376.5 Page 21 of 39 ,8 PT ,9 PT -596.8 -756.2 -919.7 •883.0 -1054.9 -1250.3 .8 PT .9 PT •485.8 -772.6 -673.7 -864.5 -985.9 -1220.7 .8 PT .9 PT •198.9 -461.6 -368.4 -650.0 -528.6 -843.1 4/9/2003 9:22 AM 7,1.C 716 1 7 713 -126 'lill DB - BDS - PC vl,3.7 1163 RAHCHO SANTA FE RD LBFT BHtOGE 04/03/03 Page 20 LIVE LOAD SUPPORT RESULTS SUPPORT JT. 1 POSITIVE POSITIVE NEGATIVE POSITIVE HEGATIVE SUPPORT JT, 4 POSITIVE NEGATIVE MAX. AXIAL LOAD 77,8 -7.5 AXIAL LOAD MOMEHT- MAX. LONGITUDINAL HOHENT AXIAL HCMENT LOAD TOP BOT, 145.6 -8.9 146.1 -8,9 77,8 •7.2 -42, 95. 41. -103. 0.0 0.0 68.0 72.9 73,9 68,5 0.0 0.0 THE RATIO OP SUB3TRDCTDRB / SUPERSTRUCTURE LOADING IS 0.370 Page 22 of 39 463. -445. 484, •510. 4/9/2003 9:22 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 21 •'':2 TRIAL 20 FRAME 1 PATH 01 PRESTRESS COMBINATION DATA MEM lil NO. LLT/X LLP/Y LRT/Z YLT/TYPB YLP/SLOPE YRT U K V73 1 0.00 0,40 0.10 2.58 4 .33 1.42 0.15 0.0002 NO PRESTRESS COMBINATION DATA GIVEN SO DEFAULTS WERE USED. V73 2 0.10 0.50 0.10 1.42 4,33 1.42 0,15 0.0002 LIVE LOAD NUMBER '1' RESULTS USED FOR P/S DESIGN OR ANALYSIS. •?3i': 3 0,10 0.60 0.00 1.42 4.33 2.58 0.15 0.0003 THE FOLLOWING VALUES ARE BEING USED IN THE CALCULATION OP HOMENT fi SHEAR REQUIREMENTS. 7S-: XLT(FT1 -0.0 XRT(FT) - 0 0 STEEL STRES3{KSI1 -270. JACKING % -0.7 5 JACKING ENDS - L D.L, LOAD FACTOR; 1.30 ANCHOR SETIINI; LEFT - 0.375 RIGHT - 0 000 CONC. STRENGTH(PSI1 - 4000 ALLOW. TENSIONIPSIl L.L. LOAD FACTOR: 2.17 PHI FACTOR FOR SHEAR: 0,90 PHI FACTOR FOR MOMENT; 0.95 ULTIMATE MOMENT APPLIED - 1.30 X (DLfADLl • 2.17 X (LL+I) + 1.00 X (P/S SEC. MOI ULTIMATE SHEAR APPLIED " 1.30 X IDL^fADLl f 2.17 X (LL-fll * 1,00 X {P/S SEC. SHEJ Page 33 of 39 H4_3.PRT 4/9/2003 9:22 AH DE - BDS • PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 23 INPUT PRESTRESSED DATA P-JACK(KIPS) • LOW-LAX - YES 0. SHORTENING PERCENT- 100 PLOT PATHS - YES PLOT STRESSES TOTAL LOSSESfKSIl YES RELATIVE HUMIDITY CABLE PATH OFFSETS MEMBER LBFT , I PT 1 2.58 3.35 2 1.4 2 3.00 3 1,43 1.90 CABLE PATH ECCENTRICITIES 1 0,195 0.973 1,529 2 -1,118 -0.435 3 -1,118 -0.550 FORCE COEFFICIENTS 1 0.815 0.830 2 0,846 0.834 3 0.780 0.769 .2 PT 3.89 3.02 2.78 0.657 0.414 .3 PT 4.22 3.75 3.46 1.857 1.384 1.093 .4 PT 4.33 4.18 3.94 1.966 1.821 1.578 .5 PT 4.23 4.33 4.23 1.869 1.966 1,869 .6 PT 3.94 4.18 4.33 1.578 1.821 1.966 .7 PT 3.46 3.75 4.22 1.093 1.384 1.857 .8 PT 2.78 3.02 3.89 0,414 0,657 1.529 .9 PT 1.90 2.00 3.35 -0.556 -0.417 0.972 RIGHT 1,42 1.42 2.58 -1,118 -1.118 0.195 0.826 0.828 0.765 dV'i 8/S 0.831 0.836 0.840 0.845 0,849 0.854 0.858 0.846 0.823 0,817 0.812 0,807 0.802 0.797 0.791 0.780 0.760 0.756 0.752 0.748 0.744 0.740 0.736 0.731 THE POINT OF NO MOVEMENT IS IN SPAN 3, 116.10 FEET FROM THE LEFT END OF THE SPAN THE LEFT ANCHOR SET LENGTH IS 102.91 THE RIGHT ANCHOR SET LENGTH IS 0,01 THE FORCE COEF. AT THE LEFT END IS 0.815 THE FORCE COEF. AT THE RIGHT END IS INITIAL FORCE COBFF, AT POINT OF NO MOVEMENT - 0,830 Page 24 of 39 -I 4/9/2003 9;22 AM DE - BDS • PC Vl,3,7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 23 SECONDARY MOMENTS TRIAL 20 FRAHE 1 MEMBER LEFT END 1 O.OOO 1 0,000 P/S HOHENT COEF, PATH 01 FEM-S DUE TO SECONDARY EFFECTS BEFORE BALANCING RIGHT END MEMBER LEFT BHD RIGHT END HEHBER 0.973 2 0.645 0.656 3 OEM'S DUE TO SECONDARY EFFECTS 0.828 2 0.745 0.693 3 SIDESWAY NOT CONSIDERED. FRAME CANNOT SWAY. LEFT END 0.868 RIGHT 0.0( Page 25 of 39 ADJUSTED FOR LOSSES t SECONDARY MC»1ENTS BUT NO SHORTENIHG ?.-'•:; MEM 87 i NO LEFT 1 PT 2 PT ,3 PT .4 PT .5 PT .6 PT 7 PT .8 PT 9 PT 1 -0 1590 -0 7153 •1 0963 •1.2938 -1.3118 -1.1556 -0.8359 •0 3486 0.3089 1 2326 S'''> 3 1 6906 1 1036 0 1909 -0.4093 -0.7637 -0.8772 -0.7558 •0 4011 0.1806 1 0280 K--i2 8i>3 3 1 6332 1 1087 0 2926 -0.3981 -0.7365 -1.0250 •1,1661 -1 1534 -0.9787 -0 6387 K--i2 8i>3 H4_3.PRT 4/9/2003 9:22 AH S6E File: DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE FEHS DELTAS IN COLUHNS DUE TO SHORTENING - PJACK-1 TRIAL -20 FRAME -I PATH "01 04/03/03 Page 24 NO FEM LT. EHD FEH RT. END DELTA TOP OF COL. (POSITIVE TO RIGHT) •0,00000218 •0.00000473 4 0.00000000 -0.22133979 5 0,00000000 -0,58814448 ..... POINT OF NO MOVEMENT • LEFT END OF MEMBER 1 **•*• P/S MOMENT COEF, ADJUSTED FOR LOSSES S SECONDARY MOMENTS t SHORTENING .1 PT .2 PT ,3 PT .4 PT .5 PT .6 PT . 7 PT .8 PT -0.7114 -1,0885 -1.2822 -1,29 63 -1,1363 -0.8126 -0.3215 0.3399 0.9834 0.1129 -0.4461 -0.7593 -0.8315 -0.6688 -0.2730 0.3500 0.9243 0,1287 -0.4415 -0.8594 -1.1274 -1.2480 -1,3148 -1.0197 MEM NO LEFT 1 -0 1590 2 1 5302 3 I 4283 .9 PT 1.2575 1,2387 •0.6591 'Page 26 of 39 H4_3 .PRT 4/9/2003 9:22 AM DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 25 TRIAL 20 FRAME 1 PATH 01 91C TRIAL 20 FRAME 1 PATH 01 Vy HORIZONTAL MEM NO LEFT MEMBER STRESSES PRESTRESS .1 PT .2 PT .3 PT ONLY BOTTOM FIBER , 4 PT .5 PT AFTER .6 PT ALL LOSSES (PSIl .7 PT .8 PT .9 PT RIGHT HORIZONTAL MEM NO LEFT MEMBER MOMENTS DUE TO P/S ,1 PT .2 PT ,3 PT .4 PT .5 PT ,6 PT .7 PT ,8 PT .9 PT RIGHT "-':'•. 1 64 9 955. 1173. 1277, 1288. 1207. 1041. 788. 445, -12. -252. I •1404 •6279. -9608, -11318, -11442. • 10030. -7173. 283B, 3000, 11100. 15998. 2 •127 101. 545. 834, 994. 1027. 939. 728. 398. -58, -397, 2 13507 8680, 996. 3937. -6703. -7340, -5904. 2410, 3089, 10934. 16037. o' -3 -125 86. 490. 786. 1001. 1139. 1199, 1179, 1073. 866. 582, •)?" •1 I 3 12608 8159, 1136. 3897. -7586. -9952, •11016. -10723. 9001, -5818. -1259. HORIZONTAL MEMBER STRESSES PRESTRESS ONLY TOP FIBER AFTER ALL LOSSES (PSI) •)?" •1 I VERTICAL MEMBER MOMENTS DUE TO P/S JC. 1 506 307. 173. 100. 98. 164. 296. 493. 7 57. 1074. 1244, •j:-; NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT \"y 2 1136 963, 649. 434. 297. 264. 325. 477. 719. 1040. 1303, v^. 4 0 -249. -498. •747, -996. -1246. •1495. 1744. 1993. -3242, •2491. JCi-3 1054 887, 609. 381. 213. 104. 53. 64. 138. 366. 4 54. •J^'J 5 0 -343. -686. 1029. •1372. -1715. •2058. 34O0. 2743. •3086. -3429, 9 3.] TANGENTIAL SPAN ROTATIONS LT. END RADIANS RT. END - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT . END RT. END 9 3.] 1 0,002184 0.000183 2 0 000183 •0.000542 3 •0. 000542 0.00217 9!5 4 0,000425 0.000849 5 -0 000528 0.001056 Page 27 of 39 4/9/2003 9:22 AH DE - BDS - PC vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE 04/03/03 Page 26 HORIZONTAL MBIBER DEFLECTIOHS IN FEET AT 1/10 POINTS FROM LBFT EHD DOWNWARD POSITIVE 5 HEHBER 1 E- 3600. 0.000 -0.034 0.044 -0.057 -0 063 -0.060 -0.051 -0,037 0,021 -0.007 0 OOO HEHBER 2 E- 3600. 0.000 -0.003 0.015 -0.027 -0 036 -0.038 •J •! -0.033 -0.022 0.009 0.001 0 000 MEMBER 3 E- 3600. 0,000 -0.010 0.025 -0.042 •0 055 -0.063 '.•.••:i -0,065 -0.058 0.044 •0.024 0 000 •1a a.' tl VERTICAL HEMBBR DEFLECTIONS IH FEET AT 1/10 POINTS FROM LEFT EHD. '.!'.\'\ MEMBER 4 B- 3250. 0.000 -0.001 0.002 -0.003 -0 004 -0.005 9ii •1?. •0.005 -0.004 0.004 •0.002 0 000 HEMBER 5 B- 3350. 0.000 -O.OOl 0.003 •0.004 -0 005 •0.005 -0,005 -0.005 0.004 -0.002 0 000 Page 28 of 39 ) 4/9/3003 9:22 AM File: 04/03/03 BDS • PC vl,3.7 1163 RAHCHO SAHTA FB RD LEFT BRIDGE TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES B0TT(»4 FIBER (PSI) Page 27 -•^'i MEM NO LEFT .1 PT ,2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 9^5 MEM HO LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 'iy-1 728 1070. 1313. 1430. 1441. 1350. 1164. 880. 497. -12. -280. •)8(! 1 649. 955. 1172. 1277, 1288. 1207. 1041. 788, 445. •12. -252. 3 •150 105. 605. 931. 1114. 1155. 1059. 825, 4 58. -53. -321. S9C-2 -127. 101. 545. 834. 994. 1027. 939. 7 28. 39 8. -58, •297. ••)y) 3 -153 85. 543. 878. 1124. 1282. 1352. 1331. 1214. 981. 661. •)'<2 •.'f;3 994 tjij'j 3 •125. 86, 490. 786. 1001, 1139. 1199. 1179. 1073. 866. 582. '-r-HORIZONTAL MEHBER STRESSES FOR ALL P/S PATHS BEFORE LOSSES TOP FIBER (PSIl •)'<2 •.'f;3 994 tjij'j H0RIZ(3HTAL MQfBER STRESSES FOR ALL P/S PATHS AFTER ALL LOSSES TOP FIBER (PSIl •J •• 1 567 344. 193. 112. 109. 183, 329. 549. S«4. 1197. 138S. '?b': loC'i 1 506. 307. 173. 100. 93. 164. 296. 493, 757. 1074 . 1244. •ii. 2 1276 1082. 730. 477, 333. 295, 361. 530. 800. 1160. 1342. '?b': loC'i 2 1136, 963. 649. 434. 297. 264. 325. 477. 719. 1040. 1202. ••}.•' 3 1198 1010. 696. 437, 247. 133. 64. 75. 158. 303. 515. '?b': loC'i 3 1054. 887. 609. 381. 213. 104. 53. 64. 138. 266. 454. Page 29 of 39 4/9/2003 9:22 AM File: 04/03/03 1 DE - BOS • PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE TRIAL 20 FRAHE 1 HORIZONTAL HEHBER STRESSES FQR ALL P/S PATHS AFTER ALL LOSSES BOTTOM FIBER (PSI) Page 28 Page 30 of 39 4/9/2003 9;23 AM Pile: 04/03/03 DE - BDS - PC vl.3.7 1163 RAHCHO SAHTA FE RD LEFT BRIDGE TRIAL 20 FRAME 1 HORIZONTAL MEMBER STRESSES DL * P/S BEFORE ALL LOSSES BOTTOM FIBER (PSIl Page 31 of 39 Page 29 MEM HO LEFT . 1 PT ,2 PT , 3 PT .4 PT 5 PT .6 PT .7 PT 8 PT ,9 PT RIGHT 1 728 751. 768. 762. 750. 734. 722. 710, 699. 600. 669. 2 793 645. 680. 64 7. 614. 585. 562. 545. 539, 505. 630. 3 808 706. 741. 699. 668. 649. 644. 648. 657. 655. 661. HORIZONTAL MEMBER STRESSES DL P/S BEFORE ALL LOSSES TOP FIBER (PSIl 1 567 586. 604. 614. 630, 64 8. 663, 678. 692. 701. 575, 2 468 653. 67 3. 691. 709, 725. 736, 741. 739. 723, 528, 3 375 509. 546. 572. 590. 599. 598, 590. 578. 550, 515. 4/9/2003 9:32 AM File: li}i'.'i 04/03/03 DE • BDS - PC vl.3.7 1163 RANCHO SANTA FB RD LEFT BRIDGE TRIAL 20 FRAME 1 MMBER STRESSES DL •*• P/S AFTER ALL LOSSES BOTTOM FIBER (PSIl Page 3 0 ic.;3 i06U i06i i0ii2 1C63 HORIZONTAL MEM NO LEFT 1 649. 2 817. 3 836. HORIZONTAL 1 506. 2 338 3 231. HORIZONTAL 1 649. 3 1081. 3 1105. HORIZONTAL 1 506. 3 101. 3 0. .1 PT .2 PT .3 PT 636, 627. 610. 641, 620. 550. 707. 689. 607, 545. .5 PT .6 PT 591. 599. 457. 442. 506. 491. .7 PT 618. 448. 496. 646. 601. 697 479. 499. 653 517. 540. 583 605. 578, 431 658. 603. 3 87 557. 514 . 454 MEMBER STRESSES DL ••• P/S AFTER ALL LOSSES TOP FIBER (PSI) 549. 583, 603. 619. 629. 629. 621. 533, 592. 639. 673. 694. 700. 688. 386. 459. 516. 557. 581. 587, 578. MEMBER STRESSES DL * ADDED DL • P/S AFTER ALL LOSSES BOTTOM FIBER (PSIl 547. 475, 422. 403. 418. 474. 570, 703. 773. 793. 642. 470. 354. 296. 302. 3 69. 502. 656. 882. 745. 556, 417. 329. 292. 3 04. 360. 449. MEHBER STRESSES DL * ADDED DL •<• P/S AFTER ALL LOSSES TOP FIBER (PSI) 617, 698. 744. 766, 760. 723. 657. 563, 438. 412. 576. 699. 779. 815. 806. 748. 641. 480. 24 5. 417. 553. 653, 715. 737. 7 33. 675, 583. Page 32 of 39 962. 920. 582, 203. 159. 4 54, 1 4/9/2003 9:33 AM DE - BDS • PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BRIDGE 04/03/03 Page 31 HORIZONTAL MEM NO LEFT MEMBER STRESSES DL .1 PT .2 PT f ADDED .3 PT DL •• MAX .4 PT POS LL .5 PT •^ I » P/3 .6 PT BOTTOH 7 PT FIBER 8 PT (PSI) .9 PT RIGHT I 649 380. 194. 79. 37. 65, 167. 338. 567. 725. 930. 2 1034 735, 476. 209. 33. -42. -18. 110. 339. 597. 872. 3 1073 834 . 610. 325, 109. •26, -76. -42. 77. 281, 582. HORIZONTAL MEMBER STRESSES DL + ADDED DL * MAX POS LL * I * P/S TOP FIBER (PSIl 1 506 743. 910, 1004 . 1042. 1026. 955. 832. 665. 478. 231. 2 141 458. 701. 89 5. 1021, 107O. 1047. 943. 764. 526. 200, 3 27 284. 518. 728. 885. 983. 1015. 984. 888. 710, 454, HORIZONTAL MEMBER STRESSES DL + ADDED DL * HAX HEG LL * I •^ P/3 BOTTOM FIBER (PSIl 1 649 563, 509, 473. 471. 503. 576. 689. 849. 1001, 1360, 2 1408 1008, 764, 571. 455. 398. 402. 470. 624. 877. 1249. 3 1426 1111, 890. 672. 517, 411. 358. 354. 393. 465. 582. HORIZOHTAL MEMBER STRESSES DL + ADDED DL * HAX NEG Lh •* I * P/S FOR TOP FIBER (PSIl 1 506 604. 67 3. 706. 714. 695. 646. 567, 452, 254. •70. 2 -179 241. 4 84. 622. 703. 739. 730, 672, 549. 307. -123. 3 ^275 60, 308. 466. 578. 652. 687. 685. 650. 570. 454, Min Pjack ^e^^Klps Cone Strength at 28 Days 3565, psi at Stressing 1530. pr REDESIGN HAS TAKEN PLACE POR PJACK TO ELIMINATE TENSION UNDER (DL ••• ADDED DL * P/S) OMDI- POINT OF CONTROL CAN BE FOUND UNDER (DL •^ ADDED DL * P/Sl STRESSES. Page 33 of 39 H4_3.PRT 4/9/2003 9;32 AM Pile: DE • BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BRIDGE TOTAL PE MOMENTS FOR ALL MEMBERS. 04/03/03 Page 32 •il^ MEM NO LEFT .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT ,7 PT .8 PT .9 PT RIGHT 1 •1404. -6279. -9608, •11318. •11442, -10030. -7173. •2838. 3000. 11100. 15998. 2 13507. 8680. 996, •3937, •6702. -7340. -5904. -2410. 3089, 10934. 16037. • 1 i:" 11 .•;.") 3 12608. 8159, 1136. -3897, •7586. -9952. •11016, •10723. -9001. -5818. -1259, • 1 i:" 11 .•;.") 4 0. -249. -498. -747, -996. -1246. -1495. -1744, -1993, •2242. -2491. Ii2ii 5 0, •343. -686. -1029. •1372. -1715. -2058. -24 00. •2743. •3086. •3429. TOTAL P/S DEFLECTION FOR TRIAL TANGENTIAL ROTATIONS - RADIANS SPAN LT. END RT. END CLOCKWISE POSITIVE SPAN LT. END 113-: i 1 jf- n57 1:! 39 -0.002184 •0.000425 0,000183 0.000849 0,000183 •0.000528 HT. END -0.000542 0.001056 SPAN 3 LT. END -0.000542 RT. EHD 0.00217: HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE HEMBER 1 HEHBER 2 MEMBER 3 E> 3600. E- 3600. E- 3600, 0.000 -0.024 -0,044 •0 057 -0 063 -0 060 -0.051 -0.037 -0.021 •0 007 0 000 0.000 •0,003 -0.015 -0 027 -0 036 •0 038 -0.033 •0.022 -0.009 0 001 0 000 0.000 -0.010 -0.025 -0 042 -0 055 •0 063 •0.065 -0.O58 -0.044 -0 024 0 000 1 Lift 114S llb'J iii-3 iiii-; 1155 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END, HEMBER 4 E- 3250. 0.000 -0.005 0,000 •0.005 -0.001 -0.004 -O.OOl •0,005 -0.002 -0.004 -0.003 -0.004 -0.003 -0.002 -0.004 -0.002 -0,004 0,000 -0.005 0.000 Page 34 of 39 •0.005 -0.005 4/9/2003 9:22 AH DE - BDS • PC vl,3.7 1163 RANCHO SANTA PE RD LEFT BRIDGE 04/03/03 Page 33 TOTAL TOP PF FOR TRIAL HEM i HQ LEFT .1 PT .2 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, 7574. 7464. 2 7464 , 7363. 0. 0. 0. 0. 0. 0. 0. 6985. 6881. 3 6881. 6790. 0. 0. 0. 0. 0. 0. 0, 0. 0, TOTAL BOTTOM PF FOR TRIAL 1 7197. 7242. 7287. 7332, 7377. 7413. 7455. 7496. 7537 . 0. 0, 2 0. 0. 7311. 7263, 7215. 7167. 7126. 7079. 7032. 0. 0, 3 0. 0. 6749. 6712, 6675. 6639. 6603. 6569. 6531, 6493. 6455, Page 35 of 39 4/9/2003 9:23 AM 1 IV-} DE • BDS - PC vl.3.7 1163 RANCHO SANTA PE RD LEFT BRIDGE LONG TERM LOSSES 04/03/03 Page 34 i'' TOTAL LOSS (KSII - SH » ES + CRC * CRS 1 '-..ZA HEH NO LEFT .1 PT .2 PT .3 PT ,4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT 1 19.1 19.6 19.9 19.9 19,9 20.0 20.3 30.5 20,6 19.7 17.2 2 17.1 19.4 19.8 19.4 18.8 18.5 18.5 18.8 19 ,0 18.3 15.1 3 15.1 17.3 18.3 18.0 17.5 17.0 16.8 16.9 17,2 17,2 16.9 i ^ 9" SHEAR DESIGN - AASHTO 1981 LEFT .1 PT .2 PT ,3 PT .4 PT 5 PT ,6 PT 7 PT ,8 PT ,9 PT RIGI MEHBER; 1 V-CABLE 529. 413. 277, 139. 1. 125. 251. 379. 507. 589. ll.'.'.' SECONDARY 64. 64. 64. 64. 64. 64. 64. 64. 64. 64. 1 11 •; VU 1600. 1263, 931. 606. 285. 606. 925. 1336. 1539. 1838. 31- •! 1•! vc 2266. 2005. 1073. 614. 420, 709. 1082. 1739. 1638. 2110. 171 REQD WEB 84. 78. 74, 74. 74. 74. 74. 74, 74. 80. 1 "i 2'J? AS (IH)/FT 0.84 • 0.78 • 0.74 * 0.74 * 0.74 -0.74 -0,74 • 0.74 • 0,74 * 0.80 • 3.. MQ1BBR: 2 •-^C-5 V-CABLB 78. 567. 459. 304, 151, 0. 149, 396. 441. 538. SECONDARY -3, -3. -3. -3. -3. -3. -3. -3, -3. •3, : ?,'••'! VU 2188. 1777. 1402. 1033. 657. 293. 670. 1045, 1414. 1788, 2i: VC 1624 , 1995. 2032. 1237. 706. 430. 689. 1167. 1987. 2074 , 16- REQD WEB 84, 78. 74. 74. 74. 74. 74, 74. 74. 77. 1 AS [INI/FT 3.06 0,78 * 0,74 ' 0.74 ' 0.74 • 0.74 * 0.74 * 0.74 • 0,74 • 0,77 * 2.! HEKBER: 3 V-CABLE 72, 523. 450. 336. 223. 111. 1. 124. 246. 366. 4' SECONDARY •58, -58. -SB. •58. -58. -58. -58. -58. -58. •58. '.2 i'i VU 2197 , 1854. 1554. 1249. 935. 615. 288. 603. 931, 1365. 161 I il'i VC 1584, 1879. 1544. 1730. 1049. 675. 420. 571. 997. 1863. 2i: T ,^ :i ?. REQD WEB 84, 79. 74, 74. 74. 74, 74. 74. 74. 79. in? AS(INI/FT 3.25 0.79 * 0.74 • 0.74 • 0.74 * 0.74 * 0.74 * 0,74 • 0.74 • 0.79 -o.l •2.?.b 221 AFTER REQD WBB INDICATES ADDITIONAL WEB WIDTH REQD. AFTER AS(IN1/FT INDICATES MIN: Page 3 6 of 39 J > 4/9/2003 9:22 AM DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FB RD LEFT BRIDGE AASHTO ULTIMATE MOMENT SECOND HOHENT (K-FTl ULT HUM APPLD IK-FT) ULT MOM RESIST (K-FT) AVERAGE FSU (KSII NEUTRAL AXIS (INI 04/03/03 Page 35 MILD STEBL REQD COMBINED (SQ.IHl STEEL RATIO MEMBER; 1 0.0 PT. 0. 0. 0. 0 00 0 00 0 00 0.000 A i ' O.I PT. 731. 15932. 33140. 256 04 6 21 0 00 0.112 0.2 PT, 1462, 27025. 39256. 258 37 6 27 0 00 0,097 ii 0,3 PT. 2193. 33514. 42972. 259 59 6 30 0 00 0.090 •i-'l 0,4 PT. 29 24. 35741. 44218. 260 03 6 31 0 00 0.088 0.5 PT, 3655. 33894. 43113. 259 64 6 30 0 00 0.090 0.6 PT, 4386. 28083. 39815. 258 47 6 27 0 00 0.096 0.7 PT, 5117. 18384. 34378. 256 50 6 22 0 00 0,108 0.8 PT, 5848. 5172. 25102. 248 21 10 95 0 00 0.169 0.9 PT, 6578. 21435. 34887. 253 91 7 82 0 00 0.131 1.0 PT, 7309. 37759. 40218. 255 50 7 87 0 00 0.116 MEMBER: 2 0, 0 PT. 6576. 38706. 40218, 255 50 7 87 0 00 0.116 i'l 0,1 PT. 6531. 18188, 33828, 253 59 7 81 0 00 0.134 0,2 PT. 64 85, 10419, 29549. 354 70 6 18 0 00 0.123 0.3 PT. 6439. 23952. 37631. 257 68 6 25 0 00 0.100 0.4 PT. 6393. 32160. 42561. 259 44 6 30 0 00 0.091 0.5 PT. 6348. 34760. 44218. 260 03 6 31 0 00 O.OSB 0.6 PT. 6302. 31981. 42561. 259 44 6 30 0 00 0.091 0.7 PT. 6256. 23596. 37631. 257 «8 6 35 0 00 0.100 ':'-0.8 PT. 6211. 9900. 29 549. 254 70 6 18 0 00 0.123 0.9 PT. 6165. 18841. 33801. 253 40 7 93 0 00 0.134 'A r-l 1,0 PT. 6119. 39498. 40218. 255 50 7 87 0 00 0.116 Page 37 of 39 H4_3.PRT 4/9/3003 9:22 AM '-VC :'G2 i 3ii^ DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BRIDGE AASHTO ULTIHATE HCMENT 2^'-- HEMBER: SECOHD HOIENT (K-PTl ULT MOM APPLD (K-FT) ULT MOM RESIST (K-FTl AVERAGE PSU (KSI) NEUTRAL AXIS (IN) 04/03/03 Page 36 MILD STEEL REQD COMBIHED (SQ.IHI STEBL RATIO 0,0 PT, 67 31. 38865. 40218. 255 50 7 87 0 00 0 116 0.1 PT. 6049. 22146. 34887. 253 91 7 82 0 00 0 131 0.2 PT. 5377. 5497. 25102. 24 8 21 10 95 0 00 0 169 0.3 PT. 4705, 18206, 34378. 356 50 6 22 0 00 0 108 0.4 PT, 4033, 28129, 39815. 358 47 6 27 0 00 0 096 0,5 PT. 3361, 34109, 43113, 259 64 6 30 0 00 0 090 0.6 PT. 2689. 36055. 44218. 260 03 6 31 0 00 0 088 0.7 PT. 2016. 33866. 42973, 259 59 6 30 0 00 0 090 0.8 PT. 1344. 27338. 39256. 258 27 6 27 0 00 0 097 0.9 PT. 672. 16131. 33140, 256 04 6 21 0 00 0 112 1.0 PT. 0. 0. 0, 0 00 0 00 0 00 0 000 TENDON ELONGATION PATH HO. 01 P-JACK (KIPSI % JACK 75. FV (KSII 270. AS (SQ IHI AVE STRESS (KSII 8827. HOTE: TEHDOH LENGTH INCLUDES 4 PEET FOR JACKS. MODULUS USED FOR P/S STEEL IS 28000. KSI Page 38 of 39 TENDON LENGTH (FT) * 4/9/2003 9;22 AM DE - BDS • PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BRIDGE •APPROXIMATE QUANTITY' 04/03/03 Page 37 CONCRETE SUPER COHCRBTB SUB P/S TRIAL 1171 CY. 96 CY. 54 836 LBS. THE SUPERSTRUCTURE CONCRETE QUAHTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD 13 GIVEN IH TRIAL 0. THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARB FOR EACH TRIAL THAT WAS EHTERED AND IN THAT ORDER. STRAND USB IS BASED ON THE LEHGTH FROM AHCHOR TO ANCHOR. PLOTTIHG INFORMATION NUMBER OF PLOTS LENGTH OF PLOTS TIME TO PLOT 64 INCHES 135 SECONDS .i'l Run Time: 00:00: 1.98 • End of Run. Page 39 of 39 r -p-^ T/^ T*/" T' TV T ^665 Chesapeake Drive Suite 435 I I f I K K K \ San Diego. CA 92123 ^ ^_ ^^^g^ ^ 14-8377 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 • PIER 3 H = 27.3 FT • AVERAGE @ LEFT BRIDGE (SOFFIT - TOF) • PIER 2 H = 28.9 FT • PIER 3 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 r Input FileName: COLLONG.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 Column Data Column Diameter (in.) Column Height (ft.) Plastic Hinge length (in.) Cover to lateral rebar (in.) 54.0 30.3 Cantilever 41.8 = 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. Compressive strength ( conf. Ultimate strain (unconfined) Ultimate strain (confined) ;ksi: ;ksi: = 5.200 = 7.087 = .00500 = .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 Mer 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-2. 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 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 Ductilities : Ideal. Ult. / Ideal. Yield = 14.35 Maximum Strains : Compression Cone. = 0.018500 Compression Steel = 0.011018 Tension Steel = 0.064705 r ******************************************************** 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 C'3 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 r c-4 r 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 Column Data Column Diameter (in.) =54.0 ^ Column Height (ft.) = 25.7 Cantilever^ SHofcrt^T" Plastic Hinge length (in.) = 37.4 Ce?CiJrv>M 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 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 Mer (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 r of moment-eurvature 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 Curva ture 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) 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 r Cervature (rad/in) 0.001223 Moment (k-ft) 5327.13 This is not the Mp! Displacement (in) 14 . 84 Shear at Top (kips) 207.28 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 C'7 r 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.) = 18.0 •^n (LtQ^^ r^\^ Column Height (ft.) = 5.0 fixed-fixed Plastic Hinge length (in.) = 12.6 Cover to lateral rebar (in.) = 3.500 Reinforcing Steel Data Main bar = # 9 Number of bars = 12 Yield stress (ksi) = 68.00 Ultimate stress (ksi) = 100.47 Young's Modulus (ksi) = 29000 Yield strain = .00234 Hardening strain = .00328 Ultimate strain = .10956 Confinement Steel Data Spirals Bar = # 4 Bar pitch/spacing (in.) = 4.000 Yield stress (ksi) = 68.00 Concrete Data Compressive strength (unconf.) (ksi) = 5.200 Compressive strength ( conf.) (ksi) = 8.621 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .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 Mer (k-ft) = 26 Mplastic (k-ft) = 537 Igross (ft"4) = 0.25 Agross (ft^2) = 1.77 Recommended value of 'le' based on initial slope r 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 r 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 Y ^3' ' 3 77S (^.1)^7^)7 33 oil ^55 71^'^ 5-^52.(j' ^ici2^/if</ 'j^^/<( ^^-3) JOB SUBJECT DATE JOB NO, hiy^ik. BY CHECK SHEET c-n DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ^7 Z5 " JOB SUBJECT DATE CHECK JOB NO. 11^ SHEET-^ ENGINEERING www.dakkcniBfiatttlni.esai -30 L- ^ cos - 154 -z. -3 (oH t:- JOB SUBJECT ^^^1^ DATE JOB NO. JOB I BY CHECK 1 1 w ^ SHEET JOB BY CHECK 1 1 w ^ SHEET JOB BY CHECK 1 1 w ^ SHEET i3€ ENGINEERING www.dokk.iiiline.riii.on 75 tA 1 K 6^1 1^' 1, 3 JOB SUBJECT lY ^ ' JOB NO. SHEET CHECK ENGINEERING • •r>.d<ikk<ii*BfiB<«rini,cgm 611 I'' ""^y •// 3 JOB SUBJECT DATE BY MS CHECK JOB NC Hi- SHEET ENGINEERING vww.dokklBBnllBiirlBl.com 3 •ZJZ3 7f ^ JOB SUBJECT DATE JOB NO, JOB BY /^/? SHEET JOB BY /^/? SHEET JOB CHECK JOB CHECK uui\J\rjiN ENGINEERING VOW.dBkklKBllBOliBI.CDBl /AY (-fioYvv |)b3 ft] - /^^ 3 ^^^^^ ^ JOB SUBJECT BY CHECK JOB NO, iit2. SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 T ^ "• • 45 •5^ pi4 >,2 <f Fv^ ^ -pr- -Ti -rrr 55 5c 12 3^ JOB SUBJECT 4^ DATE JOB NO. BY SHEET CHECK of ^ -18 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 Co AO COM C I r\.>' 0 I/O A ^ f2-.c^' Ho L L r (p ^ Z 7 ' ' ' ' I 7VT ^ 3 6^^U t Zo4 ^ - f^ -2.04 JOB SUBJECT g ^ [^^ ^ 1 ./ DATE BY CHECK JOB NO. SHEET ENGINEERING www.dakkinBBtiDtecllf.com 3 J33 W 3 JOB SUBJECT DATE JOB NO. JOB DATE JOB NO. JOB BY SHEET JOB BY SHEET JOB CHECK JOB CHECK 1 YIELD LOAD INPUTS COLUMNS HS 20 Load DUE TO: Transverse Moments LINE 1 FROM Longitudinal Moments LINE 2 FROM Axial Loads Line 3 FROM Permit Load DUE TO: Transverse Moments LINE 1 FROM Longitudinal Moments LINE 2 FROM Axial Loads Lines 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 LF CF T 154 837 288 148 197 279 193 102 0 0 CAPL CAPL CAPL 107 484 0 85 17 482 333 177 0 0 1163H 1163H Resolved 1163H 1163H 967 36 198 68 284 2 1.3 0 0 CAPL 1163H CAPL 1163H CAPL 16 to 72 24 to 29 30 to 36 56 to 61 LL X max LL long max LL Ax max CF 660 429 540 0 PCAP Resolved PCAP 0 248 0 0 1163P 456 74 541 0 PCAP 1163P PCAP DOKKEN ENGINEERING Project #1163 C- Rancho Santa Fe Rd Subject: Yield Inputs By: M Bartholomew Date 3-10-03 3/10/2003 12:03 PM 3/10/2003 12:03 PM input Data it*« «>«* #l>l*«*#*#l*i #i#t l*«*i<lt #*«* !*>*#*»• f l#«>l>**l*t f t#* #*«*l*«t*l> *•*« IID* • i>*#*llt #***»*«*#**t #*#* • »ll*il»t*«t #>*« «*•» »*»* #*** **#* HI* •t«* «•*< tlt«* t*«t «*#* #*<* fit #*•>*# f*a*»)iii>i*i •tf* ftl **** t***«***<t*« «*»* ttft ttt «•#* #*«* «*»« **•* tttt #tt «*»! >*»* «*•) «)«* <t*l «tt «•>* «*«*«*** ii***««#ttt*> !*•)#*f«#««> ttttttttttt **»*»*tt #««>««**»#*# »*i*«t#it#)« •lfl*t»t#t «*»»#*#« «*****#*#*«# ««#*»*#•#*** tttttttt tttttt ttttt* tttttttt tttttttt ttlttttttt tttttttftll tttt tttt tttt #tlt tttt tttt ttttttt tttttt tttt tttttt* tttttt tttt tttt ttt tttt tttt tftttttttt ttttltlttt tttttttt tttttttt tttttt tttttt 12345678 1234 56789012345673901234 5678901234567890123456789012345678901234567890123 4 567890 1163 Rancho Santa Fe Rd. Left 1 9 4 3250.0 54 25 LOADS TOP 0 0.5 29000000 54 2.2 O.0O30 3 60OOO 1.56 YES 16 SPREAD 0 .99 .99 0 30 3 0 1 4 00 154 837 288 148 197 279 193 102 0 0 107 484 85 17 482 333 177 0 0 967 36 198 68 284 2 2 0 0 0 660 429 540 0 0 248 40 0 456 74 541 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WARNING: When Concrete Type >= 6, Plot type is set to 1. Execution continues. YIELD PC Version 2.25 (04/05/93) Copyright fc) 1984 State of California. Department of Transportat (c) 1990-93 Do)!ken Engineering All rights reserved. Date: 03/10/03 Time; 11:55:53 File: B2_4.IN User: Unknown Page 1 of 21 Page 2 of 21 Title 1163 Rancho Sanca Fe Rd. Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 1 Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 2 YIELD Program - Versi Circular Crosa-EecCion (Checltl 10. 50 % Min, Column Type = 9 Concrete Loops = 1 Total No. of Concrete Coord, - 40 steel Rebar Pattern = 4 Number of Steel Rebat Loops - 1 Total No, of Steel Hebars = 16 Plotlsl requested. Design Type = 2 Percent Steel Limits = Bent Data • Number of Columns in Bent Out-to-Out Distance {Diameter) of Spiral Distance from Top Column Plastic Hinge to Center of Gravity of the Superstructure Center-to-Center Spacing of Columns Concrete Coordinates (inches) (Concentric Loops! 2.20 * Max,) Material Properties Ipsi) Ultimate concrete Compressive Stress Young's Modulus for Concrete Young's Modulus for Steel Bars Ultimate Concrete Compressive Strain Yielding Stress for Steel Bars = 50.00 (inches! = 4,00 (feeCl = 35,00 Ifeet! 3250, 3249500, 29000000, .003 60OOO, Coord X Y 1 27 00 0.00 2 26 67 4 ,22 3 25 GS 8.34 4 24 06 12.26 5 21 84 15,87 6 19 09 19.09 7 15 87 21 ,34 S 12 26 24.06 9 8 34 25.68 10 4 22 26 ,67 11 0 00 27 ,00 12 -4 22 26.67 13 -8 34 25,68 14 -12 26 24 ,06 15 -15 87 21 ,84 16 -19 09 19.09 17 -21 84 15 ,87 IB -24 06 12 ,26 19 -25 58 8.34 20 -26 67 4.22 21 -27 00 0.00 22 -26 67 -4.22 23 -25 68 -8 .34 24 -24 06 -12,26 25 -21 84 -15.87 26 -19 09 -19,09 27 -15 87 -21.84 28 -12 26 -24.06 29 -8 34 -25.68 30 -i 22 -26.67 31 0 DO -27.00 32 4 22 -26,67 33 8 34 -25.68 34 12 26 -24.06 35 15 B7 -21.84 36 19 09 -19.09 37 21 84 -15.87 38 24 06 -12.26 39 25 68 -8.34 40 26 67 -4.22 Page 3 of 21 Page 4 of 21 1 n 3/1O/2O03 12:03 PH Title 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page 3 Concentric Circle Pattern Loop 1 Radius 25.00 Area 1.56 Bars 16 Steel Rebar coordinates (inches) Coord X Y 1 25 00 0.00 2 23 10 9.57 3 17 68 17.68 4 9 57 23 .10 5 0 00 25.00 6 -9 57 23 .10 7 -17 68 17.68 8 -23 10 9,57 9 -25 00 0,00 10 -23 10 -9,57 11 -17 68 -17.68 12 -9 57 -23,10 13 0 00 -25.00 14 9 57 -23.10 15 17 68 -17,68 16 23 10 -9.57 Title 1163 Rancho Santa Fe Rd. Left Initial Reference Data _ 3/10/2003 12_;03 PH 11:55:40 03/10/03 Page 4 Total Area of the Section Nominal Axial Load strength Total Reinforcement Area Percent Steel Gross Moment of Inertia about Y-axis Gross Moment of Inertia about X-axis Steel Moment of Inertia about Y-axis Steel Moment of Inertia about X-axis lYC IXC lYS IXS 15.84 ft"; 7729.40 kips 24.96 in-*; 1.09 ft 19.96 ff4 19.96 ft*-4 0.3762 fc**4 0.3762 ft--4 The main longitudinal steel is assumed to be t ll bars. Page 5 of 21 Page 6 of 21 Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 5 Title 1163 Rancho Santa Fe Rd, Left _ 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 6 Column Load Data (l(-ft) Load Name: LOADS TOP Footing oata File: YES Type Footing: SPREAD Moment Distribution Fact Steel Location Ductility (ARS) unreduced Seismic Case 1 Case 2 Max Tran Max Long MY Tran MX Long P Axial Arbitrary Loads Service Service ALI AL2 0. 0. 0. 0. 0, 0, Arbitrary Loads Factored Factored ALI AL2 0. 0, 0, 0, Factored Loads for Column Design Check (kip-ft) Applied factored moments are magnified for slenderness Caltrans Bridge Design Specifications, (Art 8,16,5! accordance Length = 30,30 Et Steel = 1,09 * FC = 3.25 ksi AST = 24,96 sg in FY = 60.00 ksi : Top : --Bottom ; Percent Length Tie 1 Top-l Factor '1 Applied Factored Capacity DAY D/lX DBY DBX Impact (Feet! Spiral 0 Bottom=0 (Z! 1 ' Group Case Trans Long Comb Axial (PHI'MN) PHI Ratio MY MX M P MU MU/M 0.00 0.00 0,99 0.99 0,00 30.30 0 1 4.00 ; IH 1 1878, 714, 2009. 1408 3349, 0 75 1 67 OK - • =. IH 2 1492, 882, 1733, 1126 3189. 0 75 1 84 OK Column Group Loads Service (k-ft IH 3 1893 , 869, 2083, 1908 3517, 0 75 1 69 OK i IP 1 2174, 732, 2294, 1572 3420. 0 75 1 4 9 OK IP 2 1736. 1024. 2016, 1075 3156, 0 75 1 57 OK Case 1 Case 2 Case 3 IP 3 2228, 903. 2404. 1996 3525, 0 75 1 47 OK Dead Pre Trans Long Axial II 1510. 1337, 2017, 981 3085, 0 75 1 5 3 OK Load Stress MY-Max MX-Max H-Max Wind WL LF CF MY Temp i , ' III 1 2104. 1616. 2654. 1240 3259, 0 75 1 2 3 OK : III 2 1871. 1708. 2534, 1071 3149, 0 75 1 24 OK MY 154 837 288 148 197 279 193 102 0 0 III 3 2180, 1779. 2814. 1666 3458, 0 75 1 2 3 OK MX 107 484 0 85 17 4 82 333 177 0 0 IV 1 1571. 696. 1718. 1236 3264, 0 75 1 90 OK P 967 36 198 68 284 2 2 0 0 0 IV 2 1344. 797. 1563. 1067 3151. 0 75 2 02 OK PMY 660 429 540 0 IV 3 1636. 817. 1829. 1662 3454, 0 75 1 8 9 OK PMX 0 248 40 0 V 1483. 1302. 1974. 945 3073, 0 76 1 56 OK P 456 74 541 0 VI 1 2052. 1569 , 2583. 1193 3230. 0 75 1 2 5 OK VI 2 1829. 1658, 2469, 1031 3119. 0 75 1 2 6 OK VI 3 2122. 1724 , 2734. 1603 3435. 0 75 1 2 6 OK Column Seismic and Arbitrary Loads llc-ft) VII 1 991. 591, 1154. 1003 3862. 1 DO 3 3 5 OK VII 2 991. 591 , 1154. 1003 3862. 1 00 3 35 OK NOTE: The axial (ARS) unreduced seismic loads (P) are not divided by the ductility factor Z, Page 7 of 21 Page 8 of 21 1 3/10/2003 12:03 PH 3/10/2003 12:03 PM Title 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page 7 • Moment Magnification and Buckling Calculations ' REFERENCE; "Caltrans Bridge Design Specifications" (Art 8,16.5} (Column assumed to be unbraced against sidesway,! HAGY - Moment Magnifaction Factor about Y-axis MAGX = Moment Magnifaction Factor about X-axis PCY = Critical Buckling Load about Y-axis PCX = Critical Buckling Load about X-axis = Effective Length Factor about Y-axis = Effective Length Factor about X-axis KY"L/R - Slenderness Ratio about Y-axis KX'L/R - Slenderness Racio about X-axis 2,10 2,10 lYS Steel Moment of Inertia abauT: Y-axis = 0.3762 ft •4 IKS -Steel Moment of Inertia alxiut X-axis = 0.3762 ft •4 Moment Cracked Critical Magnification-;-Axial GR CA Tran Long Comb E*IY E*IX Tran Long Load MAGY HAGX HAG PCY PCX P IH 1 1 166 1 214 1 171 4061571. 3282428. 9901. 8001 . 1408 IH 2 1 141 1 142 1 141 3736665. 3721423. 9109, 9072 , 1126 IH 3 1 293 1 318 1 297 3456095. 3248673. 8425, 7919. 1908 IP 1 1 178 1 244 1 184 4264308. 3282428. 10395, 8001, 1572 IP 2 1 124 1 125 1 124 3997259, 3979485. 9744, 9701, 1075 IP 3 1 281 1 337 1 289 3732511. 3248673. 9099. 7919. 1996 II 1 119 1 101 1 111 3786767, 4407106. 9231. 10743 , 981 III 1 1 135 1 123 1 131 4271205, 4639803, 10412. 11310, 1240 III 2 1 119 1 102 1 111 4117625. 4736349. 10037. 11546. 1071 III 3 1 221 1 189 1 208 3774254, 4292906, 9200. 10465, 1666 IV 1 1 154 1 183 1 159 3800391. 3282428, 9264. 8001, 1236 IV 2 1 140 1 140 1 140 3571642, 3561043. 8707. 86B1. 1067 IV 3 1 265 1 266 1 265 3254963, 3248673, 7935. 7919. 1662 V 1 115 1 097 1 107 3763484. 4373776. 9174. 10662. 945 VI 1 1 131 1 119 1 126 4239898, 4605312, 10335. 11226. 1193 VI 2 1 115 1 099 1 108 4088303, 4701727, 9966. 11461. 1031 VI 3 1 213 1 183 1 201 3741545. 4254345, 9121. 10371. 1603 VII 1 1 000 1 000 1 000 3248671. 3248673. 7919. 7919. 1003 VII 2 1 000 1 000 1 000 3248671, 3248673, 7919. 7919. 1003 Title 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page 8 Column Service Loads (k-ft) and Maximum Working Stresses (PSI) Young's Modulus for Concrete - EC - 3249500, psi Modular Ratio lES/ECl - N = B,9 : Service Loads (k-ft) Max Stress (psi! : Trans Long Comb Axial Cone Steel Steel GP Case HY MX H P Comp Ten Comp IH 1 1279. 591. 1409. 1201, 1593. 6326. 13426 IH 2 1139, 676. 1324. 1071, 1498, 6608. 12521 IH 3 1188. 608. 1335. 1287 . 1518. 4391. 12825 II 1016. 858. 1330. 804, 1558, 11711. 12910 III 1 1326. 996. 1659. 963 , 1962. 15475. 16075 III 2 1214. 1064. 1615. B59, 1934, 17267. 15935 III 3 1253. 1010. 1610. 1032 , 1870. 12808. 15491 IV 1 1023. 473. 1127. 961. 1274. 5061. 10741 IV 2 911. 541. 1060. 857. 1199, 5287. 10017 IV 3 950. 486. 1068. 1030, 1214. 3513. 10260 V 907, 766, 1188. 718, 1391, 10456. 11526 VI 1 1184 , 890, 1481, 860, 1751, 13817. 14353 VI 2 1084, 950. 1442 . 767. 1727. 15417. 14228 VI 3 1119, 902, 1437 , 921, 1670. 11436. 13831 DL 991, 591. 1154 . 1003 . 1303. 4870. 10926 Page 9 ot 21 Page 10 of 21 3/10/2003 12:03 PM B2_4,PRT Title 1163 Rancho Santa Fe Rd. Left 11;55:40 03/10/03 Page 9 Title 1163 Rancho Santa Fe Rd, Left 11:55:40 03/10/0 * service Loads tor Footing Design Units kip-ft) ' * Probable Plastic Moment (1,3 X Nominal Moment) (kip-ft) • ...... ........... ' * • • ........ *•** * .......... Group case Trans Long Comb Axial MY MX M P ; Code (8,16.4.4) and Memo to Designers 15-10 IH 0. 0, 0, 1273 , FC = 3,25 ksi FY = 60.00 ksi IH 0. 0, 0, 1143, : EO = 0,0030 in/in AST = 24,96 sq in IH 3 0, 0, 0, 1359, II 0. 0. 0. 862, Angle Trans Long Comb Axial P-Balance III 1 0. 0, 0, 1020, MPY MPX MP P (Approxl III 0. 0. 0, 916, III 0. 0, 0. 1089, 90,0 5192. -1, 5192, 4637, 2859 IV 1 0. 0, 0, 1018, 5745, -1, 5745, 3864. IV 0. 0, 0. 914, 6101. 0, 6101. 3091, IV 3 0. 0. 0, 1087, 6028, 1, 6028, 2319. V 0. 0, 0, 769, 5568, 1. 5568, 1546, vr I 0. 0, 0, 911. 4957. 1, 4967, 967, VI 2 0. 0. 0, 818, ; •. 4742, 2, 4742. 773. VI 3 0. 0, 0, 973, 3506, 2. 3506, 1, 2728. 1. 2728, -386, 1878. 1. 1878, -773, ' Factored Loads for Footing Design (units kip -ft) • Group Case Trans Long Comb Axial MY MX M p IH 1 0, 0, 0. 1816. IH 2 0. 0. 0. 1534. IH 3 0. 0, 0. 2002. IP 1 0. 0, 0. 1979. IP 0, 0. 0. 1483. IP 3 0, 0, 0, 2090. II 0, 0. 0, 1389. 1 III 1 0. 0, 0, 1647, ! III 0. 0, 0, 1478, 111 3 0, 0. 0. 1759. IV 1 0, 0, 0, 1644, IV 0, 0. 0, 1475, j IV 3 0, 0. 0, 1756, V 0, c. 0, 1337, VI 1 0. 0, 0. 1585. VI 0. 0. 0. 1423, i VI 3 0. 0. 0, 1693, 3/10/2003 12:03 PM Page 11 of 21 Page 12 of 21 3/10/2003 12:03 PM Title 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page 11 Title 1163 Rancho Santa Fe Rd. Left __3/10/20O3 12:03 PM 11:55:40 03/10/03 Page 12 Design Assumptions: 1. All columns are the same i,e,, prismatic, equal length, equal spacing, 2. Plastic hinges form at the top and bottom of the columns. 3. The distance between the plastic hinges is taken as the column length, 4. The over-turning force acts through the CG. of the superstructure at a distance 'CGS' above Che top of the column. 5. The columns are numbered from left to right and the overturning force acts to Che right. Determination of Column Lateral Reinforcement Number of Columns in Bent Out-to-Out Distance (diameter! of Lateral Reinforcemenc Distance from Top Column Plastic Hinge TO Center of Gravity ot Superscurccure Center-to-Center Spacing of Columns Compressive Strength of Concrete - FC Yield Strength of ReinforcemenC - FY Concrete Gross Area 12" Cover! - AG Concrete Core Area - AC Transverse Direction - BVi Transverse Direccion - D Longitudinal Direction - BW Longitudinal DirecCion - D 50.00 in 4,00 fC 35.00 ft 3,25 ksi 60.00 ksi 15,90 fC"2 13,64 ft*'2 50,00 in 40,00 in 50.00 in 40,00 in Transverse Direction • Loads Resulting from Plastic Hinging of Column No, 1 Top of Column Axial Force p 726, kips Plastic Moment MP 4684. k-ft Bottom of Column Axial Fo rce P -798, kips Plasci c Momenc MP 0. k-ft Design Shear Force: VU 155. kips Concrete Factored Shear Strengch: ,85 • VC 194. kips Steel Factored Shear Strength; ,85 * VS = 0. kips Maximum Center-co-Cencer Spacing Pitch! of Lateral Reinforcement Bar Case A Case B Case C Confinement size Confinement App Shear Min Shear Ratio EquaCi 4 3, 839 ....... 9.600 0 00412 2 5 5.934 14.8 0 0 .00412 2 6 8, 390 ....... 21.120 0 .00412 2 7 11.413 •*«•**• 28,800 0 .00412 2 8 14.988 37.920 0 .00412 2 Amount of Reinforcement conforms Co the following Bridge Design Spec i C i ca t ions 1 Case A - Confinemenc Reinforcement - (Code 8.18.2.21 PSI = .45 (AG/AC - 1) FC/FY (.5 • 1.25 P/(FC * AG)) PS2 - .12 FC/FY (.5 + 1.25 P/(FC * AG)) PS3 - .45 (AG/AC - 1) FC/FY NOTE: VU 155. kips is less Chan (.85 • VCl 194, kips. Therefore, no reinforcement for applied shear (Case B) is required. Applied Shear Reinforcement VU <= PHI ' VN VN = VC • VS VC = 2 • SQRT(FC1 • BW * D VS - (AV ' FY * D) / S • (Code 8.16.6) (8-46) (8-47) <8-51) (8-53) - Minimum Shear Reinforcement - (Code 8.19.1.1) AV - (50 • BW • S!/FY (8-63) Page 13 of 21 Page i4"of 21 3/10/2003 12:03 PM 3/10/2003 12:03 PM Ticle 1163 Rancho Santa Fe Rd. Left 11 :55 40 03/10/03 Page 13 TiCle 1163 Rancho Santa Fe Rd, Left 11:55 40 " Transverse Direction ' - — • Transverse Direction • Loads Resulting from Plastic Hinging of Column No, 2 Loads Resulting trom Plastic Hinging of Column No. 3 Top of Column Axial Force Plastic Moment Bottom of Column Axial Force Plastic Momenc P = MP = P = MP = 967. 4966, 1039, 0, kips k-ft kips k-fC Top of Column Axial Force P = Plastic Moment MP = Bottom of Column Axial Force P = Plastic Moment MP = 1208. 5227 . 1280. 0. kips k-fc kips k-fC Design Stiear Force; Concrete Factored Shear SCrengCh: Steel Factored Shear Strength; VU = 35 • vc = 35 * VS = 164, 194, 0, kips kips kips Design Shear Force: VU = Concrece Factored Shear Strength: .85 ' vc = Steel Factored Shear Strength: .85 • VS = 173. 194 , 0, kips kips kips Maximum Cencer-to-cencer Spacing (Pitch) ot Lateral Reinforcemenc, (in) Maximum Center-co-Center Spacing (Pitch) of Lateral Reinforcement, Bar Case A Case B Case C Confinement Bar Case A case B Case C Conf i nement Size Confinement App Shear Min Shear Ratio Equation Size confinement App Shear Min Shear Ratio •iquation 4 3 ,609 9,600 0,00438 2 4 3,405 9.600 0. 00465 2 5 5.579 ....... 14.880 0.00438 2 5 5,253 ....... 14.880 0.00465 2 6 7 ,888 21,120 0,00438 2 6 7,442 21.120 0.00465 2 7 10.730 ....... 28.800 0,00438 2 7 10,123 ....... 28.800 0, 00465 2 a 14,090 37.920 0,00438 2 8 13.293 37.920 0.00465 2 • NOTE VU 164, kips is less than 1,85 ' VC 194. kips *•• NCVTE VU 17 3, kips is less than (.85 • VC) 194. kips. Therefore, no reinforcemenc for appl ed shear (Case B! is retjuired. Therefore, no reinforcement for applied shear (case Bl is NOTE: The Unreduced Elastic ARS + Dead Load Moment ( 991. k-fcl is less than che probable Plastic Moment ( 5227. k-fC) Therefore, plastic hinging does not control (Code 8,16,6.11,1). The Designer must check che Shear Reinforcement (Case B) for Group Loads I to VII (use Unreduced Elastic ARS * Dead Load Shear for Group Vll). Page 15 of 21 Page 16 of 21 J J 1 1 Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 15 3/10/2003 12:03 PM Ticle 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page 16 The maximum spacing of lateral reinforcemenc shall noc exceed one-fifth of the least dimension of the column, 6 times the nominal diameter of the longitudinal reinforcement, or 8 inches. (8.21.1.11 The minimum spacing shall not be less than 1.5 bar diameters, 1,5 times the maximum size coarse aggregate, or 1.5 inches, (8,21,1) Factored Shear Strengch .85 ' (VS Center-to-Center spacing (Pitch! of > VCl based on Haximum and Minimum Lateral Reinforcement: NOTE; The above factored shear strength values are based on a factored concrete shear strength (.85 • VC) of 194. kips. If che applied axial load is less than 638, kips, then the factored concrete shear strength decreases from 194, kips to 0, Kips and the values in the above table must be appropriately adjusted. If the Designer selects a lateral bar size different than the one assumed, he should consider adjusting the radius of che main steel bar loop and re-run the problem. Maximum shear capacity of che section; VMAX = .85 • 10 • SQRT(FC) -B'D- 969. kips Longitudinal Direction Loads Resulting from Plastic Hinging of Column No. 1 Top of Column Axial Force Plastic Moment Bottom of Column Axial Force P = 967. kips MP - 4966 , k-ft P = 1039. kips 1.0" Agg 1 Plastic Moment MP 0 k-ft Bar Max Shear Min Shear Size Pitch Strength Pitch Strengch i Design Shear Force; VU 164 kips lin) (kips) (inl (kips! j Concrete Factored Shear Strength .85 • VC = 194 kips 4 8.000 296. 2,000 602. Steel Factored Shear Strength .85 - VS = 0 kips 5 8.000 352. 2.125 789. 6 e.ooo 418. 2,250 969. ' • ' Maximum Center-to-center Spacing (Pitch) of Lateral Reinforcement 7 B.OOO 500. 2. 375 969. 1 8 8.000 597. 2,500 969. Bar Case A Case B Case C Confinemenc Size Confinement App Shear Ratio Equation 4 3.609 ....... 9.600 0.00438 2 5 5.579 14.880 0.00438 2 6 7 .888 21.120 0.00438 2 7 10.730 28.800 0.00438 2 8 14.090 37,920 0.00438 2 *•• NOTE: VU 164, kips is less than .85 - VCl 194. kips. Therefore, no reinforcemenc for applied shear (Case B) NOTE: The Unreduced Elastic ARS » Dead Load Moment ( 591. is less than the probable Plastic Moment ( 4966. It-ftl Therefore, plastic hinging does not control (Code 8.16.6.11.1) The Designer must check the Shear Reinforcement (Case B) for Group Loads I to VII (use Unreduced Elastic ARS * Dead Load Shear for Group VII). Page 17 of 21 Page 18 of 21 Titie 1163 Rancho Santa Fe Rd, Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 17 3/10/2003 12:03 PM Title 1163 Rancho Santa Fe Rd. Left 11:55:40 03/10/03 Page IE The maximum spacing of lateral reinforcement shall not exceed one-fifth of Che lease dimension of Che column, 6 times the nominal diameter of the longitudinal reinforcement, or 8 inches, (8.21.1.1) The minimum spacing shall noC be less than 1.5 bar diameters, 1.5 times the maximum size coarse aggregaCe, or 1,5 inches, (8,21,11 Faccored Shear SCrength ,85 ' (VS + VC) based on Maximum and Mi CenCer-to-Cencer spacing (Pitch! of Lateral Reinforcemenc: * Key Design ' •• NOTE; The Unreduced Elascic ARS + Dead Load Shear ( 33. kips) is less than the probable Plascic Shear ( 173. kips). Therefore, Plascic Hinging does not control. Key Design is based on Group Loads I to VII. (unreduced ARS t Dead Load Shear is used for Group VIII Shear Friction (code 8,15,5,41 1.0" Agg Maximum Shear (VU) = 33. kips Bar Max Shear Min Shear Area of Key Required (ACF) -59.20 sq in Size Pitch Strengch Pitch SCrength Area of Steel Required (AVF) -0.64 sq in (in) (kips! (in) Ikips) 4 8.OOO 296. 2.000 602, 5 8,000 352 , 2.125 789, ' Minimum Area of Steel Required (Code 4 4.9,4) 6 8,000 418 . 2 ,250 969. 7 8,000 500. 2.375 969, Minimum Steel Area Required 4.90 sq in 8 8.000 597 , 2.500 969. NOTE; The above factored shear a faccored concrete sheai jtrength values are based on strengch (,85 • VC) of 194, If che applied axial load is less than 638, kipa, Chen che factored concrete shear strength decreases from 194. kips to 0. Kips and the values in che above table muse be appropriately adjusted. If the Designer selects a lateral bar size differenc Chan the one assumed, he should consider adjusting che radius of the main steel bar loop and re-run the problem. Maximum shear capacity o£ the section; VMAX - ,85 * 10 * SQRT(FCI -B'D- 969. kips • Maximum Corapressi Area of Steel Axial Load (Code 8.16.4,5,2) 4,90 sq in Maximum Axial Load (Factored! ^ 2090, kips Area of Key Required - 979,34 sq in Maximum Axial Load (Seismic) Area of Key Required 1075, kips 387,55 sq in Area of Key Required Total Area ot Steel Required = 979,34 sq in 4.90 sq in Page 19 of 21 Page 20 of 21 J 1 Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:03 PM 11:55:40 03/10/03 Page 19 Run Time: 00:00: 0,06 End of Run, Page 21 of 21 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 COLUMN KEY CAPACITY, Seismic lup ;= lOOO-tt/ Inputs: Mp := 53n kip ft Column Plastic Moment . 2 in hcol •- 25.1-ft Shortest Column Height fc := 4.225 ksi Expected Material Strengths fy := 68 ksi dpile '•= 18-(n Pile Diameter 2 abar-= lOO'n Area of Main Reinforcing Bars ribar •= 12 Number of Main Pile Bars Ospira/0.20in^ Area of Spiral Reinforcing ^spiral 4 in Pitch of Spiral ^ := 0.85 Strength Reduction Factor for Shear ^ := 0.6 Hardened, not roughened Concrete X := 1.0 Normal Weight Concrete Mp Vo :=l-2 — Ultimate Shear Demand Vo =251.3*^ Project: 1163 Rancho Santa Fe Road Subject: Pile Shear Capacity By: mb Pin Shear, mcd 12/21/2000 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 Check Shear Friction: Av := abar-nbar Vn := Ay/ fy/j-A Vn = 489.6 Jkip FS := if > 1,"0K" ,"NG" Check Pin Shear Capacity: dpUe '^•{dpae ' 2-m) d := + 2 K Vc := 2 {f^i dpae-6 Vc = 1.42 X m^kip FSi := if Vc-^ Vr >1,"0K","NG" BDS 8.16.6.4 Equation 8-56 FS = "OK" Equivalent "d" for circular Mamber (8-49) Equation 8-49 FSi = "OK" Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pin Shear.mcd Pile Shear Capacity 12/21/2000 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 COLUMN CAP DEVELOPMENT INPUTS: kip := lOOO lbf dbi - 1.410 in Diameter of Main Bar kip fy := 60— in kip fye •= 68—- in Expected Yield Stress of Rebar fcCol ••= 3250 — IR Compressive Strength of Column Concrete Ibf fcCap-= 4000 — in Compressive Strength of Bentcap Concrete dcol •= 54 m Diameter od Column Lcol := 30 ft Maximum Column Length Ab := 1.56 irt^ Area of Main Bar Minimum Embedment per SDC 8.2: ^blfye ipQ •= ,n?,5 1 m \fcCol—- •\ in leq = 3.504 ft Minimum Embedment per BDS 8.24,25: 1^ := max ^col Id =4.5 ft 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. mcd DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 Basic Development Length 8.25.1: ^dbme '•= ^b in^ .04—-fy . 2 ttp/ fcCap' . 2 in dbl in^ ,.0004 —fy— in ' Ibf i-dtose =59.198 Inches Modification Factors 8.25.2.1: Xi:= 1.0 X2- 1.0 X3:= 1.0 X4 := 0.8 X5- 1.0 := 0.75 i-dadj i-dbase'^" '^r^r^3-^4-^5-^6 Ldadj= 35.519 i« Required Emtjedment: Minjaii := ™u:(Ldadj.'eq.'d) Minjail = 54 in Modify units for Emperical Formula Full 12" Cover Provided Normal 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 Rancho Santa Fe Road Subject: Column Development Length By: mb 12/15/2000 Bar Dev.mcd DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 COLUMN PIN DEVELOPMENT INPUTS: kip := 1000 Ibf dbi := 1.410 in kip /,:=60-- in kip fye := 68 — Diameter of Main Bar . 2 in fcCoi 3250 fcftg := 3250- dpin := 18 m Lcol := 30 ft Ab - 1.56 I'n^ . 2 in m_ . 2 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 lbf_ . 2 in leq = 3.504 ft Minimum Embedment per BDS 8.24,25: f ^col ^ Id := max dpin,l5 dbi. 20 Id = 1.762 ft 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 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 Basic Development Length 8.25.1: ^dbase '•= ^b in^ •04 /v in •' fcftg- ^bl in^ , .0004 /v ~J\ in •'^ Ibf in Ldbase = 65.674 Inches Modification Factors 8.25.2.1: Xi := 1.0 X2 := 1.0 X3 := 1.5 X4 := 1.0 LO X6 := 0.75 Ldadj '•= ^dbase in-^r^2-^3-^4'^5-^6 Ldadj= 73.883 in Required Embedment: Minjail := w«i^(l-dadj''eq''d) MinTail = 73.883 in Modify units for Emperical Formula Full 12" Cover Provided Normal Weight Concrete Epoxy Coating Bundled Bars No Excessive Tension Reinforcing #6 @ 4" Confinement Provded Provide for 75" Development of Main Reinforcerment into Bent Cap Project: 1163 Subject: By: mb Rancho Santa Fe Road Column Pin Development Length 12/15/2000 Column Pin Development Length PinBar Dev.mcd DOKKEN ENGINEERING 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 (858)514-8377 Fax (858)514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK BENTCAP SUMMARY ANALYZE 3 LOAD CASES. I-H, l-PC, AND Vll LOADS ARE FROM BDS RUNS. NOTED IN CALCS LOAD CASE l-PC CONTROLS NEGATIVE REINFORCING LOAD CASE Vll CONTROLS POSITIVE REINFORCING USE 14 #14 BARS FOR LOWER (POSITIVE) REINFORCING USE 18 #14 BARS FOR UPPER (NEGATIVE) REINFORCING USE 5 #11 BARS FOR CONSTRUCTION REINFORCING USE 3 #8 BARS, ADDITIONAL, FOR EACH SIDE FACE REINFORCING D6 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 c JOB DATE JOB NO. BY SHEET CHECK of DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 4- 1*2-' L-^^J•^ vO.OT-HS "D^OtiuC 73 73 7b 15 i7 73 7? 7 SUBJECT DATE BY CHECK JOB NO. SHEET • •(•(•It ••••(*•(( •*•••*••*) •( (•(• 1( (•(• ((•••(•*( t(>(«*(l( (> ••(• t( •((# ((•(•(•••I >(•(•(••( (•(((•• (•(•(•* ()(•((•• (•(•(•*( •(•«•((* •(•(•(•• •••(••I ••(*(• (•(•(•(•(• (•(•((((((•* (•*( ((•( (•>•• l((i(l( ••(•((* • (•*• (•(• ()•• •((•(•••••(I •••(<••(•( (•«••• •••(*> •••(•(•« •(•*•((*(• (•t( •«(II« •(•!(•(• )(•#••(•(• (•(• •(>( ••(( ((•( •(•( (•(•(•• •(••(• (•#• >•«((•> •*(•(• (•fl •(•( (•• (•(• ••(• ((•(•(•(•( (•*(•(•#•# • •#•*(•( IltOiX (••(!> •(•(•( BDS PC Version 1.3.7 (04/05'93) (c) 1990-93 Doliken Engineering All righ^E reserved- Date. 11/01/02 Txmei 10;44:28 File: CAPL.ext Userr UnKnown sorted Input Data 123456T89O12345678901234567e9012i456789Dl2ja567a9O1234567e9012 3fl567e9O123456'7 1163 RANCHO SANTA FE HD LEFT BENT CAP 265 265 010102P H 176 020203 H 345 030304 H 345 040405 PH 176 050602P 265 060703P 070e04P 010000 01 71 02000002 03000002 04000002 04 10501 050000 060000 070000 0101 840 0101 3040 0102 640 0102 840 0102 3040 Olo; 3040 01D3 ai 0103 84 0103 304 0103 304 0104 84 0104 304 01 10 ic 01 3600 3600 3600 175 3600 45 3250 45 3250 45 3250 10 75 90 00 70 55 660 150 150 150 150 150 150 150 000000 00000 0 0 0 0 0 0 159 159 159 P0091 P0091 P0080 P 255 P0080 P 255 P 87 P 262 2013 2013 2013 ADL GIRDER 1 •L QIRDER 1 ADL GIRDER 2 ADL GIRDER 3 DL GIRDER 2 DL GIRDER 3 ADL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 890 OOO 100 100 100 100 100 100 100 200 200 200 200 200 200 201 201 201 300 30O 300 300 300 300 300 300 300 300 300 300 500 02 10 03 10 04 10 4 73 12 5 73 12 6 66 12 73 12 66 12 73 12 66 12 66 12 66 12 66 1 1 HS Tr 1 2 HS Tr 1 3 HS Tr 500 500 500 1501 1501 1501 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP FRAME DESCRIPTION NO LT RT LT RT DIR SPAN 17,6 34,5 34.5 17.6 26,5 26. S 26.5 DEAD LOAD 0.00 0.00 0.00 0.00 4.6 3600. 3600. 3600. 3600. 3250. 3250. 3250. O.OOO 0.000 O.OOO 0.000 0. OOQ 0,000 0, 000 . 150 .150 .150 .150 . 150 . 150 . 150 CARRY OUEH 0,00 0.00 0,00 0,00 0.00 O.OO 0.00 0.00 0.00 0.00 o.oo o.oo 0.00 0.00 0.00 o.oo 0,00 0,00 O.OD 0.00 0.00 0,00 0,00 0,00 o.oo 0,00 u.no 0.00 Fllei "DE - BDS - PC ul.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP Section Properties - Input Top Bot No W T W Fact T W 0.0 7.1 Code 0.0 0.0 V/D H Z Y .0 0.75 9.00 0.00 0 0.0 Some of the al>ove data has heen 0,0 0,0 7,0 5,50 66,00 0,00 0 0, 0 " Some ot the above data has t>een Area Izi 0. O.UO 0 0. 0.00 0.0 Lssufned, " 0, 0.00 0 0, 0,00 0.0 •SGumed, • • 0, 3600. 01 0. 3600. 02 SECTION PROPERTIES - OUTPUT MEH NO LOC, DEPTH 1 0.0 0.75 1 7.1 5.50 HEMBER 1 PROPERTIES Z-BAR 3.50 3 . 50 V-BAR 0.36 2 . 74 AREA 5.36 38.61 IZZ 0.27 97. 96 lYV 22.71 158.48 3600.00 3600.00 '• WARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC, IS USED. •• HINGE AT LOCATION: 0.1 LENGTH: 17.6 MIN E'l: O.SBIE STIFF: 0,024 LT 61.575 RT CO.:* LT 0,006 RT Section Properties - Input Mem Re No Loc, Call Store W Top Bot No W T W Fact T W Fact Ex 2 0,0 02 SECTION PROPERTIES - OUTPUT code V/D •• Recall only E-store scor y-BAB 2.74 MEH NO LOC, DEPTH Z-BAR 2 0,0 5,50 3,50 MEMBER 2 PROPERTIES LENGTH: 34.5 MIN E-I: 0.353E STIFF AREA 38, 61 IZZ 97 . 96 lYY 158.48 4.000 RT CO.: 0,500 LT 0,500 RT Seetl Properc - Input Mem Re No Loc, Call Z Store 3 0,0 02 SECTION PROPERTIES Top Bot No W T W Code U/D " Recall only HEM NO LOC DEPTH 0,0 5,50 Z-BAR 3 . 50 Y-BAR 2,74 AREA 38,61 IZZ 97 . 96 act T W Fact Area Izz lYY 1.58.48 1 MEMBER 3 PROPERTIES LENGTH: 34.5 MIN E'l: 0.353E STIFF; 4.000 LT 4.000 RT CO.: 0.500 LT 0.500 RT Section Properties - Input Re W D Top BOt No W T W Fact T W Fact L Ex In L Ex In Section Properti Mem Re No Loc. Call z code V / D Recall Only DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP Input E-SCore sec w D Top Bot No W T W Fact T W Fact L En In L Ex In E 4 10,5 01 SECTION PROPERTIES - OUTPUT Code V/D •* Recall Only E-score Store HEH NO LOC. DEPTH Z-BAR Y-BAR AREA 3.50 2.74 38,61 3,50 0,36 5.36 IZZ 97,96 0.27 lYY E 158.48 3600.00 22.71 3600,00 4 0,0 5,50 4 10,5 0.75 HEMBER 4 PROPERTIES •' WARNING - HEHBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC, IS USED, HINGE AT LOCATION: 17,5 LENGTH: 17,6 MIH £•!. 0,981E STIFF: 728 .893 LT 0,002 RT CO,: 0,006 LT 174.999 RT Section Properti - Input D Top Bot No W T W Fact T w Fact L Ex In L EX In code U/D H •• ASSUHED DATA26 E-store Store SECTION PROPERTIES - OUTPUT HEM NO LOC DEPTH Z-BAR V-BAR AREA 0,00 0.00 15.90 IZZ 20.13 lYY E 0,00 3250,00 5 0,0 O.OO HEMBER 5 PROPERTIES LENGTH: 26,5 MIN E-I; 0,654E STIFF; 4.000 LT 4.000 RT CO.: 0,500 LT 0.500 RT Section Properti - Input D Top Bot No W T W Fact T U Fact L Ex In L Ex In E-store ste SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR V-BAR AREA 0.00 0.00 15,90 IZZ 20.13 IVY E 0.00 3250,00 6 0.0 0,00 MEMBER 6 PROPERTIES LENGTH: 26,5 MIN E'l: 0.654E STIFF: 4,000 LT 4,000 RT CO,: 0,500 LT 0,500 RT Section Properties - Input Hem Re No Loc, call z Y W D Top Bot No W T ¥ Fact T W Fact L EX In L Ex In E score code V/D H Z Y Area Izz E E-store Store File: DE - BDS - PC vl,3,7 11/01/02 Page 4 rf .PRT 1 Section Properti Hem Re NO LOC. Call Z 1163 RAHCHO SANTA FB RD LEFT BENT CAP Input W D Top BOt No W T W Fact T W Fact L Ex In L EX in E code V/D H •• ASSUHED DATA26 Area Izz E-Stote ste SECTION PROPERTIES - OUTPUT IZZ lYY E 7 0.0 0.00 0,00 0,00 15,90 20.13 0.00 3250,00 MEMBER 7 PROPERTIES LENGTH; 26.5 MIN E-I: 0.654E STIFF: 4.000 LT 4,000 RT CO,; 0,500 LT 0,500 RT File: DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RD LEFT BENT CAP NO ERRORS POUND FRAME PROPERTIES END COND LT RT DIR SPAN MIN E-l P H 17.6 0.9807E H 34.5 34.5 0. 352eE 0. 3526E 0.9807E 0 .6542E 0.6542E 0 .6542E SUPPORT OR HINGE E 0.1 3600, 0,0 3600. 0.0 3600. 3600. 3250, 3250, 3250, 11/01/02 CARRY OVER FACTORS Page DISTRIBUTION FACTORS LT 17 0, 500 0 . 500 0.000 0 . 500 0, 500 0 , 500 0 .000 0 . 500 0 ,500 O.OOO 0, 000 0. 000 0. 000 0,847 0.458 0. 000 0.000 0,000 0,000 0,000 0.458 0.817 0 . 000 0 . 153 0 ,083 0,153 IP MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF MEHBER IF HEHBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTION WILL HOT TAKE PLACE *••• DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP FIKED END MOHENTS TRIAL 0 MEM FIXED END MOMENTS MEM FIXED END MOMENTS Pile FIXED END MOMENTS NO LT RT -381. HO LT -574, RT -574. File; , , L "r"_. DE - BDS - PC vl,3 7 1163 RANCHO SANTA FE HD LEFT BENT CAP ••• SIDESWAY NOT CONSIDERED, --- HORIZONTAL MEHBER HOMEHTS TRIAL 0 HEH 0. -1 . -411, -125. -349.1 -656. -321. -558.) -381. -288. -324.1 -56, -211 , -18 . 239 , 141, -149 , .4 PT -36, 318, 269, -100 . , 5 PT -63 , 328, 328, -63, HORIZONTAL MEMBER STRESSES TRIAL 0 BOTTOH FIBER -47, -27, HORIZONTAL MEHBER STRESSES TRIAL D -62 . -52, -64. -64 , . 6 PT -100 , 269, 318, -36, -52. -62. .7 PT -149. 141 . 239. -18 . 31. -27. -47 , ,8 PT -211. -56 . 92 . . 9 PT -288. -321. -125, -1 , RIGHT -381 . -656, -411 , 0, -324,) -558,) -349,) TOP FIBER -9, -14, n 2 -68, -25. 18. 47, 3 -109. -63, -11, 28, 4 -63, -57, -43. -31. VERTICAL HEMBER MOMENTS TRIAL 0 -63 . -24 , -109, -68. 0, -3 , -6 . -9, HORIZONTAL MEMBER SHEARS TRIAL 0 1 0,0 -1,8 -4,5 -8.2 -12.6 -18.0 -24.3 2 92.8 72.6 52.8 32.9 12.9 -7,1 -27,I J 107,0 87,0 67.1 47,1 27,1 7.1 -12.9 -31.4 -47 . 1 •32 .9 -39.4 -67 .1 -52 .8 -48 .2 -87 , 0 -58, 0 -107.0 •92 ,8 Flit DE - BDS - PC Vl.3,7 1163 RAHCHO SAHTA FE RD LEFT BEHT CAP ••• SIDESWAY NOT CONSIDERED, •-• HORIZONTAL MEMBER SHEARS TRIAL 0 MEM NO LEFT . 1 PT ,2 PT . 3 PT 4 58,0 4H.2 39.4 31,4 VERTICAL MEMBER SHEARS TRIAL 0 5 -1,1 -1,1 -1.1 -1.1 6 0.0 0.0 0.0 0.0 7 1,1 1,1 1.1 1.1 VERTICAL MEMBER REACTIONS TRIAL 0 MEM LT RT .4 PT 24.2 -I.I 0,0 1.1 NO REACTION 214 .0 277 . 2 214. 0 REACTION 150.8 214 . 0 150.8 ,5 PT 18,0 -1,1 0,0 1 . 1 MEHBER WEIGHT .6 PT 12.6 -1.1 0,0 1,1 -1.1 0.0 1.1 . 8 PT 4 . 5 -1 . 1 0 . 0 1.1 -1,1 0,0 1,1 RIGHT -0.1 -1.1 0.0 1.1 63.2 63.2 63.2 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BEHT CAP TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT, END RT. END SPAN LT. END 0.001523 -0.000028 0.000014 0 ,000028 .0,001513 -0.000028 0,000028 -0,000014 RT, END 0 .000000 0.000028 LT, END 0,000000 0,000000 RT, END -0,000028 0,000000 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE 0, 000 0 ,000 0,000 0,000 LONG HINGE 1/4 0,000 1/2 0 . 000 O.OOO O.OOO 0. 000 0 ,001 0 ,000 0 ,000 0,000 0. 000 0 .000 0.000 0,000 0, 000 LONG HINGE LT 1/2 0 . 000 0 . 000 0 .000 3i'4 0, 000 0,000 0, 000 0,000 0,000 3/4 0, 000 0,000 0, 000 0 ,000 0 .000 0 ,000 0,000 0,000 0. 000 RT 0.000 0.000 O.OOO 0. 001 0.000 0 ,000 0.000 0,000 0,000 0,000 0 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END, MEMBER 5 E= 3250, 0,000 0,000 0,000 0,000 .PRT MEHBER 6 E= 3250. HEKBER 7 E= 3250. 0.000 0.000 0.000 O.OOO 0,000 0,000 0.000 0,000 0,000 0,000 0,000 0,000 0 .000 O.OOO 0.000 0, 000 0.000 0. 000 0.000 0.000 0. OOO DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP LOAD DATA TRIAL 1 LOAD LINE MEM W OR P CODE 1 84.000 P 1 304.000 P 2 84.000 P 2 84.000 P 2 304.000 P 2 304.000 P 3 84.000 P 3 84.000 P 3 304.000 P 3 304.000 P 4 84.000 P 4 304.000 P FIXED END MCMENTS TRIAL 1 MEM FIXED END MOMENTS FIXED END MCMENTS RIGHT DEFLT 9.1 9.1 B.O 25.5 8.0 25,5 26,2 8,5 0,0 0.0 0,0 0,0 0,0 0,0 0.0 0,0 0 . 0 0.0 0.0 0.0 FIXED END MOMENTS COHHENTS ADL GIRDER 1 DL GIRDER 1 ADL GIRDER 2 ADL GIRDER 3 DL GIRDER 2 DL GIRDER 3 AOL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 FIXED END MOMENTS 0 . DE - BDS - PC Vl.3 .7 1163 RANCHO SANTA FE HD LEFT BENT CAP *•• SIDESWAY NOT CONSIDERED. •-- HORIZONTAL HEHBER MOMENTS TRIAL 1 MEM NO LEFT .1 PT .2 PT . 3 PT .4 PT .5 PT 0. 0 . -3176. -1694, -2700,I -2130. -911. -IBIO.I -3298. -2615. -2803.) -212, 307 , -1932. 0 . 502 . 766. -566. 646. 645. HORIZONTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER 525. 352, 545. 329. 177. 516. 0. -70. -172. 256. -125. -125. HORIZONTAL HEMBER STRESSES TRIAL -528. -331. -354. -178, -548, -519, 173 , -259, 0 . -98 . -149 , 120, 0. TOP FIBER 0, 0, 98. 126. 150. 126, -121, 0. , 6 PT -566, 789, 525, 120, -153 , -102, -121 , 154, 103. .7 PT -1249, 933, 405, 0. 256, -181. -79 , -259. 182 . . 8 PT -1932, 261 . -258, 0, 388. -51 . .9 PT RIGHT -2615. -3298. -934. -1716, 516. 181 , 334 , -519 , -183, -336, -2129. -3175 545. 352, 525, -548, -354. -528, -2803,I -1810.) -2699,) VERTICAL MEMBER HOMENTS TRIAL I 0. 0 . 0. 7 0. -12. -25, -37, HORIZONTAL HEMBER SHEARS TRIAL 1 1 0,0 0.0 0.0 0,0 2 429.6 429.6 429.6 41.6 0.0 41.6 0,0 -388,0 -388.0 -388.0 41.6 41.6 41.6 -346.4 -388.0 -388.0 -346.4 -346 4 1 353.2 353,2 -34. -14.8 -34,8 -34, •422,9 -422.8 -422.8 DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP -•- SIDESWAY NOT CONSIDERED. HORIZONTAL MEMBER SHEARS TRIAL 1 HEM NO LEFT .1 PT .2 PT .3 PT .4 PT 4 388.0 388.0 388.0 388.0 388.0 VERTICAL HEMBER SHEARS TRIAL I 5 4.6 4.6 4.6 4.6 4.6 6 0.0 0,0 0.0 0.0 0.0 7 -4.6 -4.6 -4.6 -4.6 -4.6 VERTICAL MEMBER REACTIONS TRIAL 1 MEM LT HT NO REACTION REACTION , 5 PT 0,0 4,6 0,0 -4.6 MEMBER WEIGHT .6 PT 0.0 4.6 0,0 -4,6 . 7 PT 0.0 4.6 0 . 0 -4,6 , B PT 0,0 4.6 0.0 -4,6 .9 PT 0 . 0 4.6 0.0 -4.6 RIGHT 0.0 4.6 0.0 -4,6 817 ,6 699 ,6 817.6 699. 6 DE - BDS - PC ul.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP TAHGENTIAL ROTATIONS SPAN LT. END 1 0.068237 4 0.000115 7 -0.000058 RADIANS - CLOCKWISE POSITIVE RT. END SPAN LT. EHD -0,000114 -0,068395 0,000115 -0,000114 0,000057 RT. END O.OOOOOl -0,000114 LT, END 0 . 000001 -0 ,000001 RT. END 0,000115 0,000001 HORIZONTAL MEHBER DEFLECTIONS IN FEET AT 1/10 POIHTS FROM LEFT END - DOWNWARD POSITIVE MEMBER 1 0,000 0,002 0 .006 0 ,001 LONG HINGE 1/4 0 .006 1/2 0 ,003 0. 000 0. 001 0 . 000 0 . 001 0 ,000 0 ,004 0, 000 0 . 001 0.000 0 .001 0 .000 0 .005 0.005 O.OOl 3/4 O.OOl 0.000 0.001 0. 001 0 . 000 0 . 001 0. 005 LONG HINGE LT 1/2 0. 003 3/4 0. 005 0.004 0. 000 0 .001 0 .000 0 ,001 0,000 0.001 0.006 RT 0 .007 U .004 0 .000 0.001 0.000 0. 002 0. 000 0,000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END. HEMBER 5 E= 3250, 0 . 000 a ,001 0,000 0,000 HEHBER E^ 3250, 0 .000 0 ,000 0,000 -0,001 0, 000 0, 000 0. OOll -0.001 0,000 0.000 0. OOO 0.000 0. 000 0 . OOQ 0,000 0 ,000 0,000 0,000 -0,001 0,000 NUMBER OE LIVE LOAD LANES SUPERSTRUCTURE SUBSTRUCTURE LT.END RT.END LT,END RT,END LIVE LOAD RESISTING MOMENT OF UNIT STEEL POSITIVE NEGATIVE . 000 . 000 .000 .000 Pl DI 73.0 12,0 P7 D7 0,0 0,0 P13 D13 0,0 0,0 P19 D19 0.0 0.0 P25 D25 0.0 0.0 P31 D31 0.0 0,0 P37 D37 0.0 0,0 P13 D43 0,0 0,0 P49 D49 0,0 O.Q P55 D55 0.0 0,0 P61 D61 0.0 0.0 P67 D67 0.0 0.0 P73 D7 3 0,0 0,0 P79 D79 0,0 0,0 P86 D85 0.0 0.0 P91 D91 0.0 0.0 .000 . 000 . 000 . 000 - TRUCK OR 02 P3 0.0 0.0 P14 0.0 P20 0.0 P26 0,0 P32 0,0 P38 0.0 P44 0,0 P50 0,0 D14 0,0 D20 0,0 D26 0.0 D32 0.0 038 0 . 0 D44 0,0 D50 0,0 P62 0,0 D56 0.0 D62 0.0 P15 0.0 P21 0,0 P27 0,0 P33 0.0 P39 0.0 P45 0.0 P51 0 . 0 P57 0.0 TRAIN D3 0.0 D15 0.0 D21 O.O D27 0.0 D33 0.0 D39 0.0 D45 0.0 D51 0 . 0 D57 0.0 P68 0 . 0 P74 O.O P80 0.0 P86 0.0 P92 0.0 D68 0 . 0 D74 0.0 Deo 0,0 DB6 0,0 D92 0.0 P63 0 .0 P69 0.0 P75 O.D PBl O.O D63 0.0 D69 0.0 D75 U. 0 D8I 0.0 P87 0,0 P91 0,0 D93 0,0 LOADING P4 D4 0,0 0,0 PIO DIO 0,0 0,0 PI6 D16 0,0 0,0 P22 D22 0.0 0.0 F28 D28 0.0 0.0 P34 D34 0.0 0.0 P40 D40 0,0 0,0 P52 D52 0,0 0.0 P58 D58 0.0 0.0 P64 D64 0.0 0.0 P70 D70 0.0 0,0 P76 D76 0,0 0.0 P82 D82 0.0 0.0 P88 086 0.0 0,0 P94 D94 0.0 0.0 TRUCK OH TRAIN LOADING Pl DI P2 D2 P3 D3 P4 D4 73.0 12,0 73,0 12.0 73.0 12.0 73.0 0.0 0.0 0,0 0,0 0,0 0.0 0,0 P13 D13 0,0 O.O P19 D19 0.0 0.0 P25 D25 0.0 0.0 Pll D31 0.0 0.0 P14 D14 0.0 0.0 P20 D20 0.0 0.0 P26 D26 0.0 0.0 P32 D32 0.0 0.0 P15 D15 0.0 0.0 P21 D21 0.0 Q.O P27 D27 0.0 0.0 P3 3 D33 0.0 0.0 Pll 0.0 Dll P12 0 0 0. DI7 PI8 Dia C.O 0.0 0.0 P23 0.0 P29 0.0 P35 0.0 •23 P24 D24 0.0 0.0 0.0 D29 P30 D30 0.0 0.0 0,0 D35 P36 D36 0,0 0.0 0,0 D41 P42 D42 O.D 0.0 0.0 P47 0.0 PS 3 0 . 0 P59 0,0 P65 0,0 P71 0,U P77 0,0 P95 0,0 PIO DIO 0,0 0,0 P16 D16 0,0 0,0 P22 D22 0.0 0.0 P2a D2S 0,0 0,0 P34 D34 0,0 0.0 D47 P4a D^a 0.0 0.0 0.0 DE3 P54 DE4 0,0 0,0 0,0 D59 P60 D60 0,0 0,0 0,0 D6 5 P6 6 D6 6 0,0 0,0 0,0 D71 P72 D72 0,0 0,0 0.0 D77 P7a D78 0,0 0,0 0,0 D83 P84 084 0.0 0.0 0.0 D95 P96 D96 0,0 0,0 0.0 n PLOT PLOT INFLU- H S SCALE ENCE ENV, LINES GEN OVER RRL IHPACT COHB CARD P97 0.0 OVER RRL IHPACT COMB CARD Pll Dll P12 D12 0.0 0.0 0.0 0.0 PIT on P18 D18 0,0 0,0 0,0 0.0 P23 D23 P24 D24 0,0 0,0 0.0 0.0 P29 D29 P3D D30 0,0 0,0 0.0 0,0 P35 D35 P36 D36 0,0 0.0 0.0 0.0 DE - BDS - PC vl.3.7 1163 RAHCHO SAHTA FE RD LEFT BENT CAP LIVE LOAD DIAGNOSTICS NO ERRORS POUND LIVE LOAD GENERATOR P37 D37 0.0 0,0 P43 D43 0.0 0.0 P49 D49 0.0 0.0 PS5 DSS 0.0 0.0 P44 044 0.0 0.0 P50 D50 0.0 0.0 P56 DS6 0.0 0,0 P39 D39 o.tj 0.0 P45 D45 0,0 0,0 P51 D5I 0,0 0,0 P57 D57 0,0 0,0 P40 D40 0,0 0.0 F46 D46 0.0 0,0 P52 ^52 0,0 0,0 P5B D58 0,0 0.0 P47 D47 P48 D48 0.0 0.0 0.0 0.0 P53 D53 P54 D54 0.0 O.D 0.0 0.0 P59 D59 P60 D60 0.0 0.0 0,0 0.0 oa P61 D61 0 0 D, 0 P67 D67 0.0 0.0 P73 D7i D.U O.D P79 D79 0.0 0,0 P85 D85 0.0 0.0 P9l D91 0.0 0.0 66.0 12.0 P13 Dll 0.0 0.0 P19 Di9 0.0 0.0 P25 D25 0.0 0.0 P31 Dll 0.0 0.u P37 D37 O.O 0.0 P49 D49 0,0 0.0 P55 D55 0,0 0,0 P61 D61 0,0 0.0 P67 D67 0,0 0.0 P73 D73 0,0 0,0 P79 D79 0,0 0.0 PBS D85 0,0 0,0 P91 D91 0.0 0.0 P62 D62 O.U 0,0 P68 D68 0.0 0.0 P74 D74 0.0 0,0 P80 Dao 0.0 0,0 P86 D86 0,0 0,0 P92 D92 0,0 0,0 P63 D63 0.0 O.O P69 D69 0.0 0.0 P75 075 0.0 0.0 PBl DSl U.O 0.0 pa? DB7 U.O 0 0 P93 D93 0.0 0.0 P64 D64 0.0 0.0 P70 D70 0.0 0.0 P76 D76 0.0 0.0 PB2 082 0,0 0,0 P8B De8 0,0 0,0 P94 D94 0,0 O.D TRUCK OR P2 D2 P3 66.0 12,0 66,0 P14 D14 0,0 0,0 P20 D20 0.0 0,0 P26 D26 0,0 0,0 P32 D32 O.U 0.0 pse D3a 0,0 0,0 P44 D44 U.O O.C P50 D50 0.0 0.0 P56 D56 0,0 0.0 P62 D62 0.0 0.0 P6a D6a 0.0 0.0 P74 D74 0.0 0.0 PBO D80 0.0 0.0 pa 6 oa 6 0,0 0.0 P92 D92 0,0 0,0 P15 0.0 P21 0,0 P27 0.0 P33 0,0 P39 0,0 P45 0-0 PSI 0,0 P57 0,0 TRAIN D3 12,0 D15 0,0 D21 0,0 D27 0.0 D33 0.0 D39 0,0 D4S 0,0 • 51 0,0 DS7 0 . 0 D63 0.0 P69 0.0 P7S 0.0 PBl 0.0 P87 0.0 P93 0,0 D69 0,0 D7S 0,0 DSl 0.0 De7 0 . 0 D93 0.0 LOADING P4 D4 66.0 12.0 PIO DIO 0.0 0.0 P16 DI6 0.0 0,0 P22 022 0.0 0,0 P28 D28 0,0 0,0 P34 D34 0,0 0,0 P40 D40 0,0 0,0 P52 D52 0.0 0.0 PS8 D58 0,0 0,0 P64 064 0,0 0,0 P7 0 D70 0,0 0,D P76 D76 0,0 0,0 P82 DB2 0,0 0.0 P88 088 0.0 0.0 F94 D94 0.0 0.0 P65 D65 P66 D66 0.0 0,0 0,0 0.0 P71 071 P72 D72 0,0 0,0 0,0 0,0 P77 D77 P78 D78 0,0 0,0 0,0 0,0 PB3 DB3 pa4 DB4 0.0 0.0 0.0 0.0 P89 DBS P90 090 0,0 0.0 0.0 0.0 P95 D95 P96 096 0.0 0,0 0.0 0,0 66.0 12.0 66.0 0.0 Pll 0,0 PI 7 0.0 P23 0.0 P29 0,0 P35 0,0 P41 0.0 P47 0.0 P53 0.0 PS 9 0,0 P65 0,0 Dll P12 D12 0.0 0.0 0.0 DIT PIB 018 0.0 0.0 0.0 D23 P24 D24 0.0 0.0 0.0 D29 P30 030 0.0 0.0 0.0 D35 P36 036 0.0 0.0 0,0 041 P42 042 0.0 0,0 0,0 D47 P48 D48 0,0 0,0 0.0 D53 P54 D54 0,0 0,0 0,0 D59 P60 060 0,0 0.0 0.0 D65 P66 066 0.0 0.0 0.0 P7l 0.0 P77 0.0 pa3 0.0 PB9 0,0 P95 0,0 IHPACT FACTORS CALCULATED BY PROGRAH MEM IHPACT 30 . P97 0,0 OVER RRL IMPACT COMB CARD 071 P72 D72 0,0 0,0 0.0 077 P7a 078 0.0 0.0 0.0 D83 PB4 D84 0,0 0,0 0,0 089 P90 D9a 0.0 0.0 0.0 D95 P96 D96 0.0 0.0 0.0 P97 0.0 LL NO. 4. MEM LEFT DE - BDS - PC vl.3.7 11/01/02 Page 15 1163 RANCHO SAHTA FE RD LEFT BENT CAP NEGATIVE LIVE LOAD MM1ENT ENVELOPE AHD ASSOCIATED SHEARS .IPT .2PT 3PT .4PT .SPT .6PT .7PT ,aPT ,9PT RIGHT .PRT 0 . 0 -1391. -1262.) 51.7 -442 . -376,) 93 . 4 -1679. -1427.I 146 .0 -73.0 -1212, 51,7 -320, 11,4 -1422, -73.0 -1034. 51 . 7 -260 , 11,4 -1165, -73, -S56, 51,7 -241. 11.4 -908. -73,0 -73,0 -678, -499, -764, -908. -1165. -1422. -1679 . I -73.0 -146.0 -146.0 -146.0 -146.0 -321. -241, -280, -320, -442, 51,7 -321 , 51,7 -499 . .0 146.0 146.0 HORIZONTAL HEMBER STRESSES LL MAX NEG -51,7 -51.7 -764, -635, 73,0 73,0 BOTTOM FIBER 118, 139, 132, 97, 51,7 -678, -51,7 -507, -11.4 -as6, -51,7 -378 , -11.4 -1034. -51.7 -250 -11.4 -1212. -51.7 -121, -93,4 -1391, 73 , 62 . 55, 4 277, 280, 234. HORIZONTAL MEMBER STRESSES LL 1 0. -52, -75. 2 -247, -237. -202. 3 -73. -63. -55. 4 -279. -282, -236, 47. 136 . HAX NEG -97. -167 , -47, -168, 62 , 97 161. 139, TOP FIBER -119, -141. -132, -98, -63, -98, -163, -141, 132. 118 . -163 . -63 , -132, -119, -188, -47 , -167. -97 . File; LL NO. 4. MEM LEFT NO 1 0. -236 . -55, -202. -75 , 11/01/02 -282 , -63 , -237, -52 . -279, -73, -247 . DE - BDS - PC vl,3.7 1163 HANcaO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD HOHENT EHVELOPE . 1 PT -123 , -1801. -1338. -1S3I.) -1098. -641. -933.) -2060. -1710. -1751.I .2 PT -257. -943 . -336. -1376. . 3 PT -396, -616. -100. -1057. .4 PT -543, -359 , -52, -864, ,5 PT -698 -171 , -171, -699, ,6 PT -B64, -52 . -359, -543 , HORIZONTAL MEHBER STRESSES FOR DL MAX NEG BOTTOM FIBER 298. 181. 340 . 260. 125. 337. 276. 100. 120 . 217. 182. 153. HORIZONTAL MEHBER STRESSES FOR DL MAX NEG TOP FIBER 1 0. -S3. -77. -102. -128. -155. 2 -299. -262. -184. -121. -70. -33. 3 -183. -125 . -66. -20. -10. -33. 4 -342. -339, -278. -219, -184. -155. -184. -10, -70. -128 . 1 PT -1057, -100, -616. -396 . 120. 100. -219 . -20 -121. -102 . . 9 PT -1376, -336 , -942. -257, -279, -66. -184. -77. . 9 PT -1710. -641 . -1337. -123 . 337 . 125 . 260, -339, -125, -262, -53, RIGHT -2060. -I09B. -1801. 0. 340, 181 , 298, -342 , -182. -299, File: LL NO, 4. OE - BDS - PC vl.3.7 11/01/02 Pag 1163 RANCHO SANTA FE RD LEFT BENT CAP POSITIVE LIVE LOAD M<MENT ENVELOPE AND ASSOCIATED SHEARS -11.4 392. -51 . 7 0,0 240. 100.6 284. -10.1 0. 0.0 0,0 458, 84.1 265 , 101 , 1 D. 0,0 0. O.O 582. 68.0 452. S6.2 0. O.D O.O 616. 52 . 6 566. 70.4 0. 0.0 0. 0.0 593. -54. 0 593. 54. 0 0. 73.0 0.0 566. -70.4 616. -52.6 0. 0.0 0. 0. 0.0 0.0 452. 265. -86.2 -101.1 582. 459. 0.0 2B4. 10. 1 240. -68,0 -84,1 -100,6 0.0 392 . 51. 7 0. 0. -1751.I -933 . I -1531 . ) ) HORIZONTAL MEHBER STRESSES LL MAX POS BOTTOM FIBER -47. -55. -89 . -52. -120. -110. -115 . -115. HORIZONTAL HEMBER STRESSES LL HAX POS TOP FIBER 121 . III. 116. 116 . -110 . -120. Ill . 121 . -55. -47, 0, 0 , 0, LL NO, HEM DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD MOMEHT ENVELOPE 0, -376 . -320 . I -264, -225.I -381, -324,) .2 PT -7, 550, 210, -211. . 3 PT -18. 821 . 594. -149, ,4 PT -36, 935, 835 . -100 . ,5 PT -63. 921. 921 . •63 . .6 PT -100. 835. 935, -36. HORIZOHTAL MEHBER STRESSES FOR DL MAX POS BOTTOM FIBER 0 . 2. 14 . -22. -107 . -41 , -182, -162 , -179 , -179. -160. -115. 4 63. 57. 42. 31. 21. 14. HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0, -1. -2, -5, -9, -14. 2 -63. 22. 107. 161. 183. 180. 3 -44. -7, 41, 116. 163. 180, 4 -63. -57, -43, -31, -21, -14, -162, -182 . -21. 163 . IB3. .7 PT -149 593, 821, -115, -160, -31 . 116. 161 . .8 PT -211. 210. 550. -7. 42. -41 . -107. .9 PT -288. -38. 115. -I, RIGHT -381, -264, -376 . 0 . -57 . -7 , File LL NC HEMBER POS. V HOH. NEG. V MOH. RANGE LL NO. MEMBER POS. V MOM. NEG, V HOH. RANGE LL NO, MEHBER POS, V MOH, NEG. V MOM 1 LEFT 73 . 0 0 . 0 . 0 0 , 73,0 117.0 -73 , -11,4 3 LEFT 126.4 -252. -51,7 392 . -73.0 D. 73,0 , 1 PT 100 . 6 240 . -11.4 -4 . 112,0 -51.7 214 . DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP LIVE LOAD SHEAR ENVELOPES AND .2 PT .3 PT .4 PT ,5 PT , 6 PT 0.0 0,0 0,0 0,0 0.0 0. 0, 0, 0, 0. -73.0 -73.0 -73.0 -73.0 -7 3.0 0 , 0, 0, 0, 0 , 73,0 73.0 73.0 73.0 73.0 LIVE LOAD SHEAR ENVELOPES AND 3 PT .4 PT ,5 PT .6 PT ASSOCIATED MOMENTS , 7 PT , 8 PT , 9 PT 0,0 0,0 0.0 0, -146, -876, 146, 0 . 0. -146.0 -146.0 -876. -876, 146.0 146,0 ,2 PT 84,1 458 . -16 .4 332 , 100, 5 101 . 1 265. -51.7 68.0 52.6 51.7 51.7 582. 616. -499. -321. -24.9 -37.5 -54.0 -70.4 427. 528. 593. 566. 92.9 90,1 105.7 122.0 LIVE LOAD SHEAR ENVELOPES AND .3 PT ,4 PT ,5 PT ,6 PT 86,2 70.4 54.0 37.5 452. 566. 593. 528, •51,7 -51,7 -51,7 -52,6 -143, -321. -499. 616 ASSOCIATED MOHENTS .7 PT ,8 PT ,9 PT 51 ,7 51.7 214 . 51,7 -143, -66,2 -101.1 -114.6 452. 265. 23. 137.9 152.7 166,3 ASSOCIATED MOMENTS ,7 PT ,8 PT ,9 PT 24.9 16,4 11.4 427, 332, -4. -68.0 -94,1 -100.6 582. 458. 240. -146.0 -876. 146,0 RIGHT 51.7 392 , -126.4 -252 , 178, 1 -117.0 -73 . m t. -324.J -225.) -320 . ( PRT RANGE 1 165.3 152.7 LL NO. 4. MEMBER 4 LEFT 137.9 122.0 105.7 90.1 92.9 100.5 112.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOHENTS POS. V MOM. NEG, V MOH. RANGE 146 . 0 -876 . 0.0 146 .0 -876 . 0.0 146.0 -876. 0.0 146.0 •876. O.D 146.0 146.0 146.0 ,4 PT 73,0 0 , 0,0 0, 73,0 . 5 PT 73.0 0 . 0.0 0. 73.0 .6 PT 73.0 0. 0.0 0, 73.0 . 7 PT 73 . 0 0. 0.0 0, 73 , 0 .8 PT 73 , 0 0, 0,0 0. 73.0 . 9 PT 73.0 0. 0.0 0. 73.0 -7 3.0 0. 73.0 LL NO. 4. MEMBER 1 LEFT POS.V 7 3.0 NEG.V 0.0 LL NO. 4. HEMBER 2 LEFT POS V 209.8 NEG. V 81.4 LL NO. 4. MEHBER 3 LEFT POS, V 233.5 NEG. V 55.4 LL NO. 4. MEHBER 4 LEFT POS. V 204.0 NEG. V 5B.0 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT .3 PT .4 PT .5 PT . 6 PT . 7 PT . 8 PT -4.5 -9.2 -12,6 -18.0 -24.3 -31.4 -39.4 -77.5 -81.2 -85.6 -91.0 -97.3 -177.4 -185.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .4 PT .5 PT 6 PT . 7 PT . 8 PT 173. 4 61. 4 201.6 35,4 194, 2 48.2 136.9 36.5 65 . 4 -24.7 44.6 -61 . 1 24.6 4.6 -97.5 -133.3 -15,4 -168.1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT .4PT .5PT .6PT .7PT 168.1 133.3 15.4 -4.6 97 . 5 -24.6 61.1 -44 .6 24.7 .8 PT -36,5 -65.4 -100.8 -136.9 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2PT .3PT ,4PT ,5PT .6PT .7PT .8PT 91.0 85.6 81.1 . 9 PT RIGHT -46.2 -58.0 -194.2 -204.0 -35.4 -55.3 -201,6 -233 , 5 -61,4 -83.4 ..173.4 -209.8 185.4 39.4 177.4 31. 4 97.2 24.2 85.6 12 .6 77 . 5 4 . 5 OE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE MAX. AXIAL LOAD 73.0 0.0 197.7 -11,4 138,9 •61 , 8 197.7 -11.4 73,0 0.0 LIVE LOAD SUPPORT RESULTS AXIAL LOAD HOHENT- HAX. LONGITUDINAL MOMENT 0.0 0.0 197.7 75.6 104 .9 104.9 75.6 197 .7 0.0 O.O 288, -124. THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1.000 11/01/02 Page 22 LL NO, 5. MEM LEFT ,1 PT NO I 0. -121. DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE HO LEFT BENT CAP NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS ,2PT .3PT ,4PT ,5PT ,6PT ,7PT .BPT .9PT RIGHT -250. -378, -507. -635. -764. -908. -1165. -1422, -1679. SHEAR 0.0 -73.0 -73,0 -73,0 -73.0 -73,0 -73,0 -146,0 -146,0 -146.0 -146.0 Q) 1 2 -1512, -1212. -1034. ( -1295.1 SHEAR 137.7 51.7 51,7 3 -764, -367, -319, ( -650,1 SHEAR 112,3 103,7 13.0 4 -1679. -1422. -1165. ( -1427.) SHEAR 146,0 146.0 146.0 51 . 7 -274, 13,0 -908 . 51 .7 -321. -51 .7 -764, 51 ,7 -499 , -51,7 -635. -51,7 -507 , -13,0 -856, -51.7 -378, -13,0 -103.7 -112.3 -1034, -1212. -1512. -51.7 -250. HORIZONTAL MEMBER STRESSES LL HAX NEG BOTTOM FIBER 0 . 51 . 74. 201, 96, 118. 132 . 139 . 252. 236 201, 166, 3 126. 75. 62. 53. 62. 97. 4 277, 280, 234, 186. 161, 139, HORIZONTAL HEHBER STRESSES LL MAX NEG TOP FIBER 1 0. -52. -75. -97. -119, 2 -253. -237, -202, -167. -132. 3 -127, -76. -62, -54, -63, 4 -279, -232. -236. -188. -163. -141, -98 , -141 , 132 , 118, -163 -63 . -132 . -119, -51,7 -137.7 -121, 0. 277 . 126 . 252 . -188 . -54, -167 . -97 . -236, -62, -202, -75 . -282 . -76. -237 -52 . -279, -127 , -253. File LL NO, 5, MEM LEFT , 1 PT 0, -123, -1923, -1338. -1634 , ) -1420, -708, -1207,) -2060, -1710, -1751.) DE - BDS - PC ul.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD ,2PT .3PT .4PT ,5PT ,6PT -257. -396. -543. -698, -864 -943, -616 -359. -171 . -52, -174. -133. -52, -171. -159. •1376. -1057, -864. -698. -543. MOMENT ENVELOPE 7 PT .8 PT 1057 . -133, -616 . -J96, -1376, -374, -942, -257. .9 PT RIGHT -1710. -2060, -708, -1420, -1337. -1923, HORIZONTAL MEMBER STRESSES FOR DL MAX NEG BOTTOM FIBER 1 0. 51. 76. IDO. 126. 153. 182. 2 318. 260. 183. 120, 70. 33. 10. 3 235. 136. 73. 26. 10. 33. 70, 4 340, 337. 276. 217. 182. 153. 126. HORIZONTAL MEMBER STRESSES FOR DL HAX NEG TOP FIBER 1 0, -53, -77, -102, -128. -155. -194. 2 - 320. -262. - 184, -121. -70, -33, -10, 3 -236. -139. -73. -26. -10. -33, -70, 4 -342. -339. -278. -219, -184. -155. -129, 120, 100, -219 . -26. -121 . -102, File' LL NO. 5. HEH LEFT NO 1 0 . SHEAR 0 . 2 SHEAR 3 SHEAR 4 SHEAR -279, -73 , -184, -77 . 11/01/02 337 . 138. 260. -339. -138 . -262 . -53 . 340. 235 . 318 . -342 . -236. -320. 0. DE - BDS - PC vl.3,7 1163 RANCHO SANTA FE RD LEFT BEHT CAP POSITIVE LIVE LOAD HOMENT ENVELOPE AHD ASSOCIATED SHEARS ,2 PT .3 PT , 4 PT -13,0 392 , -51,7 0 0.0 246 110.6 284 , .10.1 0, 0,0 0.0 476. 88 . 6 27 3 . 90.5 0 , 0.0 0. 0.0 583 . 68.1 4 53. 86.5 0 . 0,0 670, 4B, 4 602 . 5 PT 0.0 693, -47. 1 693 . 47 . 1 U. . 6 PT 0. 0.0 602 . -69.3 670. -48.4 ,7 PT 453 , -86, 583, .8 PT , 9 PT 0, 0, 0.0 0,0 273, 284. -90.5 10.1 476. 246. -88.6 -110.6 73.0 73.0 0 . 0.0 0.0 0 . 0 392. 51.7 40 . 13.0 0. 0.0 HORIZONTAL HEHBER STRESSES LL MAX POS BOTTOH FIBER C- l.PKT -1751.} -1207.1 -1634.) 1 HORIZOHTAL MEMBER STRESSES LL MAX POS TOP FIBER 131 . 113. 135. 135 . 118. 131 . 0 , 0, LL HO. 5. MEM LEFT NO 1 0 . 2 -371. I -316.) 3 -264. ( -225.1 4 -381. 1 -324.1 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD MOMEHT ENVELOPE -I. 120. -3a . -288 . ,2 PT -7 , 567, 218, -211, . 3 PT -18. 822. 594 . -149. . 4 PT -36. 989, 871 . -100 . . 5 PT -63 . 1021. 1021 . -63 . .6 PT -100. 371 . 989. -36. HORIZONTAL MEMBER STRESSES POR DL MAX POS BOTTOM FIBER 63, 57 . -110, -42 , 42. -160 . -116 . 31 . -192 . -169 . 21 . -198. -198 . 14. HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0. -1. -2. -5. -9, -14. 2 -62. 24, 111 161, 193, 200. 3 -44. -7. 43. 116. 170. 200. 4 -63. -57. -43. -31. -21. -14. -169. -192. -21. 170. 193. .7 PT -149 . 594 . 822 . -18 . 31. -116 . -160 . -31 , 116 . 161 . .8 PT -211 . 218. 567, -7 , -42 . -110. . 9 PT RIGHT -28B. -381. -38 . 120, -264 , -371. -63 , -44 , -62, File: DE - BDS - PC VI,3.7 1163 RANCHO SANTA FE RO LEFT BEHT CAP LIVE LOAD SHEAR ENVELOPES AND 3 PT .4 PT ,5 PT .6 PT 0.0 0,0 0,0 0. 0. 0. -73.0 -73.0 -73.0 0. 0. 0. 73,0 73,0 73.0 LIVE LOAD SHEAR ENVELOPES AND .3PT .4PT .5PT .6PT 71.4 51.7 51.7 370. -499. -321. -30.0 -52.1 -74.5 514. 622. 493. 101.3 103.7 126,2 LIVE LOAD SHEAR ENVELOPES AND .3 PT ,4 PT .5 PT .6 PT 94.4 74.5 52.1 279. 493, 622. -51,7 -51,7 -51.7 143. -321. -499, 146,1 126,2 103.7 30.0 514. -71.4 370, 101 , 3 LIVE LOAD SHEAR ENVELOPES ANO ,3PT ,4PT ,5PT ,6PT ASSOCIATED MOMENTS ,7 PT .8 PT . 9 PT 0.0 0.0 0.0 0. 0 . 0, -146,0 ..146.0 -146.0 -876. -876. -876, 146.0 146.0 146.0 ASSOCIATED MOMENTS . 7 PT . 8 PT . 9 PT 51.7 51.7 51.7 -143, 35, 214. -94,4 -113,6 -137,1 279. 159- -202. 146.1 165.2 188.7 ASSOCIATED MOMENTS .7 PT 8 PT .9 PT 13.0 13.0 13.0 -95. -50. -5. -102.3 -134.0 -129.8 13. -540, -205. 115.3 147.0 142.8 ASSOCIATED MOHENTS . 7 PT . 8 PT ,9 PT -146.0 -876, 146 . 0 RIGHT 51,7 392, -158.2 -633. 209 . 9 -160,4 -842. 173.4 -324.) -225.) -315.) 1 POS. V MOH. NEG. V HOH. RANGE 146.0 -876 . 0.0 146.0 -876 , 0.0 146.0 -876 . 0.0 146.0 •876. 0.0 146.0 146.0 73.0 73.0 73.0 73.0 LL NO. 5, MEMBER I LEFT POS.V 7 3.0 NEG, V 0,0 LL NO, 5, HEHBER 2 LEFT POS. V 253.2 NEG. V 79.8 LL NO. 5. MEMBER 3 LEFT POS, V 265,2 NEG, V 55.4 LL NO. 5. HEMBER 4 LEFT POS. V 204.0 NEG. V 58.0 DE - BDS - PC vl.3.7 ll/O 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAO LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2 PT . 3 PT ,4 PT . 5 PT . 6 PT . 7 PT -4.5 -8.2 -12.6 -IB.O -24.3 -31.4 -77.5 -81.2 -85.6 -91.0 -97.3 -177.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT .4PT .5PT .6PT .7PT -39 .4 -185.4 202.6 59.8 224. 1 35.4 194.2 48,2 186, B 39,8 135,2 19 ,9 84,2 -17.1 44.6 24.6 4.6 -15.4 -59.2 -101.6 -141.5 -180.6 DEAD LOAD PLUS LIVE LOAD SHEAJi ENVELOPE 2 PT .3 PT .4 PT .5 PT .6 PT , 7 PT 180.6 141.5 15.4 -4.6 101.6 -24 . 6 59 .2 -44.6 17.1 -19.9 -84,2 -135,2 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT ,3 PT ,4 PT .5 PT .6 PT .7 PT 185.4 39 . 4 177,4 31,4 97 , 2 24.2 91 ,0 18 ,0 85.6 12.6 Bl. 1 8,1 -39.8 -186.8 77. 5 4.5 -48.2 -58.0 -194.2 -204.0 .9 PT RIGHT -35,4 -55,3 -224,1 -265,2 -59,8 -79,8 -202,6 -253,2 -0,1 -73,1 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP LIVE LOAD SUPPORT RESULTS POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE MAX AXIAL LOAD 73,0 0,0 283,7 -13.0 231.2 -51 . 8 283,7 -13,0 AXIAL LOAD HOMENT- MAX, LONGITUDINAL MOMENT AXIAL MOMENT LOAD TOP BOT. 0,0 0,0 -167. -40, SUPPORT JT. POSITIVE NEGATIVE 197 . 7 98 . 9 133.0 133 . 0 98 .9 197 .7 0.0 0 . 0 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS I.000 288. -138. 138. -288 . 11/01/02 Pagt LL NO, 6, HEM LEFT NO 1 0. DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS . 1 PT -no. .2 PT -226, , 3 PT -342 . SHEAR 0,0 -66.0 2 -13BI. -1096, ( -1175,1 SHEAR 129,0 46.7 3 -818. -446, ( -696,1 -66.0 -66.0 -935. -774. 46.7 46.7 -288. -248, . 4 PT -458. -66 .0 -613 . 46.7 -290. .5 PT -574, -66,0 -451, 46,7 -451 . .6 PT -690 . ,7 PT , 8 PT -1053 .9 PT -1286, RIGHT -1518, -66.0 -132.0 -132.0 -132.0 -132.0 -290. -248, -288. -446. -618. 46.7 -11.7 -613. -774. -11.7 -99.7 -120.1 -935. -1096. -1381. UL.PRT SHEAR 1 120.1 99.7 11.7 11,7 -46.7 -46.7 4 -1518. -1286, -1053. -921. -690. -574. 1 -1290.) SHEAR 132,0 132,0 132.0 132.0 66.0 66.0 HORIZONTAL HEHBER STRESSES LL HAX NEG BOTTOH FIBER 1 0. 46. 66. 97. 106. 126. 2 228, 213. 182, 150, 119. 88. 3 135. 87. 56. 4B. 56. 88. 4 251, 254, 211, 168, 146. 126. HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0, -47, -68. -89, -108, -128, 2 -230, -214, -183, -151. -120, -88. 3 -136. -87. -56. -18. -57. -88, 4 -252. -255, -213. -170. -147, -128. -46.7 -458, -46,7 -342 . 119 . 106, -147. -57, -120. -109 , -46.7 -46.7 -129,0 -226. -IIO, 0. 251, 135, 223. -170. -48 . -151 . -213. -56 . -183. -68 . -255. -87. -214. -47. -252. -136. -230. File; ,, LL NO, 6, MEM LEFT NO 1 0, . 1 PT -111 , -1792. -1221, -1523.I -1475, -768, -1254,I -1899. -1574. -1614.1 DE - BDS - PC vl.3,7 1163 RANCHO SAHTA FE RO LEFT BENT CAP DEAD LOAD PLUS NEGATIVE LIVE LOAD ,2PT .3PT .4PT .5PT ,6PT -233. -360. -194. -637, -790. -843, -534, -294, -123, ^21, -341, -106- -21, -123. -291. -1264. -970. -790. -637. -494, MOMENT ENVELOPE 7 PT ,8 PT .9 PT RIGHT -970. -1264. -1574. -1899. -106. -534, -360. -344 . -843 . -233 . HORIZONTAL MEMBER STRESSES FOR DL HAX HEG BOTTOM FIBER 1 0. 46. 69, 91. 115. 140. 167 2 296, 237. 164, 104. 57, 24, 4 3 244. 149, 67. 21. 4. 24. 57 4 314, 310. 254, 199. 167, 140. HORIZONTAL MEHBER STRESSES FOR DL MAX NEG TOP FIBER 1 0. -48. -70. -93. -116. -142. 2 -298. -239. -165. -105. -58, -24. 3 -245, -150. -67. -21. -4, -21, 4 -316, -312, -256, -201, -169, -142, 115, -169, -58 , -116. -201 . -21. -104. -93. File; LL NO. MEM NO 1 SHEAR 2 SHEAR 3 SHEAR 4 SHEAR -256. -67 . -165. -70 . 11/01/02 -1221. -Ill . 310. 149 . 237 . -312 . -150. -239 . -48. -1475. -1791. 311 . 244. 296 , -316, -245 , -298 , 0. OE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP POSITIVE LIVE LOAD HOMENT ENVELOPE ANO ASSOCIATED SHEARS -11,7 354 . -46.7 0,0 222 , 100, 0 257, -9.2 0. 0,0 ,2 PT 0, 0.0 430 . 80 , 1 247 , 81,9 0, 0,0 . 3 ET 0,0 527, 61, 6 410, 78.2 0. 66,0 .4PT .5PT .6PT ,7PT ,8PT ,9PT RIGHT 0.0 606 . 43.9 544. 61 . 8 0,0 626 . -42 .5 626. 42 5 66.0 66,0 HORIZOHTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER -43. -50 , -84. -48. -102. -80. -118. -106. -122. -122 , 0. 0.0 544. -61,8 606. -43.8 0. 0 . 0 -106. -118. 0.0 410. -78.2 527. -61,6 0, 0,0 -so, -102, 0,0 247. -81.9 430. 0.0 257 . 9,2 222 , -80.1 -100,0 0. 0 , -50. -43 . 0.0 354, 46 . 7 36. 11.7 0, 0.0 -1614.t -1253.) -1523,) C}3 1 1 HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 0. 0. 119. 106 . 0 . 122, 122 . 0 . 106, 119, 0 . 0. LL NO. HEH DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS POSITIVE LIVE LOAD MOMEHT ENVELOPE 0. -375. -319 . ) -302 , -257.) -381 . -324 , ) .2 PT -7 , 521. 191 . -211 , . 3 PT -18, 766, 551. -149, . 4 PT -36, 924 . 814, -100, ,5 PT -63 . 955, 955 , -63, .6 PT -100, 814 . 924 . -36 , HORIZONTAL MEMBER STRESSES FOR DL HAX POS BOTTOM FIBER 63 . 57 . -lOI , -37 . 42, -149, -107 . 31 . -180, -158, 21 . -186. -186 . 14 . HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0. -1. -2. -5, -9, -14, 2 -62. 19. 102. 150. 181. 187, 3 -50, -13. 37. 108, 159, 187, 4 -63. -57. -43, -31, -21, -14. -158. -180, -21. 159 , 181 . , 7 PT -149 . 551 , 767, -18 . -107. -149 . -31 . 108 150 . .8 PT -211 . 191. 521. -7. -37 , -101 , RIGHT -381 , -302 , -375 . -57. -13. -63 , -50. -62 . File LL NO. HEHBER POS . V MOH. NEG. V HOW. RANGE LL NO. HEMBER POS, V MOM. NEG. V MOM. RANGE LL NO. MEMBER POS. V HOM. NEG. V MOH, RANGE LL NC MEHBER POS. V HOM. NEG, V MOM, DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RO LEFT BENT CAP LIVE LOAD SHEAR ENVELOPES AND .IPT ,2PT .IPT ,4PT ,5PT ,6PT 0,0 0.0 0,0 0.0 0.0 0.0 0 . 0 0 . 0 , 0 0. -66.0 -66,0 -66,0 -66,0 -66,0 -66.0 0. 0, 0, 0, 0, 0, 66,0 66.0 66.0 66.0 66.0 66,0 LIVE LOAD SHEAR ENVELOPES AND 3PT ,4PT ,5PT .6PT ASSOCIATED MOMENTS .7 PT . 8 PT . 9 PT 0.0 0,0 0.0 0. 0 , 145 . 1 -761 . -11.7 3 LEFT 147. 2 -701 . -16,7 354 . 193 . 9 132.0 -792. 0.0 117. 3 -185 , -11.7 . 1 PT 129,9 -349 , -46,7 193 . 176 . 6 132.0 -792. U . 0 .2 PT 125.2 -472 . -11.7 -45, 136,9 110 ,7 -53 , -46,7 132.0 -792. 0.0 92 13 -14 451 107 64.5 46.7 46.7 335. -451. -290. -33.7 -54.1 -72.2 482. 462. 361, 99,2 100,9 118,9 LIVE LOAD SHEAR ENVELOPES AND ,3 PT .4 PT ,5 PT ,6 PT 89.2 72.2 54,1 33,7 178, 361, 462, 482, -46,7 -46.7 -16,7 -64.5 -129, -290, -451. 335, 135.9 118,9 100.9 98.2 LIVE LOAD SHEAR ENVELOPES AHD .3PT .IPT .5PT .6PT 132.0 66,0 66.0 66,0 -792. 0, 0. 0, 0,0 0,0 0.0 0,0 -132,0 -132.0 -132.0 -792, -792, -792, 132.0 132.0 132.0 ASSOCIATED MOMEHTS , 7 PT , 8 PT , 9 PT 46,7 46,7 46.7 •129, 32. 193. -89,2 -110.7 -129,9 178. -53. -349, 135,9 157,4 176,6 ASSOCIATED MOMENTS ,7 PT ,8 PT .9 PT 14.4 11.7 11.7 454. -45, -5. -92.7 -125,2 -117.3 13. -472. -185. 107,1 136.9 129.1 ASSOCIATED MOMENTS .7 PT ,8 PT ,9 PT 66,0 66.0 66.0 0. 0. 0. 0.0 0,0 0.0 -132,0 -792. 132.0 RIGHT 46.7 354 -147,2 -701 . 193.9 -145.1 -761 . 156.8 0. 0 . -324 , I -257, ) -319,1 .PRT RANGE 1 132,0 132.0 132.0 132,0 66.0 66.0 66.0 66.0 LL HO, MEMBER POS. V NEG, V LL NO, HEMBER POS. V NEG. V LL NO, MEHBER POS, V NEG. V LL NO, HEMBER POS, V NEG, V DE - BOS - PC Vl.3.7 11/0 1163 RAHCHO SANTA FE RD LEFT BENT CAP DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT , 3 PT ,4 PT , 5 PT .6 PT , 7 PT 66, 0 0,0 237 , 9 81 , 1 254 ,2 60, 3 190, 0 58 . 0 -1 . 8 -67,8 190 . 1 61 . 1 216. 9 40. 3 180 ,2 48.2 -4,5 -70,5 -12,6 -78,6 -19,0 -84. 0 -24.3 -31.4 -90.3 -163,4 -74. 2 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2PT .3PT .4PT ,5PT .6PT .7PT 178,0 41 . 1 125.5 18.4 77 .4 -20.9 39.6 -61.2 19,6 -0.4 -99,3 -136.3 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .4 PT .5 PT , 6 PT - 7 PT 177,7 20.3 136.3 0.4 99 .3 -19 .6 61,3 -39.6 20.9 -18.4 -77.4 -125.5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2 PT .3 PT .4 PT .5 PT , 6 PT , 7 PT 84,0 78,6 74,1 171 . 4 39,4 163 . 4 31 . 4 90 .2 24.2 , 0 78,6 12.6 -39. 1 -171.4 -20. 3 -177 .7 -11.1 -178.0 70 . 5 4.5 -48 2 -58.0 -180.2 -190.0 -40.3 -60.J -216.9 -254,2 -61,1 -81,1 -190,1 -237,9 67 . 8 1.8 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP SUPPORT JT, POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE MAX. AXIAL LOAD 66 .0 0.0 261.0 -11.7 231,7 -55.9 261.0 -11,7 66.0 0 . 0 LIVE LOAD SUPPORT RESULTS AXIAL LOAD MOMENT- MAX. LONGITUDINAL MOMENT -137, -36, 0 . 0 0.0 178 .7 89 . 5 120,3 120.3 89 ,5 178.7 261 . -125. 125. -261 . THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1,000 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP 'APPROXIMATE QUANTITY' CONCRETE SUPER CCBiCRETE SUB THE SUPERSTRUCTURE CONCRETE QUANTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED ON THE FRAME DESCRIPTION CARD. IT ASSUHES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUAHTITY IS BASED ON TRIAL 0 ONLY. THE P/S QUANTITIES FOR STRAND ONLY ARE FOR EACH TRIAL THAT WAS ENTERED AND IH THAT ORDER. STRAND USE IS BASED ON THE LENGTH FROM ANCHOR TO ANCHOR. -0,1 -66,1 1 ••(•(•111 (•(•(•(•••• (•(#•#((•••• •*•( •*•( •tl* •>)> •(•(•(•(•(• •(••••«•((• «•*• i)t) (•(• (•(• (•(>••(((*•* (••*(>(*((• ((•>•>•*• )>•*••(*( •(•(••(•••t ((<(•*•*••(• *•(( • •(• (•(• • (•• • tl* •(•* • ((• •*(t • ttt lt«t ((•( (••• ll(ttt>t(^t( •••(•ttltlt (•(••(•(• •(•((• •(•(•(••tl ((••(•tttttt •tat t«*t • tit^ ttt^((( •(•(••t i«(ia (••• •ttt •(••(•(••t^t (••(•(•((• (••••( t^taii •••(•(•• (•((•(••(• *•( • (•a(a( (•(•((tt ••(•(•(•t( (•(( •(•t •(•• •(•( ((•t (•((#(• •(!••• ttat (•(•*(« •(•(•• tttt •(•I (•( ((t( >tti (•(•(•(•m (•(•((«(•• !•(••((• (•t«*t«l ••ttii tttttt BDS PC versi 1,3.7 (04/05/93) Icl 1990-93 Dokken Engineering All rights reserved. Date Time 11/01/02 11:00;39 PCAPL.txt UnKnorfn sorted Input Oata 12J456789O12345678901234567B9012345678901234567890123456789012345678901234567890 1163 RANCHO SANTA FE RD LEFT BENT CAP Permit Loading 000 010102P H 176 01 3600 150 100 020203 H 345 3600 ISO 100 030304 H 345 3600 150 100 040405 PH 176 360O 150 100 050602P 265 45 3250 150 lOO 060703P 265 45 3250 150 100 070804P 265 45 3250 150 100 010000 70 75 90 00 0 000000 ooooo 0 0 0 0 0 0 01 200 01 71 70 55 660 02 200 02000002 200 03000002 200 04000002 200 04 10501 200 050000 159 2013 201 060000 159 2013 201 070000 159 2013 201 0101 840 P009I AOL GIRDER 1 300 0101 3040 P0091 OL GIRDER 1 300 0102 84D P0O9O ADL GIRDER 2 300 0102 840 P 255 ADL GIRDER 3 300 0102 3010 P0090 DL GIRDER 2 300 0102 3040 P 255 DL GIRDER 3 30O 0103 84 P 87 ADL GIRDER 4 300 0103 84 P 262 ADL GIRDER 5 300 0103 304 P 37 DL GIRDER. 4 300 0103 304 P 262 OL GIRDER 5 300 0104 84 P 85 ADL GIRDER 6 300 0104 304 P 85 DL GIRDER 6 300 01 10 10 11 00 500 00 1 ,.PRT 1 02 10 10 11 00 03 10 10 11 00 04 10 10 11 00 4168 12 168 5168 12 168 12 73 12 73 6168 12 168 24 73 12 73 1 P Only 1 P I p Wide 500 500 500 1501 1501 1501 DE - BDS - PC Vl.3.7 11/01/02 Page 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading FRAME DESCRIPTION END HEM JT. COND NO LT RT LT RT DIR / / H 26 . 5 0.00 0.00 0.00 0.00 0 .00 0 . 00 O.OO DEAO LOAD UNI SEC 4.5 3600 . 3600, 3600. 3600. 3250. 3250. 3250. 0 . 000 0 ,000 0 ,000 O.OOO 0.000 0.000 O.OOO .150 .150 .150 . 150 ,150 .150 ,160 CARRY OVER FACTORS 0.00 0.00 0,00 0,00 RECALL HEM 0,00 0,00 0, 00 0, 00 0, 00 0,00 0,00 O.OO 0.00 O.UO 0.00 0.00 o.oo 0.00 o.oo 0 ,00 0 .00 0 ,00 0,00 0 . 00 0 . 00 section ProE>ertie DE - BDS - PC vl.3,7 11/01/02 1163 RAHCHO SANTA FE RD LEFT BENT CAP, Permit Loading Input w D Top Boc No W T w Fact T W Fact L Ex In L Bn In Code V/D H Z Y Area Izz E 1 0,0 0,0 0,0 7,0 0,75 9,00 O.OO 0 0. 0 0. 0.00 o o. o.oo o.o o. Some of the above data has teen assumed, •- 1 7.1 0,0 0,0 7,0 5.50 66,00 0,00 0 0, 0 0, 0.00 0 0, 0,00 0.0 0, Some ol the above data has been asaumed. SECTION PROPERTIES - OUTPUT 0, 0,0 0, 0. 3600. 02 HEM NO LOC, DEPTH Z-BAR Y-BAR AREA 3.50 0.36 5.36 3.50 2,74 38.61 IZZ 0.27 97.96 IVY E 22.71 3600.00 158.48 3600.00 1 0,0 0.75 I 7,1 5,50 HEMBER 1 PROPERTIES WARHIHG - HEMBER LENGTHS DISAGREE, THAT GIVEN IN FRAME DESC, IS USED, •- HINGE AT LOCATION: 0,1 LENGTH; 17,6 HIN £-1; 0,981E STIFF: 0.024 LT 61,575 RT CO,;'-""- LT 0.006 RT Section Properties Mem Re No Loc. call z Store - Input D Top Bot No w T w Faet T W Fact L Ex In L Ex In 2 0.0 02 SECTION PROPERTIES - OUTPUT Code V/D •• Recall only E-store Store HEH NO LOC. DEPTH Z-BAR V-BAB AREA 3. 50 2.74 38,61 IZZ 97 .96 lYY E 158,49 3600.00 2 0.0 5.50 MEMBER 2 PROPERTIES LENGTH: 34.5 MIN E-I: 0 . 353E STIFF: 1 . DOO LT 4.000 RT CO. ; 0. 500 LT 0. 500 RT Section Properties - Input Hem Re NO Loc. Call Z Store D Top Bor, NO w T W Fact T w Fact L EX In L Ex In 3 0.0 02 SECTION PROPERTIES - OUTPUT code V/D -- Recall only E-store store 0.0 5,50 3,50 2.74 38.61 IZZ 97.96 lYY E 158.49 3600.00 \ Pv- HEHBER 3 PROPERTIES LENGTH; 34.5 MIN E'l: 0.353E STIFF. 4.000 LT 4.000 RT CO.: 0.500 LT 0,500 RT Section Properties - Input Hem Re No Loc. call Z Store 4 0.0 02 w D Top BOI NO W T W Fact T w Fact L Ex In L Ex In E code V / D •• Recall Only E-score Store File: DE - BDS - PC Vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading section Properties - Input Mem Re Ho LOC. Ca11 Z store w D Top Bot No w T w Fact T w Fact L Ex In L Ex In E code v/0 Recall only E-store sc 4 10.5 01 SECTION PROPERTIES - OUTPUT MEH NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ IW E 4 0,0 5.50 3.50 2,74 38,61 97,96 158,43 3600.00 4 10,5 0,75 3,50 0.36 5,36 0,27 22,71 3600.00 MEMBER 4 PROPERTIES •- WARNING - HOiBER LENGTHS DISAGREE, THAT GIVEN IN FRAHE DESC. IS USED, LENGTH; 17,6 MIH E-I: 0.981E STIFF:784 038 LT 66.887 RT CO.: 0.083 LT 0.970 RT Section Properties - Input Re w 0 Top BOt NO W T W Face T w Fact L Ex In L EX In E code V/0 H -• ASSUHED DATA26 E-store Sto SECTION PROPERTIES - OUTPUT IZZ 20 . 13 lYY E 0.00 3250.00 5 0.0 0,00 0.00 0.00 15.90 HEHBER 5 PROPERTIES LENGTH; 26.5 MIN E-I; 0.654E STIFF: 4.000 LT 4.000 RT CO.; 0,500 LT 0,500 RT Section Properties - Input Mem Re NO LOC, ca11 Z W D Top Bot HO W T W Fact T W Fact L Ex In L Ex In E Code V/D H -• ASSUMED DATA26 E-store sec SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 20,13 lYV E 0.00 3250.00 6 0.0 0,00 0.00 0.00 15.90 MEMBER 6 PROPERTIES LENGTH: 26.5 MIN E-I; 0.654E STIFF; 4.000 LT 4.000 RT CO.: O.SOO LT 0.500 RT Section Properties - Input Re Y W D Top BOt NO W T W Fact T W Fact L Ex In L EX In E code V/D H z V Area Izz E E-store store DE - BDS - PC Vl.3.7 11/01/02 Page 4 1163 RANCHO SANTA FE RD LEFT BENT CAP. Permit Loading .PRT Section Properties - Input Mem Re No LOC. call z w D Top Bot NO w T w Pact T W Fact L Ex In L Ex In E code V/D H • * ASSUMED DATA26 E-score score SECTION PROPERTIES - OUTPUT IZZ 20.13 lYY E 0.00 3250,00 7 0.0 0.00 0.00 D,OD 15,90 MEMBER 7 PROPERTIES LENGTH: 26,5 HIN E'l: 0.6S4E STIFF; 4.000 LT 4.000 RT CO.: 0,500 LT 0,500 RT File; " "- " DE - BDS - PC vl.3.7 11/01/02 Page 5 1163 RANCHO SAHTA FE RD LEFT BEHT CAP. Permit Loading HO ERRORS FOUND FRAME PROPERTIES END SUPPORT CARRY OVER DISTRIBUTION MEM JT COND OR FACTORS FACTORS NO LT RT LT RT DIR SPAN HIN E'l HINGE E LT RT LT RT 1 1 2 P H I7.60.9807E 0.1 3600. .«•--- O.OOO 0.000 0.000 2 2 3 H 31.S0.3526E 0.0 3600. 0,500 0.500 0,847 0,458 3 3 4 H 31,5 0,3526E 0 0 3600, 0.500 0.500 0.4S8 0.462 4 4 5 P H 17.6 O.9907E 0.0 3600. 0.000 0.970 0.454 0,000 5 6 2 P 26 5 0,6542E 4.5 3250. 0.500 0.000 O.OOD 0,153 6 7 3 P 26.5 0.6S42E 4.5 3250. O.SOO 0.000 D.OOO 0,083 7 a 4 P 26.5 0.6542E 4,5 3250, 0,500 0,000 0.000 0.081 IF MEMBER IS HORIZONTAL SUPPORT OR HINGE FIELD EQUALS LOCATION OF HINGE FROM LEFT END OF HEHBER •-•*• IF HEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMEHT REDUCTION ..... IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ABE NOT USED MOMENT REDUCTION WILL NOT TAKE PLACE "•• Pile; ,, DE - BDS - PC vl.3.7 11/01/02 Page 6 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading FIXED EHD MOMENTS TRIAL 0 MEM FIXED END MOMENTS MEM FIXED END MOMENTS HEM FIXED END MOMENTS NO LT RT NO LT RT NO LT RT DE - BDS - PC vl,3.7 11/01/02 1163 RAHCHO SANTA FE RD LEFT BENT CAP, Permit Loading SIDESWAY NOT COHSIDERED. --• HORIZONTAL MEMBER MOMENTS TRIAL HEH HO LEFT .1 PT .2 PT 0. -1 . -125. -411 . -349.] -662. -325. -563.) -355. -264. -302.) -56, -190, , 3 PT -18 , 238, 143, -130, ,4 PT -36, 316. 274. -84 . . 5 PT -63 , 326. 336. -50. HORIZONTAL MEMBER STRESSES TRIAL BOTTOH FIBER -62 , -S3. -63 . -65. HORIZONTAL MEMBER STRESSES TRIAL TOP FIBER -9, -14. , 6 PT -100. 266. 329 . -26. -52. -64 . -21. 52. .7 PT -149 . 138 . 253 . -10. -27, -49. . 8 PT -211 . -60. .9 PT -288. -326. -106, RIGHT -381 . -661 , -389, -324.) -562.I -331.1 -43 . -12 . -57 , -64 . -63 , -110. "0^ \ 1 3 -110. -64. -II. 28. 4 -59. -52. -38, -27, VERTICAL HEHBER HOHENTS TRIAL 0 5 0. -3, -6. -9. 6 0 , 0, 0, 0, 7 0, 3, 7, 10, HORIZONTAL HEHBER SHEARS TRIAL 0 1 0,0 -1.8 -4.5 -8.2 2 92.6 72.7 52,7 32,7 3 107.8 87,8 67.9 47.9 File. -12.6 12.7 27.9 -18 . 0 -7 . 3 7.9 -24,3 -27 .2 -12.1 -31,4 -17,2 -32,0 DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Per •** SIDESWAY NOT CONSIDERED, --- -39,4 -67.2 -52 ,0 11/01/02 It Loading -48.2 -87,2 -72.0 -59.0 .107.2 -92 ,0 HORIZONTAL MEMBER SHEARS TRIAL 0 MEM NO LEFT .1 PT .2 PT .3 PT 4 56.5 46.8 37,9 29,9 VERTICAL MEMBER SHEARS TRIAL 0 5 -1,1 -1.1 -1.1 -11 6 0.0 00 0.0 0.0 7 1,3 1.3 1,3 1.3 VERTICAL HEMBER REACTIONS TRIAL 0 MEM LT RT . 4 PT 22 . 8 -1.1 0. 0 I . 3 NO REACTION 213.8 278,2 211.7 REACTION 150.6 215 . 0 148.5 ,5 PT 16.5 -1,1 0,0 1,3 MEHBER WEIGHT 63,2 63,2 63.2 .6 PT II , 1 -1.1 0,0 1 . 3 . 7 PT 6.7 -1 . 1 0 . 0 1,3 , 8 PT 3 , 1 -1.1 0,0 1 . 3 .9 PT 0.3 -1 , 1 0.0 1 . 3 RIGHT -1.5 -1. I 0 . 0 1 .3 OE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BEHT CAP, Permit Loading TANGENTIAL ROTATIONS - RADIANS - CLOCKWISE POSITIVE SPAN LT. END RT. END SPAN LT END 0.001603 -0.000032 0.000016 0,000027 0.000010 -0,000032 0 000027 -0.000014 RT. END 0,000001 0,000027 LT, END 0.OOOOOl -0.000001 RT. END -0.000032 O.OOOOOl HORIZONTAL HEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END - DOWNWARD POSITIVE 0. 000 0. 000 0. 000 0. 000 LONG HINGE 1/4 0,000 1/2 0,000 0 .000 0 ,000 0,000 0.001 O.OOO 0.000 0.000 O.OOO 0. 000 0.000 0,000 0,000 0 ,000 0 ,000 3/4 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 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END MEHBER 5 E= 3250 0, 000 0, 000 0, 000 0. 000 0 . 000 0. 000 0, 000 0.000 0. 000 0.000 0. 000 0 .000 0 . 000 0.000 0. 000 0 ,000 0. 000 O.OOO 0.001 0.000 O.OOO 0. 000 0 ,000 0 ,000 0. 000 O.OOO 0. 000 0. 000 .PRT 1 0. 000 O.OOO 0. 000 0 . 000 0. OOO 0.000 0.000 0,000 0,000 0.000 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP. Permit Loading LOAD DATA TRIAL 1 LOAD LINE HEM W OR P CODE 1 84.000 P 1 304.000 P 2 84.000 P 2 84.000 P 2 304.000 P 2 304.000 P 3 84.000 P 3 84.000 P 3 304.000 P 3 304.000 P 1 94.000 P 4 304,000 P FIXED END MOMENTS TRIAL 1 HEH FIXED END HOHENTS FIXED END MOMENTS RIGHT DEFLT 0.0 0.0 O.O 0.0 0.0 0.0 0.0 0.0 0.0 0 . 0 0,0 0,0 FIXED END MOMENTS COMMENTS ADL GIRDER 1 DL GIRDER 1 ADL GIRDER 2 AOL GIRDER 3 DL GIRDER 2 DL GIRDER 3 ADL GIRDER 4 ADL GIRDER 5 DL GIRDER 4 DL GIRDER 5 ADL GIRDER 6 DL GIRDER 6 FIXED END MOMENTS 0 . DE - BDS - PC Vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, --• SIDESWAY NOT CONSIDERED. ••" HORIZONTAL MEMBER MOMEHTS TRIAL HEH NO LEFT .1 PT .2 PT 3 PT .4 PT 0 , 0. -3172. -1760. -2696.) -2476. -1124. -2105.I -2108. -1544. -1792.) 0. -348. 229 . -980. 540. 911 -416, 613. 955. 118. .5 PT 0. 687 . 968 . 595. HORIZOHTAL MEMBER STRESSES TRIAL BOTTOM FIBER 524. 409. 348. 342 . 218. 304, -105, -183 , -119. -196. -31. -133 . -188, -131. HORIZONTAL MEMBER STRESSES TRIAL TOP FIBER -527, -412 , -350 , -341 . -220, -307, 106. 184, -86, VERTICAL MEMBER MOMENTS TRIAL 1 0. 15, 22, HORIZONTAL HEHBER SHEARS TRIAL 1 1 0,0 0,0 0,0 0,0 2 409,3 409.3 409.3 21.3 3 392.0 392.0 392.0 4.0 120. 197. -15. 30. 0.0 21,3 4.0 134 . 189. 132, .6 PT -566 . 760. 982 . 476, 120, -149, -191. -Ill . -121. 149. 192. 112. 467 . 238 . 11/01/02 Permit Loading ,7 PT , 8 PT -1249, -1932. 833, 92. 996, 357 , 256 , -162, -194 , -90, -259 , 163. 195. 92 . .9 PT RIGHT -2615. -1298. -1174. -2439. -858. -2183. 119. 0, -91 . -70, 0,0 -388.0 21.3 21.3 File DE - BDS - PC vl.3.7 101, -30 , -388.0 -338.0 21.3 -366.7 4.0 -384.0 11/01/02 516. 228 . 167, -SO . -519 , -229 . -168 , 113 . -34. 545, 403 . 361 . -548. -405 , -363. 0 . 126 . -37 , -2803,( -2073,1 -1855.I -366,7 -366,7 -384.0 -384.0 •3" 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading ••* SIDESWAY NOT CONSIDERED, •-• HORIZONTAL HEHBEB SHEARS TRIAL 1 MEM NO LEFT .1 PT .2 PT .3 PT 4 320.4 320.4 320.4 320,4 VERTICAL HEMBER SHEARS TRIAL 1 5 4,8 4.8 4.8 4.9 6 -1,4 -1.4 -1.4 -1.1 7 2.9 2,8 2.8 2.8 VERTICAL MEMBER REACTIONS TRIAL 1 HEM LT RT NO . 4 PT 320 .4 4.9 -1 . 4 REACTION 797 . 3 758. 3 704. 4 REACTION 797 . 3 758. 8 704.4 . S PT -67 .6 4 . 8 -1 , 4 2.8 MEMBER WEIGHT ,6 PT -67 . 6 4,8 -1.4 2,8 .7 PT -67 ,6 4.8 -1.4 2.8 . 8 PT -67,6 4.8 -1.4 2.8 .9 PT RIGHT -67.6 -67.6 -1.4 2.8 1.8 -1.4 2.8 DE - BDS - PC vl.3.7 1163 RAHCHO SANTA FE RD LEFT BENT CAP, Per 11/01/02 It Loading RADIANS - CLOCKWISE POSITIVE RT. EHD SPAN LT. END 0.068870 -0.000070 0.00003 5 -0,000118 -0.000140 -0.000070 -0.000118 0,0O00S9 RT. END 0,000035 -0.000118 LT, EHD 0,000035 -0,000018 RT. END -0.000070 0,000035 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POIHTS FROM LEFT END - DOWNWARD POSITIVE HEHBER I 0, 000 0, 002 0.006 0 ,001 LONG HINGE 1/4 0 . 005 1/2 0. 003 0 ,000 0 .001 0 ,000 0 . 002 0,000 0 .000 0,000 0,001 0,000 0,002 0, 000 0, 000 0 .005 0.001 3/4 0 .001 0,000 0,001 0, 001 0. 001 0. 000 0.000 0 . 005 0 . 000 0.001 D.OOO 0.002 0. 000 0.000 0.000 VERTICAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROM LEFT END MEMBER 5 E= 3250 0,000 0, 001 0 . 000 0. 001 0 . 000 0 ,000 0. 000 0, 000 0 . 000 0 . 000 0 . 000 0 .000 0 000 0,000 0 ,000 0 .000 0 .000 0 .000 0 .000 0,000 0 . 000 0.000 0. 000 0 .000 0. 004 0. 000 0 .001 0 .000 0.002 0.000 0. 000 0.000 0. 001 0. 000 0. 000 0,000 0, 000 0 . 000 DE - BDS - PC vl.3.7 11/01/02 1163 RAHCHO SAHTA FE RD LEFT BENT CAP, Permit Loading LIVE LOAD DIAGNOSTICS NO ERRORS FOUND LIVE LOAD GENERATOR NUHBER OF LIVE LOAD LANES MEH SUPERSTRUCTURE SUBSTRUCTURE NO- LT.END RT.END LT.END RT.END RESISTING MOMENT OF UNIT STEEL POSITIVE NEGATIVE PLOT PLOT INFLU- H S SCALE ENCE ENV. LINES GEN ti i F FL.PRT .000 .000 . 000 .000 ,000 ,000 168,0 12,0 168,0 P13 013 0,0 U.O - TRUCK OR D2 P3 0,0 U,0 P15 0.0 P19 DI9 0.0 0.0 P25 D2S 0.0 0.0 P31 031 0.0 0.0 P37 D37 0.0 0.0 P43 D43 0.0 0.0 P49 D49 0.0 0.0 P55 055 0.0 0.0 P61 061 0.0 0.0 P67 D67 0.0 0.0 P73 D73 0.0 O.O P79 D79 0,0 0.0 P85 D85 0.0 U.O P91 091 0.0 0.0 P20 0.0 P26 0.0 P32 0 . 0 P38 0.0 P44 0,0 P50 0,0 P56 0.0 P62 0.0 P68 0.0 P74 0.0 PBO 0.0 P86 0 . 0 P92 0.0 D20 0.0 026 0.0 D32 0.0 • 33 0.0 D44 0.0 D50 0.0 D56 0.0 D62 Q . 0 068 0,0 074 0.0 08 0 0,0 086 0.0 D92 0.0 P21 0.0 P27 0,0 TRAIN D3 0,0 DIS 0,0 D21 0,0 D27 0,0 P3i O.O P39 0.0 P45 O.D PSI 0.0 P57 0.0 P63 0.0 P69 0.0 P75 0.0 PBl 0,0 P37 0,0 P91 0.0 D33 0,0 D39 0,0 D45 0.0 DSl 0.0 057 0.0 063 0.0 D69 0.0 D75 0.0 DBI 0.0 D87 0.0 D93 0.0 LOADING P4 D4 0,0 0,0 PIO DIO 0,0 0,0 P16 D16 0,0 0,0 P22 D22 0,0 0,0 P28 D28 0,0 0.0 P34 D34 0,0 0.0 P40 D40 0,0 0,0 P46 D46 0.0 D.O P52 D52 0,0 0,0 P58 DS8 0.0 0.0 P64 D64 0.0 0.0 P70 D70 0.0 0.0 P76 076 0.0 0.0 pa 2 082 0.0 00 P8S D8B 0,0 0,0 P94 D94 0.0 0.0 LIVE LOAD TRUCK OR Pl Ol P2 D2 P3 163.0 12.0 163.0 12.0 73.0 0.0 0.0 0,0 0.0 TRAIN LOADING D3 P4 D4 12.0 73.0 0.0 PIO OIO 0.0 0.0 Pll D13 0.0 0.0 P19 D19 0.0 0.0 P2S D25 0.0 0.0 Pll D31 0,0 0,0 P37 D37 0,0 0,0 P43 043 0.0 0.0 F49 D49 0.0 0.0 PS5 DSS 0,0 0.0 P61 D6I 0,0 O.O P67 D67 0,0 0.0 P14 0.0 P20 0,0 P26 0.0 P32 0.0 P38 0,0 PSO 0,0 PS6 0,0 P62 0.0 D14 0,0 02 0 0,0 D26 0,0 D32 0.0 D38 0.0 DSO 0.0 D56 0,0 062 0.0 D68 0,0 P15 0.0 P21 0.0 P27 0,0 P33 0.0 P39 0.0 P4i 0.0 P51 0.0 P57 0.0 P63 0 0 P69 0 0 DIS 0,0 D21 0,0 D27 0.0 D33 0,0 D39 0.0 D45 0.0 DSl 0.0 DS7 0.0 D63 0.0 •69 0,0 Dll 0,0 P17 0 . 0 P23 0,0 P29 0,0 P35 0.0 P41 0,0 P47 0,0 P53 0,0 D17 0,0 D23 0.0 D29 0.0 035 0.0 D41 0.0 047 0 . 0 D53 0 . 0 D59 0.0 P65 0.0 P71 0 . 0 P77 0.0 pa 3 0 0 P89 0,0 P95 0.0 D6S 0.0 D71 0.0 D77 0.0 083 0.0 DB9 0.0 095 0.0 P12 D12 0.0 0.0 PIS D18 0.0 0.0 P24 D24 0.0 0.0 P3D D30 0,0 0,0 P36 D36 0.0 0.0 P42 042 0,0 0,0 P48 D48 0.0 0.0 P54 D54 0,0 D.O P60 060 0.0 0.0 P66 D66 0.0 0.0 P72 D72 0,0 0,0 P7a D7B 0.0 0.0 PB4 084 0,0 0.0 P90 D90 0,0 0,0 P96 D96 0.0 0.0 P16 D16 0.0 0.0 P22 022 0,0 0,0 P2B D28 0.0 0,0 P34 D34 0,0 0,0 P40 D40 0,0 0,0 P46 D46 0.0 0.0 PS2 DS2 0.0 0.0 PSB D58 0,0 0,0 P64 D64 0,0 0.0 P70 D70 0,0 0,0 P75 D7S P76 D76 P77 077 P7a 1 OVER RRL IMPACT COHB CARD P97 0.0 OVER RRL IMPACT COHB CARD Pll Dll P12 012 0,0 0.0 0.0 0.0 P17 017 P18 D18 0.0 0,0 0.0 0,0 P23 D23 P24 D24 0.0 0,0 0.0 0.0 P29 D29 P30 D30 0.0 0.0 0.0 0,0 P35 035 P36 D36 0,0 0,0 0,0 0.0 P4I D41 P42 D42 0,0 0.0 0,0 0,0 P47 D47 P4B D48 0.0 0.0 0.0 0.0 PS3 DS3 P54 D54 0.0 0.0 0.0 0.0 P59 DS9 P60 D60 0,0 0.0 0.0 0.0 P65 D65 P66 D66 0.0 O-O 0,0 0.0 P71 ^71 P72 D72 0,0 0,0 0,0 0.0 C3 1 P79 0.0 PBS 0.0 P91 0.0 D79 0.0 DBS 0.0 D91 0,0 P80 DBO 0,0 0.0 PB6 DB6 0.0 0,0 P92 092 0,0 0,0 Pai DBI 0,0 0.0 Pe7 D87 0,0 0.0 P93 093 0.0 O.O P82 082 0.0 0,0 P88 D88 0.0 0,0 P94 D94 0,0 0,0 TRUCK OR Pl 01 P2 D2 P3 168,0 12.0 168.0 24.0 73.0 Pll 0.0 D13 0,0 D19 0.0 P2S 0.0 P31 0.0 P37 0.0 D25 0,0 D31 0,0 037 0.0 P14 O.O P20 0.0 P26 0.0 P32 0.0 P33 0.0 P15 0.0 TRAIN D3 12.0 DIS 0.0 026 0 . 0 D32 0 . 0 D38 0,0 P27 0.0 P3 3 0.0 D21 0.0 D27 0,0 033 0.0 P43 0,0 P19 0,0 P55 0.0 P61 0.0 P67 0 . 0 P73 0.0 PBS 0,0 P91 0 . 0 •49 0,0 DSS 0 . 0 D61 0.0 D67 0,0 073 0 . 0 D8S 0,0 D91 0,0 044 0,0 D50 0,0 P56 O.O P62 0.0 P68 0.0 P71 0.0 PBO 0.0 PB6 0.0 P92 0 . 0 D56 0.0 D62 0.0 068 0.0 D74 0.0 D80 0.0 D86 0.0 D92 0 0 P39 0.0 P45 0,0 P51 0.0 P57 0.0 P63 0.0 P69 0.0 P75 0.0 PBl 0.0 P87 0.0 P93 D.O 039 0.0 •45 D.O DSl 0.0 D57 0.0 063 0.0 D69 0.0 D75 0.0 081 0.0 D87 0.0 •93 0.0 LOADING P4 D4 73.0 0.0 PIO DIO 0.0 0.0 PI6 D16 0,0 0.0 P22 D22 0.0 0,0 P28 028 0.0 0.0 P34 034 0,0 0,0 P40 D40 0,0 0,0 PS2 D52 0,0 0.0 PS8 D59 0,0 0,0 P64 D64 0.0 0.0 P70 D70 0,0 0.0 P76 076 0,0 O.C P32 D82 0.0 0.0 P88 DBB 0.0 0.0 P94 D94 0,0 0.0 IMPACT FACTORS CALCULATED BV PROGRAM MEH IMPACT k li P83 Da3 P84 D84 0.0 0.0 0.0 0,0 pa9 ^89 P90 D90 0,0 0,0 0.0 0,0 P9S D9S P96 D96 P97 0,0 0,0 0,0 D.O 0.0 OVER RRL IMPACT COMB CARD Pll Dll P12 D12 0.0 D.O 0.0 0,0 P17 D17 P18 DIB 0.0 0.0 0.0 0.0 P21 D23 P24 D24 0.0 0.0 0.0 0.0 P29 D29 P30 D3D 0.0 0,0 0.0 0.0 P35 D35 P36 D36 0.0 0,0 0.0 0.0 P41 041 P42 D42 0.0 0.0 0.0 0.0 P47 D47 P4e 048 0.0 0.0 0,0 0,0 P53 DS3 PS4 D54 0.0 0,0 0,0 0.0 P59 D59 P60 D60 0,0 0,0 0,0 0,0 pes D65 P66 D66 0.0 0.0 0.0 0.0 P7I D7I P72 D72 0.0 0.0 0.0 0.0 P77 077 P7B D78 0.0 0.0 0.0 0.0 P83 D83 PS4 D84 0.0 0.0 0,0 0.0 P89 D89 P90 D90 0.0 D.O 0.0 0.0 P95 D9S P96 D96 0.0 0.0 0,0 0,0 P97 O.O LL NO. MEH OE - BDS - PC vl.3.7 11/01/02 Page 15 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading NEGATIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS .2PT .3PT .4PT ,5PT .6PT ,7PT ,8PT .9PT RIGHT -279. -575. -870. -1166. -1462, -1757. -2090. -2681. -3273. -3861. 0.0 -168.0 -168.0 -16B.0 -168.0 -168,0 -168,0 -336.0 -336,0 -336.0 -336.0 -3204. -2789. -2 375, -1961. -1546. -1132, -717, -465, -541, -617. -1060. -2904.1 I 120.1 120,1 120,1 120.1 120.1 120,1 120.1 -22.0 -22.0 -22.0 -216.4 -3284.: -901-) L.PRT 1 3 -880. 1 -797.1 SHEAR 3 3,2 4 -799, ( -679.] SHEAR 45,4 33.2 33.2 33,2 -719. -639, -559. 33.2 33.2 -479. -399. 321. 220. 45.4 45.4 45.4 45.4 45.4 HORIZONTAL MEMBER STRESSES LL HAX NEG BOTTOM FIBER 1 0. 116. 169, 220, 2 561, 542, 462. 381. 3 155, 149. 126. 104. 4 132, 134. 128, 115. HORIZONTAL HEHBER STRESSES LL MAX NEG TOP FIBER 1 0. -120, -173, -224, -275. -325. 2 -568. -545. -464, -383. 3 -156, -150. -127. -105. 4 -133. -135. -129. -116. 271. 301 . 101. -302. -82, -102. -221 . -60. -89. 33.2 -319 . 371 , 139 , -37S . -140, -37 . -75. -12.4 -240 , -12.4 -142.6 -198,6 -160, -80. 0. -433. -91, -40, -62, 538, 105, -542. -106, -48. 645. 120. -650. -121. -67. -34 . 638 . 175 . 156 . -642 . -176 . -157. File: " ,:' LL NG, 4, MEH LEFT .I PT NO 1 0. -280. 2 -3614. -2915. ( -3108.) 3 -1542. -109D, ( -1311,1 4 -1154. -983. ( -981.} 11/01/02 OE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD HOMEWT ENVELOPE .2 PT -581 -2284, -706 . -929 , .3 PT ,4 PT -888. -1202. -1722- -1230. -392. -147, -690. -564, , 5 PT -1525, -806. 30, .6 PT -1857. -451 . 137. -345 , .7 PT ,8 PT -2239. -2392. -327. -601. .9 PT RIGHT -3561. -4245. 47 . HORIZONTAL MEHBER STRESSES FOR DL MAX NEG BOTTOM FIBER 604. 255. 191. 117. 567. 212 . 193 . 171 . 444 . 137 . 166. 225. 335. 142. 279, 239, 28. 119 , 335, 157, 99. -141 . -161, 580, 117, HORIZONTAL MEMBER STRESSES FOB DL MAX NEG TOP FIBER 1 0, -121, -175. -229, -283, -339, 2 -608, -570. -147. -337. -240, -158. 3 -256. -213, -138, -77. -29, 6. 4 -192, -195, -168. -143. -120. -100. -463. -64. -Bl , -64 . File; : LL NO. 4. HEH LEFT NO -535. -117. -27. -49. 11/01/02 -943, -443, -79. 702. 183 . -707 . -184. -34 . -1721. -1335. 701. 284 . 221. -706 . -286, -222 , DE - BDS - PC vl,3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading POSITIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS . 1 PT 0 , , 2 PT ,3 PT .4 PT . S PT .6 PT 0. . 7 PT . B PT . 9 PT 0. -22 . 0 780. -29,5 226. -12.8 0.0 551 . 230.6 679. -29.5 203 . -12.8 0.0 1050 , 192.4 624 , 212 ,9 277 , 148,3 0.0 13 30. 155.1 977 . 175.2 396. 135.8 0.0 0.0 1404. 1350. SHEAR 0 . 0 2 SHEAR 3 SHEAR 4 SHEAR HORIZONTAL MEMBER STRESSES LL MAX POS BOTTCM FIBER 0,0 0.0 0,0 1280, 1012, 578, 119,6 -125,4 -163,2 -199.7 -233.9 1149. 1145. 1135. 939. 568, 0.0 526. 120 . 1 265, 137.4 -105.6 -142.6 -180.6 -217,9 -156.8 490. 121.6 54B. 105.7 563 . 88 .0 533. 462, 291. -100,9 -131,4 -165.3 -13. -152. 0. -107 . -132 , -204. -121 - -259. -190. 0. -273. -223 , c. -262. -223 . -249 . -221 . -197 . -193 , -112 . -110. -102 . -52. 0.0 940. 120 . 1 267, 33,2 0, 0,0 -183, -52. -3609.I -1463.I -1135.) 4 -44. -40, -56. -81. -103. -120. HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER 108, 133 . 205. 260. 122, 191. 56 . 92 . 275. 225. 104. 264. 224 , 122, 2S0, 222, 133, 184 , 137, 113 , 111, 139, LL NO, MEM DE - BDS - PC vl.3,7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Pemvlt Loading •EAD LOAD PLUS POSITIVE LIVE LOAD HOHENT ENVELOPE ,2 PT , 3 PT -343 -292 118 -129 -110 426, 354, -61 . 1141 , 568, -18, 1568 , 1121 , 266. . 4 PT -36 . 1720 , 1424 , 405, ,5 PT -63 , 1676. 1482 . 498 , . 6 PT -100. 1546 . 1463. 638 , HORIZONTAL MEMBER STRESSES FOR DL MAX POS BOTTOM FIBER 21 12 . -222 . -110. -18, -305. -218 , -55, -334 , -277. 14 . -326. •288 . -109 . HORIZONTAL HEHBER STRESSES FOR DL MAX POS TOP FIBER 1 D, -1. -2. -5. -9. -11. 2 -57. 83. 223, 307. 336, 328. 3 23. 69. Ill, 219. 278. 290. 1 -21, -12. 18, 55. 86, 111. •301 , -284 . -125, -21 . 302 . 286. 127 , .7 PT -149, 1150. 1192 . 523 . 31 . -224 . -232. -132 . -31 . 225. 233 . 135 . .8 PT -211. 518. 675, 461 , 42 , -101 , -131. -136, -43. 101 . 132. 139, ,9 PT -288, 200 . 159 . 292. 57 , -39. -31 . -122 . 31. 126 . RIGHT -381 . 279 , -122. File LL NO. HEHBER POS. V MOH. NEG. V MOM, RANGE LL NO, MEHBER POS. V MOM, NEG, V MOM, RANGE LL NO, HEHBER POS. V MOM, NEG, V HOM. RANGE LL NO, HEMBER 11/01/02 1 LEFT 168. 0 , 1 PT 0,0 -168.0 -168. 0, 0. 168.0 16B. •E - BOS - PC vl.3,7 1163 RANCHO SAHTA FE RD LEFT BENT CAP, Permit Loading LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS ,3 PT .4 PT .5 PT .6 PT . 7 PT . 8 PT . 9 PT 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0, -168,0 -16 0, 163 . 0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOHENTS - 3 PT . 4 PT , 5 PT . 6 PT . 7 PT . 8 PT . 9 PT . 2 PT 0.0 -168.0 -163.0 -336.0 -336.0 -336,0 0. 0 0. -2016. -2016, -2016. 168,0 168.0 168,0 336.0 336,0 336.0 268 -165. -22,0 281,0 -504 . -29 . 5 240,3 -331 , 230.6 551 . -22 .0 .2 PT 192 . 4 1050 . 762 . 2 30.4 . 1 PT . 2 PT 248 .7 115. -29.5 679 . 278 ,2 210 . 4 -27 . 212.9 624 . -29.5 577. 242 . 4 177,2 221, 155.1 120,1 120.1 120.1 120.1 120,1 120,1 1330. -1546. -1132 -717, -303, 111. 526. -57.8 -87.1 -125.4 -163,2 -199.7 -233.9 -264.9 980. 1206. 1350. 1280 , 1012 . 578, 20. 212.9 207.2 245.5 283,3 319.6 354.0 385,0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOMENTS .3PT .4PT .5PT ,6PT 7PT ,8PT ,9PT 175.2 137.4 101.0 67.8 43,3 33.2 33,2 977, 1149, 1140. 971, 751. 38, 153. -45,8 -71,3 -105,6 -142,6 -180,6 -217,9 -252,8 775, 989. 1146. 1135. 939, 568, 51, 221.1 208.7 206.6 210.4 223,9 251,1 286,1 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOMENTS ,3PT .4PT .SPT .6PT .7PT .6PT ,9PT 157 , 1 134 , 139,1 305, 94 , 1 520, 68 ,6 525 , 47,4 424. 45.4 -80. -336.0 •2016. 336.0 RIGHT 120.1 910. -291.8 -604 , 411.9 RIGHT 33.2 267 , -283.8 -556. 317 . 0 BIGHT 45.4 L.PRT NEG. V -12,8 -12.8 MOM, 226, 203. RANGE 253.1 223,3 -19.7 277 . 196.9 -32.2 396. 189.3 -16.4 490 . 185 . 4 -62 , 3 548, 180. 4 -80.0 -100.9 -131.4 -165,3 -202,6 563, 533. 462. 291. 0. 174.1 169,5 1' 210,6 248.0 LL NO. 4, HEMBER I LEFT POS, V 168.0 NEG. V 0.0 LL NO. 4. HEMBER 2 LEFT POS. V 361.3 NEG. V 70.6 LL NO. 4. HEMBER 3 LEFT POS. V 388,8 NEG. V 78,3 LL NO. 4. HEHBER 4 LEFT POS. V 296.8 NEG. V 43.7 DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .1 PT .2 PT .3 PT .4 PT .5 PT , 6 PT . 7 PT .8 F -1,8 -4.5 -9.2 -12.6 -13.0 -24.3 -31,4 -169,9 -172.5 -176,2 -180,6 -136,0 -192,3 -367.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT .4PT .5PT .6PT ,7PT -39,4 -175.4 303,2 50,6 336 6 58 ,3 257.2 33 . 9 245. 1 14.7 187.8 -25.1 132.8 112,8 92.9 72.9 52,9 -71.4 -132.6 -190,5 -246.9 -301,1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE ,2 PT .3 PT .4 PT ,5 PT .6 PT . 7 PT 280.8 39.4 223,1 2,0 165, 3 -43.1 109.9 55.7 11.2 -97.7 -154.7 -212.6 -18.8 -269.9 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT .4PT .SPT ,6PT ,7PT 215.0 18,2 187,0 -2.3 161 .8 -23 . 6 134 .6 -45,8 105,3 75.2 50.5 -68.8 -94.3 -128.3 -48.2 -58 0 -381.2 -394,0 32,9 12,9 -352,1 -399.0 -38.8 -58,7 -324.8 -375.7 45,7 43,8 -164.9 -204.1 DE - BDS - PC vl.3,7 11/01/02 1163 RANCHO SAHTA FE RD LEFT BENT CAP, Permit Loading LIVE LOAD SUPPORT RESULTS SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE HAX. AXIAL LOAD 168 . 0 0,0 456.1 -22.0 318 . 4 -149,6 314.1 -46.1 202.6 -45.4 HAX. LONGITUDINAL MOMENT AXIAL HOHENT LOAD TOP BOT. 0.0 0.0 456. 1 172 . B 249 .6 -149.6 244, 0 189 . 6 0.0 0.0 660. -281. 147 . -69 , THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS 1.000 Page 22 . 1 PT -279 DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BEHT CAP, PermiC Loading HEGATIVE LIVE LOAD MOMENT EHVELOPE ANO ASSOCIATED SHEARS .2PT .3PT .4PT .5PT ,6PT .7PT .BPT .9PT RIGHT -870 . -1166, -1462, -1757. -2090, -2681. -3273. -3864. -575. 0.0 -3324. -2937.) 205.6 -I21I. -1029,1 133.3 -975, -829,] -168,0 -168.0 -168.0 -168.0 -168,0 -16 -2789. -2375. -1961. -1546, -1132. -717. -336.0 -336,0 -336.0 -336.0 -482. -561, -634. -1321, 120. 1 -795. 34.6 -778 . 120.1 -676 . 34.6 -662. 120.1 -557 . 34,6 -579, 120.1 120.1 120.1 -22,8 -437. -318. -199. -205, 34.6 34.6 34.6 -12.4 -497, -414. -331. -248, -22.B -122.5 -226,2 -243. -433. -1092. -12,4 -170.6 -204.0 -166. -83, 0. CJ3 1 SHEAR 124,2 81.5 47.0 47.0 47.0 47.0 HORIZONTAL MEMBER STRESSES LL MAX NEG BOTTOH FIBER 1 0. 116. 169, 220. 2 571. 542. 162. 381 3 200. 155 131. 108, 4 161. 153. 133. 119, HORIZONTAL MEHBER STRESSES LL MAX NEG TOP FIBER 1 0. -120, -173, -224. -275, -325, 2 -574, -545, -464, -383, 3 -201, -155. -132. -109. 4 -162, -154. -131. -120. 271, 301. 105. -302. -86 . -106 , 321 . 220. 62. -221. -62. -92 . 371. 139 . •375. -140. -39. -73 . 538. 109. 40. 63. -433 . -94 . -40. -64 . File: LL NO. 5• MEM LEFT -542 • -110. -49. -50. 11/01/02 645 . 133 . -650 . -134. -86. -36. 638. 218. 180. -642 . -220, -181 . 0 , DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE IPT ,2PT .3PT .4PT .5PT .6PT .7PT .8PT -280. -591 . -888, -1202. -1525. -1857, -2239 . -2294, -1722. -12 30. -906, -451, -344, -732. -413. -163. IB, 130, 47, 2 -3734. -2915 ( -3174.) 3 -1873, -1120 ( -1592,) 4 -1330, -1042. -852. -710. -581. -464. -3 57 ( -1131.) HORIZONTAL MEHBER STRESSES FOR DL MAX HEG BOTTOH FIBER -258. -2892. -620 . -141, -167 , 9 PT RIGHT 3561, -4245, 1010 -1983, -545, -1481, 617, 109 . 220. 117. 567 . 218 , 205. 171. 444 . 142. 171 , 225. 335, 146, 279, 239. 123 . 335, 157 . 102 . HORIZONTAL HEMBER STRESSES FOR DL KAX NEG TOP FIBER 1 0. -121. -175. -229. -283, -339. 2 -621. -570. -447. -3 37, -240. -159. 3 -311 . -219 , -143 . -81. -32. 3. 4 -221. -207. -172, -147 . -124 . -103, -84 -463 , -67, -67, 580, 121 . -585 . -121 . -27, -50, 702, 196 , 106, -707 . -197 , -107 , -35 , 701. 328. 245. -706. -330. -216 . File; LL NO. 5. HEM LEFT 11/01/02 DE - BDS - PC ul.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading POSITIVE LIVE LOAD HOHENT ENVELOPE AND ASSOCIATED SHEARS , 1 PT ,2 PT , 3 PT , 4 PT 5 PT , 6 PT NO 0. 0.0 0. 0. 0. u, ,7 PT 0 , ,8 PT ,9 PT -22.8 780 , -29 , 5 235. -13.3 0.0 557, 240.3 679 -29 ,5 211 . -13,3 0.0 1067 . 196.7 625. 212,9 221. 177.2 SHEAR 2 SHEAR • 3 SHEAR 4 SHEAR HORIZONTAL MEHBER STRESSES LL MAX POS BOTTCW FIBER 0.0 1331 • 155.3 978. 175.4 393 . 140.4 0 , 0 1458, 0.0 1447 , 0.0 0,0 1315, 1013, 0,0 0,0 589. 526, 223.3 120,1 570. 159. -97.6 -140.3 -180.8 -216.3 14.6 563. 533. 88.0 100.9 115.4 -118.6 -161.2 -200.0 1132. 1226. 1165, 939. 134 , 8 490, 121.6 548, 105.7 462, 291. -131.4 -165.J -14. -108. -152. -132, -46, -42, -207, -121 . 0 , -259 . -190 . -81 , 0. -283 , -230. -103 . 0. -281, -238. -120 . -256. -226. -131. -197 . -183 . -135. -114 . -Ill , -136, -102, -31 , -121 , 0 , 0,0 940 . 120.1 278, 34.6 0. 0.0 -183. -54 . -3609.1 -1695,) -1259.I L.PRT 1 109, 133, 209. 122, 45. 260 . 191 . Bl . 285. 231. 104 . 283, 240, 122, 257. 228. 133 . 198 , 184 . 137. 115. Ill. 139. LL NO. 5, MEM LEFT -341 , -290.) 118 . DE - BDS - PC vl.3.7 11/01/02 1163 RANCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS POSITIVE LIVE LOAD MOMENT ENVELOPE -120, -102.) 432 , 354 , -53, ,2 PT 1157, 569, , 3 PT -IS, 1569. 1121. 263. .4 PT -36 , 1774 . 1457 . 405. .5 PT -63 , 1773 . 1562 . 498. HORIZONTAL HEMBER STRESSES FOR DL HAX POS BOTTOM FIBER 20 , -84 . -69 . 10 . -225. -Ill , -6, -305 , -218. -54. -345. -283. -86. 14. -345, -304 . -109 . HORIZONTAL HEHBER STRESSES FOR DL MAX POS TOP FIBER 1 0. -1, -2. -5. -9. -14. 2 -57, 84. 226 , 307. 347. 347, 3 23, 69, 111. 219. 285. 305. 4 -20. -11. 6. 54, 86, 111, , 6 PT -100, 1581 , 1494 . 538. 21 . -307 . -290. -125. -21 . 309 , 292 . 127, ,7 PT -149. 1151. 1192 , 523 . .8 PT -211. 529, 678, 461, -224 , -232 , -132, -31. 225, 233 , 135 . HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER File; LL NO, HEHBER POS. V MOH. NEG, V HOM. RANGE LL NO. MEHBER POS. V HOM. NEG. V MOM. RANGE LL NO. MEHBER POS. V HCM. NEG, V HOM, RANGE LL NO, MEHBER POS. V HOH. NEG. V MOM. RANGE -103 . -132 . -136, -4 3, 103. 133 . 139 . 11/01/02 .9 PT -288. 20O. 52 -39 , -10 , -122, RIGHT -381. 279. -Ill , 0, 126, 1 LEFT 168,0 0. 0.0 a. 168 , 0 295,9 -892, -22 ,9 . 1 PT 0,0 0, -168,0 0, 16B. 0 250.0 101, -22 ,8 DE - BDS - PC vl,3,7 1163 RANCHO SANTA FE RO LEFT BENT CAP, Permit Loading LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED MOHENTS 3 PT ,4 PT . 5 PT ,6 PT .7 PT . H PT , 9 PT 0,0 0,0 0.0 0,0 0.0 0.0 0,0 313.8 272.8 . 2 PT 0.0 0. -168 . 0 D, 168,0 ,2 PT 242.8 54 . -22,8 -88 . 265.6 0. 0 . 3 LEFT , 1 PT . 2 PT 300. 1 -633, -29,5 780, 329.6 263 , 1 -217. -29.5 679 . 292 ,6 226,2 363 . -29 . 5 577 . 255 . 7 4 LEFT ,1 PT .2 PT 258. 9 -659 . -13.3 235, 272.2 229. 9 -335. -13.3 211. 243 .2 196.9 -57. -13.3 188. 210 . 2 -16B.0 -168,0 -168 0 -168.0 -336.0 -336.0 -336.0 0, 0. 0. 0, -2016. -2016. -2016, 166.0 169.0 169,0 168,0 336.0 336.0 336.0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS ,3 PT .4 PT ,5 PT ,6 PT , 7 PT , 8 PT . 9 PT 189.8 138,6 120.1 120.1 120,1 120.1 120.1 763. 1160, -1132. -717, -J03, 111. 526. -29.7 -77.2 -123.2 -166.7 -206.9 -243.0 -291.8 991. 1316, 1382. 1218. 861. 355. -19. 219.5 215,8 243.3 286.8 327.0 363.1 401.9 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HOHENTS .3PT .4PT .5PT .6PT .7PT .8PT .9PT 185.6 142.6 98.6 62.8 35.7 34.6 34.6 810. 1033. 1164. 905, 626, 40, 159, •32,8 -63,5 -102.1 -145.3 -185,9 -223,5 -265.3 565, 990, 1179. 1100. 651. 562. -1. 219.5 206.1 201.0 208.1 221.6 258.1 299.8 LIVE LOAD SHEAR EHVELOPES AND ASSOCIATED MOMENTS .3 PT .4 PT .5 PT ,6 PT , 7 PT , 8 PT , 9 PT 169.6 153.5 134.3 111.8 85.9 60.8 47.0 -20, 153. 297. 396. 434. 43. -83. -27,6 -46.4 -62.3 -80.0 -100.9 -131.4 -165,3 393. 190. 548. 563. 533. 462. 291, 197,2 199,8 196,6 191,8 186.8 192.2 212.3 -336.0 •2016, 336,0 RIGHT 120.1 940, -317,3 -7B8, 437,4 RIOHT 34.6 278 . -304.0 -703 , 338,6 0^ 3 03 1 LL NO, 5. MEMBER 1 LEFT POS. V 16B.0 NEG.V 0.0 LL NO. 5. MEMBER 2 LEFT POS. V 389.6 NEG. V 69.B LL HO. 5. MEMBER 3 LEFT POS. V 108.0 NEG. V 78.3 LL NO, 5, MEMBER 4 LEFT POS, V 315,4 NEG, V 43.2 DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SAHTA FE RD LEFT BENT CAP, Permit Loading DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT .3PT .4PT .5PT .6PT .7PT .8E -1.8 -169.8 322.6 49.8 351 ,0 58,3 276.6 33.4 -4.5 -B.2 -12.5 -172.5 -176.2 -130.6 -18.0 -186,0 -24.3 -31.4 -39,4 -192,3 -367,4 -375.4 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2 PT 3 PT .4 PT .5 PT . 6 PT . 7 PT 295.5 29.8 222.5 3 . 0 151.3 112.8 92.9 72,9 -64.5 -130.4 -191.0 -254,1 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE .2PT ,3PT .4PT .5PT ,6PT ,7PT 294,1 38.4 233 , 5 15,0 170,5 -35,6 106,5 50.7 3 . 7 . 8 PT -17,5 -94.5 -157.3 -217,9 -275.5 DEAD LOAD PLUS LIVE LOAD SHEAR ENVELOPE 2 PT . 3 PT .4 PT . 5 PT . 6 PT , 7 PT .8 PT 234, 8 24, 5 199 ,5 2,3 176.2 -23.6 ISO .8 -45,8 123,0 92.6 63,9 -68.8 -91.3 -128.3 .9 PT RIGHT -43.2 -59.0 -384.2 -391.0 32.9 12,9 -369.0 -424,5 -37,4 -57,4 -337,3 -396.0 47,4 45,5 -164.9 -204.1 DE - BDS - PC vl,1.7 11/01/02 1163 RANCHO SAHTA FE BO LEFT BENT CAP, Permit Loading LIVE LOAD SUPPORT RESULTS SUPPORT JT. SUPPORT JT. POSITIVE NEGATIVE HAX. AXIAL LOAD 541.6 -22.8 389 ,0 -119 6 362 ,8 -47,9 202 ,6 -47 , 0 AXIAL LOAD HOHENT- MAX. LONGITUDINAL HOHENT AXIAL - MOMENT LOAD TOP BOT. 0.0 0,0 456 . 1 196.7 275.1 240.9 270.6 189. 6 THE RATIO OF SUBSTRUCTURE / SUPERSTRUCTURE LOADING IS l.OOO 560, -291 , 187. -165. 153, -69 . 11/01/02 Page 2 9 LL NO. 6, MEM LEFT , 1 PT -279 DE - BDS - PC vl,3,7 1153 RANCHO SANTA FE HD LEFT BENT CAP, Permit Loading NEGATIVE LIVE LOAD MOMENT ENVELOPE AND ASSOCIATED SHEARS 2PT 3PT .4PT ,5PT .5PT .7PT -BPT .9PT RIGHT -575 , -870. -1156. -1462. -1757, -2090 . -2681, -3273. -3864. SHEAR 0.0 -168.0 -158.0 -168,0 -158.0 -168.0 -168.0 -336.0 -336.0 -336.0 -3 36.0 2 -3282. -2789. I -2926.1 SHEAR 153.0 120.1 3 -1202, -882. ( -1022,1 SHEAR 93,5 86.0 4 -901, -782, [ -766.) SHEAR 67.6 67.5 -2375. -1961, -1546, -1132, 120. 1 -593, 77.1 -566. 120,1 120.1 -448. -352. 120 ,1 -256. 27.8 27.B 27.8 -562. -470. -391. -717 . 120.1 -163. -12 . 4 -313 , -444 . -21.1 -205, -12.4 -235. -517, -21,1 -250, -793, -1320, -85.9 -208.2 -159. -1026 -38.5 -147.6 -184,1 -157. -78, 0. 5,5 56,1 48.0 44.5 HORIZONTAL MEMBER STRESSES LL MAX HEG BOTTOH FIBER 569. 199 . 149, 116 , 542. 171, 151. 169. 462. 115 . 134 . 220. 391 . 115. 271 , 301. 99. 321. 220. 86. HORIZONTAL MEMBER STRESSES LL MAX NEG TOP FIBER 1 0. -120. -173 . -224. -275 . -325. 2 -572. -545, -464, -383, -302, -221. 3 -20O, -173, -116, -68, -69, -50, 4 -150, -152, -135. -116, -100, -87, 371 . 139. -375. -140. -32 . -74. -433. -87 . -40. -60. 539. 101 . -542 . -101. -49, -47 , 64 5. 154 . -650 . -155, -90, -34 , 633 . 218, 159 . -642 , -219, -170 . Fiie: LL NO. 6, MEM LEFT NO i 0. 11/0I/O2 DE - BDS - PC vl.3.7 1163 RANCHO SANTA FE RD LEFT BENT CAP, PermiC Loading DEAD LOAD PLUS NEGATIVE LIVE LOAD MOMENT ENVELOPE -28 -3692. -2915. -3138.) -1864. -1207. -1585,I -1256. -1046. -1067,I ,2 PT . 3 PT -581, -888, -2284, -1722, -649, -305, -856. -693, ,4 PT -1202. -1230, -79, ,5 PT -1525. -906 , 80, , 5 PT -1857, -451, 166, -339. .7 PT -2239, -307. 47, HORIZONTAL MEMBER STRESSES FOR DL HAX NEG BOTTOH FIBER 610. 308. 207. 117. 567 . 235 , 206. 171, 144 , 126, 172 , 225 . 335, 142 . 279. 239. 117, 335, 157 , -15, 97. HORIZONTAL MEMBER STRESSES FOR DL MAX NEG TOP FIBER J 0. -121. -17 5, -229. -283. -339. 2 -614. -570 . -447. -337, -210 -158. 3 -310. -236, -127. -60. -15, 16. 1 -209. -208. -17 3. -143, -118, -98. -90. -463 , -60, -63 . . 8 PT -2892. -577. -142. -158 . 580 . 112 , -585, -113 , -28 . -48 , ,9 PT -3561. -1119. -565. -77 . 702 . 217. 110 . -707 . -219 , -110, -33. BIGHT -4245. -1981 -1415. 701 . 327 . 2 34 , -706, -329, -235, 0. File LL NO. 6. HEM LEFT 11/01/02 Page DE - BDS - PC vl.3.7 1163 RANCHO SAHTA FE RD LEFT BENT CAP, Permit Loading POSITIVE LIVE LOAD MOMENT ENVELOPE AHD ASSOCIATED SHEARS .2PT .3PT .4PT .5PT .6PT .7 PT . 8 PT . 9 PT NO 1 SHEAR 2 SHEAR 3 SHEAR 4 SHEAR 0. 0.0 64. -21 . 1 780. -29.5 189 . -10,7 0 . 0 . 0 551. 230 . 6 679 . -29 .5 170, -10,7 0. 0 . O.O 1030, 187 , 3 623, 207 ,8 221 , 177,2 0.0 1289. 149.5 965. 170,8 393 , 140,4 0.0 0.0 00 0.0 0.0 1314. 1350. 1183, 944, 595. 114.1 -125.4 -169,7 -172,8 -214.9 1135, 1140. 1087. 920. 584, lOl.O -131.3 -172.4 -203.5 563. 533. 462. 135,1 490, 121,6 543. 106 . 7 0 . 0 526 . 120 . 1 162, -79,4 291, 96,0 -1O0.9 -131.4 -165,3 HORIZONTAL MEMBER STRESSES LL MAX POS BOTTOM FIBER 0 . 0. -13. -107. -152. -132. -37. -34. -200 , -122. -261. -221 , -103 , 0 . -262 . -222. -120 -230. -211, -131. -184 . -179. -135 . -116. -114 . -136 . 0, -102, -32 , -121 , 0 , 0,0 940. 120, 1 224, 27,8 0, 0,0 -183 . -44 . HORIZONTAL MEMBER STRESSES LL MAX POS TOP FIBER -3609,) -1684,) -1203.) 45, 81 , 222. 104 . 223 . 122. 212. 133, 137 . 114. 139 . LL NO. MEH -346. -291. -166 . -141 . ) 426. 354, -94 . DE - BDS - PC vl,3,7 11/01/02 1153 RAHCHO SANTA FE RD LEFT BENT CAP, Permit Loading DEAO LOAD PLUS POSITIVE LIVE LOAD HOMENT ENVELOPE ,2 PT 1121 . 572 . .3 PT -18. 1527. 1108 . 263 . .4 PT -36 , 1651 . 1409, 405, . 5 PT -63. 1676 . 1476. 198, ,6 PT -100. 1450. 1415 . 538 . HORIZONTAL HEHBER STRESSES FOR DL MAX POS BOTTOM FIBER 1 0, 1. 2. 5, 8, 14. .7 PT -149. 1082- 1173. 523 . 31, ,8 PT -211 , 535, 692, 461, 42. .9 PT -288 . 200, 56, RIGHT -381 , ( 279, -165. I 0 . 27. -83 . -69. 19. -218 , -111 , -6, -297 , -215, -54 , -323 , -271. -86 . -326. -287 . -109 . HORIZONTAL MEMBER STRESSES FOR DL MAX POS TOP FIBER 1 0, -1. -2. -5, -9, -14. 2 -58. 93, 219, 299. 325. 328. 3 23 69. 112, 217, 276, 289, 4 -28, -19, 6. 54, 86, 111, -282. -275, -125. -21 . 283. 277, 127. -210 . -228. -132 . -31 212 . 229. 135 . -104. -134 . -136 , -43 . 105. 135. 139, -39. -11 -122, 126. File LL NO. MEHBER POS. V MOM. NEC V MOH. RAHGE LL NO. MEMBER POS. V MOM, NEC V HOM, RANGE LL NO, HEHBEB POS. V MOM. NEG, V HOM, RANGE LL NO HEMBER POS, V MOM. NEC V MOM, RANGE 1 LEFT 168 ,0 0 , 0,0 0, 168,0 268 ,7 -165. -21 . 1 286,7 -655. -29.5 780. 316 . 2 4 LEFT 247.3 -455 . -10.7 189 . 258 .0 . 1 PT O.O 0. -169,0 0, 168,0 230,6 551, -21 , 1 DE - BDS - PC vl,3,7 11/01/02 Page 1163 RANCHO SANTA FE RD LEFT BEHT CAP, Permit Loading LIVE LOAD SHEAR ENVELOPES AHD ASSOCIATED HOMENTS 3 PT . 4 PT . 5 PT . 6 PT . 7 PT . 8 PT . 9 PT 0.0 0,0 0.0 0.0 0.0 .2 PT 0.0 0. -168.0 0. 168 . 0 .2 PT 231 . 2 283, -21 ,1 -81, 252 , 3 3 LEFT ,1 PT .2 PT 257 .0 -76. -29.5 679. 286 . 5 , 1 PT 218,8 -159 . -10.7 170. 229.5 224 . 1 105. -29 . 5 577. 253,6 2 PT 187.6 74. -10.7 151. 198 ,3 0.0 0, -168,0 0, 168,0 0.0 0. -169.0 0. 168.0 0. 0, 0, 0, 0, -I6B.0 -168.0 -336.0 -336.0 -336.0 0. 0. -2016, -2016. -2016. 168.0 168.0 336.0 336.0 336.0 LIVE LOAD SHEAR EHVELOPES AND ASSOCIATED HOMEHTS ,3PT ,4PT .5PT .6PT .7PT ,8PT ,9PT 186.1 324. -54.7 799. 240 .8 142.7 120,1 1106. -1132. -95,4 -134,8 1117, 1216. 238.1 255.0 122.2 -124. -172.6 1114 . 294. 8 120.1 120.1 120.1 -303. 111. 526. -208.2 -210,8 -269.9 834. 410, -118. 328.3 360.9 390,0 LIVE LOAD SHEAR ENVELOPES AND ASSOCIATED HCMENTS . 3 PT 188.6 762 . -45,5 688, 234 . 1 ,4 PT 151.8 967, -76,7 956. 228, 5 .5 PT 115,1 1010. -110.5 1100. 225.6 . 6 PT . 7 PT 79.8 901 . -147,6 1069, 227.4 a PT 27.8 47 . 3 666. 32. -184.1 -218.4 880. 556. 231.4 246,3 27.8 129. -252.8 LIVE LOAD SHEAR ENVELOPES ANO ASSOCIATED MOMENTS , 3 PT 159 ,4 106, -27,6 393, 187 ,0 ,4 PT 142,6 269 , -46,4 490, 188,9 , 5 PT 122,9 397 . -62 . 3 548. 185.2 .6 PT 105.7 439 . -80 ,0 563 . 135.7 ,7 PT .3 PT 37,4 67,0 426, 355, -100.9 -131.4 533. 462. . 9 PT 56.1 30. -165.3 291 . 221 . 3 -336,0 •2016, 336.0 RIGHT 120.1 940. -295.1 -709. 415.2 27 . 8 224. -283.6 -556, 311,6 RIGHT 44.5 0. -202.6 0. 247.1 OS DE - BDS - PC vl,3,7 11/01/02 1163 RANCHO SANTA FE RO LEFT BEHT CAP, Permit Loading 1 LL NO, HEHBER POS. V NEG. V LL NO, MEHBER POS. V NEG. V LL NO. MEMBER POS. V NEG. V LL NC MEMBER POS. V NEG. V DEAD LOAD . 2 PT , 3 PT -4,5 -8,2 -172,5 -176,2 PLUS LIVE .4 PT -12,6 -180,6 LOAD SHEAR ENVELOPE ,5 PT ,6 PT ,7 PT -18,0 -24.3 -31.4 -185.0 -192.3 -367,4 DEAD LOAD .2 PT .3 PT PLUS LIVE . 4 PT LOAD SHEAR ENVELOPE . 5 PT .6 PT . 7 PT 394 . 6 78. 3 303.8 45.8 303.2 51.6 344.8 58.3 255 .5 36 .0 283.9 218,8 31,6 -22.0 DEAO LOAD , 2 PT . 3 PT 292.0 236.4 38.4 2.4 DEAD LOAD .2 PT .3 PT 225.4 189.3 27.1 2.3 155.5 -82 .7 112,8 94.9 72,9 -112,1 -199,9 -255.1 PLUS LIVE .4 PT LOAD SHEAR ENVELOPE . 5 PT .6 PT .7 PT 179.7 -48. B PLUS LIVE .4 PT 165,3 -23.6 123.0 67.8 15,2 -102.6 -159.7 -216.2 LOAD SHEAR ENVELOPE . 5 PT . 6 PT ,7 PT 139,4 116.8 94.1 -45.8 -68.8 -94,3 -39.4 -375.4 52 .9 -308,0 -24.2 -270.5 70.0 -128 . 3 -18,2 -58.0 -384,2 -394.0 ,9 PT RIGHT 32,9 12,9 -357,1 -402.3 .9 PT RIGHT -44.2 -61.1 -324.8 -375.7 56.4 4 3,0 -161.9 -204,1 DE - BDS - PC vl,3.7 11/01/02 1163 RAHCHO SANTA FE RO LEFT BENT CAP, Permit Loading LIVE LOAD SUPPORT RESULTS SUPPORT JT. POSITIVE NEGATIVE POSITIVE NEGATIVE SUPPORT JT. POSITIVE NEGATIVE HAX. AXIAL LOAD 168 .0 0,0 189.0 -21.1 333 . 9 -149,6 318,5 -38.6 202,6 -43,1 MAX, LONGITUDINAL HOHENT AXIAL MOMENT LOAD TOP BOT. 0,0 0,0 456.1 197. 9 233 . 0 -149.6 257 .5 189 .6 0.0 0.0 660. -275. 151 . -160. 144 . -69 , THE RATIO OF SUBSTRUCTTURE / SUPERSTRUCTURE LOADING IS 1 . 000 e; " DE - BDS - PC vl.3,7 11/01/02 1163 RANCHO SANTA PE RD LEFT BENT CAP, Pennit Loading 'APPROXIMATE QUANTITY' CONCRETE SUPER CONCRETE SUB 126 CV. 46 CV, THE SUPERSTRUCTURE COHCRETE OUANTITY IS BASED ON THE UNIT WEIGHT OF CMCRETE SUPPLIED ON THE FRAHE DESCRIPTION CARD, IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEN IN TRIAL 0, THE CONCRETE SUBSTRUCTURE QUANTITY IS BASED ON TRIAL 0 ONLY. THE P/S OUAMTITIES FOR STRAND ONLY ABE FOR EACH TRIAL THAT WAS ENTERED AND IH THAT ORDER. STRAND USE IS BASED ON THE LENGTH FRCW ANCHOR TO ANCHOR. Run Time; 00;00: 0.77 End of Run, PL CAP.E»RT 4/9/2003 12:05 PM UUUUU UUU9UU uniiuuuut UU $U» U** UU 9tUUUU» iitt*a*tttt<iit)t« «tltl# Ntt*t UU u** «»tt«ll )!»»«»** uuuuu» UUUU9 uuuun uuuu»u uuuuuu UU »u» UU unit U»» UU UU UU «•«* tt«H» «*tl* ttK«H *ttttitltt*tlttK«lt #ll#ll#*«**tttt 9UUUU uuu unuuu9 il«)ltt*tlX«l>ltt »««• *lllt» uuut tt»tt«Kttlt ttttlllt NttI* »uuuuu* »uu* uuu tuutt UUUU 9U$U»* utn $**$ $U* UU tttl# NtlHIl UUU$ uuu UU ii#tiit*«« uuu UU UU u* UU UU ltttttttRtttttt«« lltt*«tt#ttfl*tt *ttNttKtt»(t ttffttttttttH* »tt«tt(tt uu*» BDS PC Version 1,3.7 (04/05/93) (c) 1990-93 Dokken Enqlneerlnfl All rights reserved. Date-. 04/09/03 Time: 13:01:lfl File; Pl cap.txt User; Unknovm Page 1 of 15 PL CAP.PRT 4/9/2003 12:05 PH Sorted Input Oata 1 2 3 4 5 6 7 8 12345678901234SS789012345678901234567B901234567890123456789012345678901234567890 1163 RANCHO SANTA FE BD LEFT BENT CAP Seismic 000 - ^ 010102P H 176 01 3600 150 100 '•<•: 020203 H 345 3600 150 100 030304 H 345 3600 150 100 0404 05 H 176 3600 150 100 ''y: 05a602R 265 45 3000 150 100 060701R 265 45 3000 150 100 070804R 265 45 3000 150 100 010000 70 75 90 00 0 000000 OOOOO 0 0 0 0 0 0 01 200 iA. 01 71 70 55 660 02 200 f i 02000002 200 i;; 03000002 200 6:, 04000002 200 f.^ 04 10501 200 6; 050000 477 001 201 fiP 060000 477 001 201 070000 477 001 201 7': 0101 840 P0091 ADL GIRDER 1 300 •;; 0101 3040 P0091 DL GIRDER 1 300 lA 0102 840 POOSO ADL GIRDER 2 300 f -, 0102 840 P 255 ADL GIRDER 3 300 7f. 0102 3040 POOSO DL GIRDER 2 300 0102 3040 P 255 DL GIRDER 3 300 0103 84 P 90 ADL GIRDER 4 300 0103 84 P 270 ADL GIRDER 5 300 '•H 0103 304 P 90 DL GIRDER 4 300 '•") 0103 304 P 270 DL GIRDER 5 300 Si.: 0104 84 P 45 ADL GIRDER 6 300 0104 304 P 45 DL GIRDER 6 300 0405 6770 COLUMN PLASTIC MOMENT 300 •a 0406 6770 COLUMN PLASTIC MOMENT 300 0407 6770 COLUMN PLASTIC HOMENT 300 '^•. DE - BDS - PC vl.3 7 04/09/03 Page 1 1163 RAHCHO SANTA FE RD LEFT BENT CAP Seisitlic FRAME DESCRIPTION r: EHD SUPPORT CARRY OVER i, • HEM JT. COND OR DEAD LOAD K FACTORS RECALL '•A. NO LT RT LT RT DIR SPAN I HINGE E UHI SEC LT RT LT RT MEK /•-• / /---/ /• -/ /"•/ // /• -•--/ / / // / --•/ / •-/ / ••--/ /-•--/ ,, < 1 1 2 P H 17.6 0.00 0.1 3600. 0.000 ,150 0,00 0 00 0.00 0.00 ; 2 2 3 H 34 .5 0.00 0.0 3600. 0.000 .150 0.00 0 00 0.00 0.00 -•f. 3 3 4 H 34.5 0.00 0.0 3600. 0.000 .150 0.00 0 00 0.00 0.00 4 4 S H 17.6 0.00 0.0 3600. 0.000 .150 O.OD 0 00 0.00 0.00 5 6 2 R 26.5 0.00 4.5 3000. 0.000 .150 0.00 0 00 0.00 0.00 6 7 3 R 26.5 0.00 4.5 3000. O.OOO .150 0.00 0 00 0.00 0,00 Z>: 7 8 4 R 26.5 0,00 4,5 3000. 0.000 .150 0.00 0 00 0.00 0.00 Page 2 ot lb PL CAP.PRT 4/9/2003 12:05 PM ill DE - BDS - PC vl.3.7 04/09/03 Page 0': 1163 RANCHO SANTA PE BD LBPT BENT CAP Seismic I,'; Section Properties - Input 1 Hem RC : -i; HO LOC. Call Z y W D Top Bot No w T W Fact T W Fact L Ex In L Ex In E Store */- Code V/D H Z V Area Izz E E-store Store '• 17 1 0.0 0 0 0.0 7.0 0.75 9.00 0.00 0 0. 0 0. 0.00 0 0 0.00 0.0 0. 0. 0.0 0. 0. 3600 01 *• Some of the above data has been assumed. • • ; " •: 1 7.1 0 0 0.0 7.0 5.50 66.00 0.00 0 0. 0 0. 0.00 0 0 0.00 0.0 0. 0. 0.0 0. 0. 3600 02 *• Some of the above data has been assumed. iy; SECTION PROPERTIES - OUTPUT 'if', MEM "....~ i' NO LOC. DEPTH Z-BAR y-BAR AREA IZZ lYY E -1 0.0 0.75 3.50 0.36 5.36 0.27 22 71 3600.00 1 7.1 5.50 3.50 2.74 38.61 97.96 15B 48 3600,00 HEMBER 1 PROPERTIES WARHIHG - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAHE DESC. IS USED, •* HINGE AT LOCATION: 0.1 LENGTH: 17.6 MIN E-I: 0.981E*03 STIFF: 0,024 LT 61.575 RT CO.:"***" LT 0.006 BT Section Properties - Input :!(. Mem Be :?7 No Loc. Call Z - .'^ 2 0.0 02 W D •/- Code V/D Recall Only Top BOt NO W T w Pact T w Fact L Y Area Izz Ex In L Ex In E store E-store Store SECTION PROPERTIES - OUTPUT HEM NO LOC. Y-BAR 2.74 AREA 38.61 DEPTH Z-BAR 2 0.0 5.50 3.50 MEHBER 2 PROPERTIES LEHGTH: 34.5 MIN E'l: 0.353E1-06 STIFF: 4.000 LT Section Properties - Input IZZ 97.96 IVY 15B.48 E 3600.00 4.000 RT CO.; 0.500 LT Page 3 of 15 PL CAP.PRT 4/9/2003 12:05 PM Hem Re HO LOC. Call BOt NO W T 3 0.0 02 SECTION PROPERTIES - OUTPUT Code V/D • Recall Only MEM NO LOC. DEPTH 5.50 Z-BAR 3.50 Y-BAR 2.74 AREA 38.61 ; f. • 'i; 3 0 : ll'; MEMBER 3 PROPERTIES If .' '•nt LENGTH: 34.5 MIH E*I: 0.353E+06 STIFF: 4.000 LT ;7f,: Section Properties - Input W Fact T W Fact Y Area izz IZZ 97.96 lYY 158,48 E 3600,00 Mem Re Ho Loc. Call O.D 02 EX in E L Ex in E Store E-Store Store 4.000 RT CO.: 0.500 LT 0.500 RT BOt Ho W T W +/- code V/D ** Recall Only Fact T W Area Fact Izz L Ex in L Ex In E E-store Store DE - BDS - PC vl.3.7 04/09/03 Page 1163 RANCHO SAKTA FE RD LEFT BENT CAP Seismic Section Properties • input Mem No 4 Re Loc. call Z 10.5 01 Y W D •/- Code V/D *• Recall Only Top BOt H No W Z T w Fact Y T W Area Fact Izz SECTION PROPERTIES - OUTPUT HEH NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ lYY E 4 0.0 5.50 3.50 2.74 38.61 97 96 158 48 3600.00 4 10.5 0.75 3.50 0.36 5.36 0 27 22 71 3600.00 Ex In E L Ex In E store E-store Store l-jf; MEMBER 4 PBOPEBTIES *• WARNING - MEMBER LENGTHS DISAGREE. THAT GIVEN IN FRAME DESC. IS USED. 1-'. "I'T LENGTH: 17.6 MIN E*Ii 0.981E-^03 STIFF: 784.038 LT 66.887 RT CO,: 0.083 LT 0.970 RT •2f:< AC..- Section Properties - Input Page 4 of 15 4/9/2003 12:05 PM 10'; 20'^. Mem Re ::i',' No Loc, Call Z */- Code v/D *• ASSUMED DATA26 Top Bot HO W T W Fact T W Fact L Ex In L Ex In E Store E-store Store SECTION PROPERTIES - OITTPUT 2yi MEM 2 HO LOC- DEPTH Z-BAR Y-BAR AREA IZZ lYY E '••il 5 0.0 0.00 0,00 0.00 47.70 0.01 0.00 3000.00 2yi >.-'! MEMBER 5 PROPERTIES rnO LENGTH; 26.5 KIN E*I: O.300E'»O2 STIFF: 4.000 LT 4.000 RT CO.: 0.500 LT 0.500 RT .!<:; Section Properties - Input Mem Re 2.',i- No Loc. Call Z M */- Code v/D *• ASSUHED DATA26 Top BOt NO w T W Fact T W Pact L Ex in L Ex In E Store E-store Store A"-^ SECTION PROPERTIES - OUTPUT MEM NO LOC. DEPTH :*3.'- i'i'. Z-BAR 0.00 Y-HAR AREA 0.00 47.70 IZZ 0.01 lYY E 0,00 3000.00 MEHBER 6 PROPERTIES 2r/ r-f. LENGTH; 26.5 MIN E*I: 0.300E+02 STIFF; 4.000 LT 4,000 RT CO.: 0.500 LT O.SOO RT Section Properties • Input 2-12 Mem Re No Loc. Call z •/• Code v/D Top Bot HO W T W Fact T W Fact L Ex In H Z Y Area Izz E L Ex In E Store E-store Store 2'.^ JJ6 DE • BDS • PC vl.3.7 04/09/03 Page 4 1163 RANCHO SANTA FE RD LEFT BEHT CAP Seisinlc Section Properties - Input Mem Re No LOC. Call Z Y W D Top Bot No W T W Fact T W Pact L Ex In L Ex In E Store +/- Code V/D H z y Area Izz E E-Store Store ASSUMED DATA26 Page 5 of 15 PL CAP,PRT 4/9/2003 12:05 PH 2 57 2.".^ SECTION PROPERTIES - OUTPUT MEM •Jiil NO LOC. DEPTH Z-BAR Y-BAR AREA IZZ 2i:: 363 7 0.0 0.00 0.00 0.00 47.70 0.01 2:-y.- HEHBER 7 PROPERTIES ?.(.: LENGTH: 26.5 MIN E*I; 0.300E•^03 STIFF: 4.000 LT lYY 0.00 E 3000.00 4.000 RT CO.: 0,500 LT 0.500 BT DE - BDS - PC vl.3.7 04/09/03 Page 1163 RANCHO SANTA FE RD LEFT BENT CAP Seismic HO ERRORS FOUND FRAME PROPERTIES 2'ie, 2 .'7 •2^.0 ASi. 2i^l 2S-'. 2Z': SUPPORT END MEM JT COND OR NO LT RT LT RT DIR SPAN MIN E*I HINGE E /---/ / / / / /---/ // // // // / 1 1 2 P H 17.6 0.9807E-f03 0.1 3600. ...... 2 2 3 H 34.5 0.3526E-^06 0.0 3600. 0.500 3 3 4 H 34.5 0.3526Et06 0.0 3600. 0.500 4 4 5 H 17,6 0.9807B+03 0.0 3600. 0-083 5 6 2 R 26.5 0.30O0E'O2 4.5 3000. 0.000 6 7 3 R 26.5 0.30O0E+02 i.5 3000. 0.000 7 8 4 R 26.5 0.3000E'f02 4.5 3000. 0.000 CARRY OVER FACTOBS LT BT DISTRIBUTION FACTORS LT RT / // 0.000 0.000 0.000 0.500 1.000 0.500 0.500 0.500 0.483 0.970 0.517 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 IF MEMBER IS HORIZONTAL SUPPORT OH HINGE FIELD EQUALS LOCATIOH OF HINGE FRCW LEFT END OF MEHBER IF MEMBER IS VERTICAL SUPPORT OR HINGE FIELD EQUALS SUPPORT WIDTH USED FOR MOMENT REDUCTION IF SUPERSTRUCTURE SECTIONS OR PARTS CARDS ARE NOT USED MOMENT REDUCTION MILL HOT TAKE PLACE **•* 'i'^-'i. ).-';>. DE - BDS - PC vl .3.7 04/09/03 Page 6 •i."'i. 1163 RANCHO SANTA FE RD LEFT BENT CAP seismic •i."'i. FIXED EHD HOHENTS TRIAL 0 MEM NO FIXED END MMIENTS LT RT MEM NO FIXED LT END MOMENTS RT MEM HO FIXED LT END MtMENTS BT .' 0 0:'; 1 4 7 0, -159. 0. -IBl. -11. 0. 2 5 -574. 0. -574. 0. 3 6 -574 0 -574. 0. DE • BDS - PC vl .3.7 04/09/03 Page 7 Page 6 of 15 PL CAP.PRT 4/9/2003 12:05 PW 1163 RANCHO SANTA FE RD LEFT BENT CAP Seismic *•* SIDESWAY NOT COHSIDERED. -*• HORIZONTAL MEHBER MOMENTS TRIAL 0 MEM •i'. i 5> .' :t2A •fi(- :-3- lis J-.'i LEFT 0. -381. -324.) •673. -572.1 -374. -318.1 .1 PT -1. -100. -333. -201. .2 PT -7. 112. -62. -204. .3 PT -18. 255. 141, -142. HORIZONTAL HEKBER STRESSES TRIAL 0 1 0. 2 63. 3 111. 4 62. 1. 20. 65. 55. 2. -22. 12. 41. 5. -50. -27. 29. HORIZONTAL MEMBER STRESSES TRIAL 0 1 0. 2 -63. 3 -112. 4 -62. •1, -20. •65. -56. -2. 22. -12. -41. -5. 50. 27. -29. •);:S 3bE VERTICAL MEMBER MCMENTS TRIAL 0 5 0. 0. 0. 0. 6 0. 0. 0. 0. 7 0. 0. 0. 0. HORIZOHTAL MEMBER SHEARS TRIAL 0 1 0.0 -1.8 -4.5 -8.2 2 91.5 71.5 51.5 31.5 3 108.6 88.6 68.6 48,6 .4 PT .5 PT .6 PT -36. -63. -100. 329. 335. 271. 274. 338. 334 . -93. -56. -29. BOTTOM FIBER e. 14. 21. -64. -65. -53. -S3. -66. -65. 20. 12. 7, TOP FIBER -9. -14. -21. 64. 65. 53. 54. 66. 65, -20. -12. -7. 0. 0. 0. 0, 0. 0. 0. 0. 0. -12.6 -18.0 -24,3 11.5 -8.4 -28.4 28.6 8.7 -11.3 .7 PT -149. 138. 260. -11. 31. -27. -51. 3- -31. 27. 51. -3. -31.4 -48.4 -31.3 Page 7 of 15 .8 PT ,9 PT RIGHT -211. -288. •381. -63. -333. •673. 118. -94. -374. 0. 5. 7. 42. 57. 63. 12. 65. 111. -23. 18, 62. 0. -2, -61. -43. -57. •63. -12. -65. -112. 23. -18. -62. 0. 2. 64. 0. 0. 0, 0. 0. 0. 0. 0. 0. 39,4 -48,2 •58.0 68.4 -88.4 -108.4 51,3 •71.3 •91.3 •324,1 -572.1 -318.) PL CAP.PRT 4/9/2003 12:05 PH .' t 'i'ii DE • BDS - PC vl.3.7 04/09/03 Page I .' t 'i'ii 1163 RANCHO SAHTA FE RD LEFT BEHT CAP Seismic .11-') if/ •vr; ... SIDESWAY NOT CONSIDERED. .11-') if/ •vr; HORIZONTAL HEMBER SHEARS TRIAL 0 HEH NO LEFT ,1PT .2PT .3PT .4PT .5PT .6 PT .7 PT .a PT .9 PT BIGHT .11-') if/ •vr; 4 58.0 4 8.2 39.3 31.3 24.2 18.0 12.6 8.1 4.5 1.8 -0.1 VERTICAL MEMBER SHEARS TRIAL 0 "i u 5 0,0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 1 6 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 1 7 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ri E -VERTICAL HEHBEB REACTIONS TRIAL 0 ri E - MEM LT HO REACTION RT HEHBER REACTION WEIGHT 5 339.1 6 406.5 7 338.8 149.5 189.6 216.9 189.6 149.2 189.6 i-: DE BDS - PC vl.3.7 04/09/03 Page 9 iv'. 'i-'. 1163 RANCHO SANTA FE RD LEFT BEHT CAP Seismic iv'. 'i-'. TRIAL 0 j .1 r. TANGENTIAL ROTATIONS - SPAN LT. END RADIAHS - CLOCKWISE POSITIVE RT. END SPAN LT, END RT. END SPAN LT. END RT. END 1 0.0D067B 0.000033 2 0.000033 0.000000 3 0. 000000 -0.000034 4 -0.000034 7 -0.000034 0.000000 5 0.000033 0.000034 0,000033 6 0. 000000 0.000000 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END -DOWNWARD POSITIVE : n MEMBER 1 E- 3600, 0.000 0.000 0 0.000 0.000 0 LONG HINGE LT 1/4 1/2 000 0.000 000 0.000 3/4 RT 0.000 0.000 0.000 Page 8 of 15 1 PL CAP.PRT 4/9/2003 12:05 PH 0.000 0. 000 0.000 0.000 0.000 ^ •" HEKBER 2 E- 3600. 0.000 0.000 0.000 0.000 0 001 0 001 0.000 0.000 0.000 0.000 0 000 MEMBER 3 E- 3600. 0,000 0.000 0.000 0.000 0 001 0 001 0.001 0,000 0.000 0.000 0 000 MEMBER 4 E- 3600. 0.000 0.000 0.000 0.000 0 000 0 000 -•:~.^ 0.000 0.000 0.000 0.000 0 000 'i'Ai VERTICAL MEMBER DEFLECTIONS IH FEET AT 1/10 POINTS FROM LEFT END. •' '2'; HEHBER 5 E- 3000. -0.001 -0.001 -0-001 -0.001 -0 001 0 000 y2: 0.000 0.000 0-000 0.000 0 000 HEKBER 6 E- 3000. 0.000 0.000 0.000 0,000 0 000 0 000 4?'; 0.000 0.000 0.000 0.000 0 000 HEKBER 7 E- 3000. 0.001 0.001 0.001 0.001 0 001 0 000 0.000 0.000 0.000 0.000 0 000 -\:'' .'. <i i' •It: •1 6" DE - BDS - PC vl.3.7 04/09/03 Page 10 1163 RANCHO SANTA FE RD LEFT BENT CAP Seismic LOAD DATA TRIAL 1 ; • LOAD FIXED END HOMENTS LINE HEM H OR P CODE A B LEFT BIGHT DEFLT C0K4ENTS •!-i3 1 84 000 p 9 1 0 0 0. 0. AOL GIRDER 1 1 304 000 P 9 1 0 0 0. 0. DL GIRDER 1 i-',', 2 84 000 p 8 0 0 0 0, 0. ADL GIRDER 2 2 84 000 p 25 5 0 0 0. 0. ADL GIRDER 3 S':7 2 304 000 p 8 0 0 0 0, 0. DL GIRDER 2 2 304 000 p 25 5 0 0 0. 0. DL GIRDER 3 3 84 000 p 9 0 0 0 0. 0. ADL CIRDER 4 3 84 000 p 27 0 0 0 0. 0. ADL GIRDER 5 ;t, : 3 304 000 p 9 0 0 0 0, 0. DL GIRDER 4 3 304 000 p 27 0 0 0 0. 0. DL GIRDER 5 4 84 000 p 4 5 0 0 0. 0. ADL GIRDER 6 f. 4 304 000 p 4 5 0 0 0. 0. DL GIRDER 6 FIXED END MOMENTS TRIAL 1 FIXED END MOMENTS KBM NO 0. -1263. 0. •3298- •36- 0. MEM NO FIXED EHD MOHENTS •2505, 0, -2459. 0. HEM NO FIXED END MOMENTS •2402. 0. -2456. 0. Page 9 of 15 PL CAP.PRT 4/9/2003 12:05 PM it! • BDS - PC vl.3.7 04/09/03 Page 11 1163 RANCHO SAHTA FE BD LEFT BEHT CAP Seismic *•* SIDESWAY NOT CONSIDERED, •*• f.71 HORIZONTAL MEMBER HOMENTS TRIAL 1 •vn HEM -I,-:-NO LEFT .1 PT .2 PT . 3 PT .4 PT .5 PT .6 PT .7 PT .8 PT ,9 PT RIGHT Vr. 1 0. 0. 0. 0, 0. 0. -566, •1249. -1932. -2615. -3298. •Mi 2 -3298. •1826. -354. 206. 340. 473. 607, 740. 59. -1147. -2352. I •2803 ) i V " 3 •2352. -1034. 284. 1078. 1057. 1036. 1015. 994. 740. -619. -1979. •i i: li { •1999 ) 23. .;s: 4 -1979, -1270. •562. -156. -130. -105. -79. -54. -28. -3. 23. 4'42 1 •1682 ) •lii3 Oi-i HORIZOHTAL MEMBER STRESSES TRIAL 1 BOTTOM FIBER -;Ei 4 96 1 0. 0. 0. 0. 0. 0, 120. 256. 388. 516. 54 5. fli,' 2 545. 355-69, •40. -66. -92. •118. -144. •11. 223. 389. •! Bl A'i'} 3 389. 201. -55. -209. -205. -201. -197. •193. -144. 120. 327. 4 327. 250. 113. 32. 28. 23. 18. 14. 8, 1. -214. HORIZONTAL MEMBER STRESSES TRIAL 1 TOP FIBER •'< f'i J'Jt-1 0. 0. 0. 0. 0. 0. -121, -259. -391, -519. -548, 2 -548. •357. •69. 40, 66. 93. 119, 145. 11. -224. -391, •^^|•• 3 -391. -202. 55. 211. 207. 203. 198. 194. 145. •121. -329- •:-yi 4 -329. -252. -114. -32. -28. •23. -19. -14. -8. -1, 226. 'j 3 VERTICAL MEMBER MOMENTS TRIAL 1 5 0. 0. 0. 0. 0. 0. 0. 0, 0. 0. 0. 6 0. 0, 0. 0, 0. 0. 0. 0. 0. 0. 0. -; ;.r; 7 0. 0. 0. 0. 0. 0, 0. 0. 0. 0. 0. HORIZONTAL MEMBER SHEARS TRIAL 1 1 0.0 0.0 0.0 0.0 0.0 0.0 -388.0 -388.0 -388,0 -398.0 -388.0 2 426.7 426.7 426.7 38.7 38.7 38.7 38,7 38.7 -349.3 -349.3 -349.3 Page 10 of 15 -2803.1 -1999.1 -1682.) PL CAP.PRT 4/9/2003 12:05 PM 381.9 381.9 381.9 -6.1 -6.1 -6.1 -6,1 -6.1 -394.1 -394.1 -394.1 HORIZOHTAL MEHBER SHEARS TRIAL MEM NO LEFT .1 PT .2 PT .3 PT 4 402.5 402.5 402.5 14.5 VERTICAL MEHBER SHEARS TRIAL 1 5 0.0 0.0 0.0 0.0 6 0.0 0.0 0.0 0.0 7 0.0 0.0 0.0 0.0 VERTICAL MEMBER REACTIOHS TRIAL 1 HEH LT DE - BDS - PC vl.3.7 04/09/03 Page 12 1163 RANCHO SAHTA FE RD LEFT BENT CAP Seismic SIDESWAY NOT CONSIDERED. •*- 1 .4 PT .5 PT .6 PT .7 PT ,8 PT 14.5 14.5 14.5 14.5 14.5 0.0 0.0 0.0 REACTION 814.7 731.3 796.6 0.0 0.0 0.0 MEHBER WEIGHT 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ,9 PT 14.5 0.0 0.0 0.0 RIGHT 14.5 0,0 0,0 0.0 HT REACTIOH 814.7 731.3 796.6 DE - BDS - PC vl.3.7 04/09/03 Page 13 1163 RANCHO SAHTA FE RD LEFT BENT CAP Seismic TANGENTIAL ROTATIONS - RADIAHS - CLOCKWISE POSITIVE SPAN LT. EHD RT. END SPAN LT. END RT. END 0.000065 -0.000167 SPAN 3 6 LT. EHD 0.000065 0.000065 1 0.077491 -0-000167 2 -0.000167 4 -0.000114 O.OOOOOO 5 -0.000167 7 -0.000114 -0.000114 HORIZONTAL MEMBER DEFLECTIONS IN FEET AT 1/10 POINTS FROH LEFT END - DOWNWARD POSITIVE HEHBER 1 E- 3600. 0.000 0.007 0.006 0.005 0,004 0.003 RT. END -0.000114 0.000065 Page 11 of 15 PL CAP.PBT 4/9/2003 12:05 PM 0.002 0.002 0.001 0.000 0 000 LONG HINGE LT 1/4 1/2 3/4 RT yn 0.008 0.006 0.003 0.001 0.000 HEMBER 2 E= 3600. 0.000 0.000 0.000 0.000 0 000 0.001 Vi': 0.001 0.001 0.000 0.000 0 000 MEMBER 3 E- 3600. 0.000 0.000 0.001 0.002 0 002 0.002 f-7'; 0.002 0.002 0.001 0.001 0 000 MEMBER 4 E- 3600, 0.000 0.000 0.000 0,000 0 000 0.000 0.000 0.000 0.000 0.000 0 000 VERTICAL HEMBER DEFLECTIOHS IN FEET AT 1/10 POINTS FROH LEFT END, HEHBER 5 E- 3000. 0.004 0.004 0,004 0.003 0 003 0.002 ii-'i 0.002 0.001 0.001 0.000 0 000 HEHBER 6 E- 3000. -0.002 0.002 0.001 -0.001 -0 001 -0.001 .', f. -0.001 0.001 0.000 0.000 0 000 MEHBER 7 E= 3000. 0.003 0,003 0.002 0.002 0 002 0,002 = ^2 0.001 0.001 0.001 0.000 0 000 DE - BDS - PC vl.3.7 04/09/03 Page 14 ^ t • 1163 RAHCHO SANTA FE RD LEFT BENT CAP Seismic •.i'-LOAD DATA TRIAL 4 LOAD FIXED END MOMENTS •SC. LIHE MEM W OR P CODE A B LEFT RIGHT DEFLT COMMENTS '.,••-2 5 0.000 0.0 0.0 0. 6770. COLUMN PLASTIC MOMENT Lj';"3 6 0.000 0.0 0.0 0. 6770. COLUMN PLASTIC MOMENT ^•i\ 7 0.000 0.0 0.0 0. 6770. COLUMN PLASTIC MOMEHT FIXED EHD HOMENTS TRIAL 4 HEM FIXED END HOMENTS MEH FIXED END MOHENTS KEH FIXED END MOHENTS HO LT RT NO LT RT NO LT RT i ' 1 0.0 2 0 0. 3 0. 0. •,'i2 4 0.0 5 0 6770. 6 0. 6770. 7 0. 6770 DE - BDS - PC vl.3.7 04/09/03 Page 15 1163 RANCHO SANTA FE RD LEFT BENT CAP Seismic '•• SIDESWAY NOT CONSIDERED. •*• Page 12 of 15 PL CAP.PRT 4/9/2003 12 05 PM i.'; L HORIZONTAL MEK NO LEFT MEMBER MOHENTS TRIAL 4 .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT i'ti t2. -' 6 2'-> h •', 1 2 3 4 0 6770 2580 3220 0. 5674. 1967. 2871. 0. 0. 4578. 3482. 1354. 741, 2523, 2174, 0. 2386. 128. 1825. 0. 1290. -485. 1477. 0. 0. 194. -902. -1098. -1711. 1128. 779. 0, -1998. -2324, 431. 0. 3094, 2937, 82. 0. •4190. 1 -3550. 1 -266. -3561.1 -3107.1 HORIZONTAL HEMBER STRESSES TRIAL 4 BOTTOM FIBER 1 0 0. 0. 0. 0. 0. 0, 0. 0. 0. 0. i ."^ t- i;3.' 2 -1316 -1103. -890. -677. -464. -251. •38. 175. 388. 601. 692. i ."^ t- i;3.' 3 -501 -3B2. -263. -144. -25. 94. 213. 333. 452. 571. 604. 4 -626 -566. -506. -446. •386. -324. -262. -197. -127. -34. 2479. oii.! HORIZONTAL MEMBER STRESSES TRIAL 4 TOP FIBER oii.! 1 0 0. 0. 0. 0. 0. 0, 0. 0. 0. 0. {;.;.'; 2 1324 1109. 895, 681. 467. 252. 38. -176. -391--605. -696. S';.C- 3 504 385. 265. 145. 25. •95, •215. -335. -454. •574. -607. S';.C-4 630 570. 510. 450. 389. 328. 266. 201. 130. 35. -2616. VERTICAL MEMBER MOMENTS TRIAL 4 5 0 677. 1354. 2031. 2708. 3385. 4062. 4739, 5416. 6093. 6770. 6;;6 6 0. 677. 1354, 2031. 2708. 3385. 4062. 4739. 5416. 6093. 6770. C:'^fi 7 0 677. 1354. 2031. 2708. 3385. 4062. 4739. 5416. 6093. 6770, ^^^^ HORIZOHTAL MEMBER SHEARS TRIAL 4 -:;6-:; 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 -317.7 -317.7 •317.7 -317.7 317.7 -317.7 -317.7 -317.7 -317.7 317.7 •317.7 '-, i S 3 -177.7 -177,7 -177.7 -177.7 177.7 •177,7 -177.7 -177.7 -177.7 177,7 -177.7 ^oii a.'c DE - BDS - PC vl.3 7 04/09/03 Page 16 ^oii a.'c 1163 RANCHO SAHTA FE RD LEFT BEHT CAP Seismic Page 13 of 15 PL CAP.PRT 4/9/2003 12 05 PM 6!'! &7t **• SIDESWAY NOT CONSIDERED. *•* 6!'! &7t HORIZONTAL MEM HO LEFT MEMBER SHEARS TRIAL 4 .1 PT .2 PT .3 PT .4 PT .5 PT .6 PT .7 PT .8 PT .9 PT RIGHT £-f"i 4 -198. 1 -198.1 -198.1 -198.1 198.1 -198.1 -198.1 -198.1 -198.1 198.1 -198.1 ill) (• 6S:, VERTICAL MEMBER SHEARS TRIAL 4 ill) (• 6S:, 5 255. 5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 255.S 255.5 ;; .• 6 255. 5 255.5 255.5 255.5 255.S 255.5 255.5 255.5 255.5 255.5 255.5 ;; .• 7 255. 5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 255.5 i''.Z VERTICAL MEHBER REACTIONS TRIAL 4 HEH HO LT REACTION RT REACTION HEHBER WEIGHT (.'•' 'i f. »;"".•• 5 6 7 317.7 14 0.0 •20.4 •317.7 140.0 -20.4 DE - BDS - PC vl,3 7 04/09/03 Page 17 7 00 ,' (•• ^ 1161 RANCHO SANTA FE BD LEFT BEHT CAP Seismic 7 00 ,' (•• ^ TRIAL 4 I'i'.: TANGENTIAL SPAN ROTATIONS LT. END - RADIAHS • CLOCKWISE RT. EHD SPAH POSITIVE LT. END RT. EHD SPAN LT END RT. END ,•(!>; 1 -0,185274 0.001059 2 0.001059 0.000182 3 0.000182 0,000512 ••' lj y ,'• LG 4 0.000512 0.000000 5 20.765530 0.001059 6 20.764654 0.000182 'i2 7 20.764982 0.000512 yil HORIZONTAL MEMBER DEFLECTIONS IH FEET AT 1/10 POINTS FROM LEFT END -DOWNWARD POSITIVE :-i( MEMBER 1 E= 3600. 0.000 -0.007 -0. -0. 017 -0 006 -0 015 -0.013 004 -0.002 -0.011 0.000 -0.009 LOHG HIHGE LT 1/4 -0.019 -0,014 1/2 3/4 BT -0.009 -0.005 0.000 MEMBER 2 E= 3600. 0,000 0,003 0. 0. 003 0 001 0 004 0.005 000 D.OOO 0.005 0.000 0.004 Page 14 of 15 1^ A-I' / PL CAP.PRT 4/9/2003 12:05 PH MEMBER 3 E- 3600. 0.000 0 000 0.000 0.000 -O.OOl -0.001 -0.002 -0 002 -0.002 -0.001 0.000 MEMBER 4 E= 3600. 0.000 0 001 0.001 0.002 0.002 0.002 0.002 0 002 O.OOl 0.001 0.000 lib •'ii VERTICAL MEHBER DEFLECTIOHS IH FEET AT 1/10 POINTS FROM LEFT END. HEMBER 5 E° 3000. -114.651 -366.867 -312.022 -258.277 -206.733 -76.314 -44.579 -20.549 -5.322 WARNING - ROTATIONS AND DEFLECTIONS ARE MEASURED FROM A CHORD BETWEEN THE HEHBER ENDS WHICH HAVE TRANSLATED DUE TO USER FEHS -158.491 0.000 6 E- 3000. -366.844 -312.001 -258.259 -206.717 -158.477 -114.640 -76.304 -44.572 -20.544 -5.320 0.000 WARNING - ROTATIONS AND DEFLECTIONS ABE MEASURED FROM A CHORD BETWEEN THE HEHBER ENDS WHICH HAVE TBANSLATED DOE TO USER FEHS 7 E- 3000. -366,852 -312.009 -258.266 -206.723 -158.483 -114.644 -76.308 -44.575 -20.546 -5.321 0.000 WARNING - ROTATIOHS AND DEFLECTIONS ARE MEASURED FROM A CHORD BETWEEN THE MEMBER ENDS WHICH HAVE TRANSLATED DUE TO USER FEHS DE - BDS - PC vl.3.7 04/09/03 Page IB 1163 RANCHO SAHTA FE RD LEFT BENT CAP Seismic •APPROXIMATE QUAHTITY' CONCRETE SUPER CONCRETE SUB 126 CY. 139 CY. •••*• THE SOPERSTHOCTURE COHCRETE QUAHTITY IS BASED ON THE UNIT WEIGHT OF CONCRETE SUPPLIED OB THE FRAHE DESCRIPTION CARD. IT ASSUMES THAT ALL THE DEAD LOAD IS GIVEH IN TRIAL 0. THE CONCRETE SUBSTRUCTURE QUAHTITY IS BASED ON TRIAL 0 ONLY, THE P/S QUAHTITIES FOR STRAND OHLY ARE FOR EACH TRIAL THAT WAS EHTERED AND IN THAT ORDER. STBAND USE IS BASED ON THE LENGTH FROM ANCHOR TO AHCHOR. Bun Time: 00:00: 2.53 End of Run. Page 15 of 15 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 BENT CAP DESIGN 1.3(DL+1.67H) kip := 10001b fc := 4000— in fv := 60000-— in b := 7-ft d := 5-ft Y:= 1.3 Pdi:= 10 Pll := 1-67 Area of Steel D4 := .2-ir? D5 := .31in^ D6 := -44-in^ D7 := .60-in^ D9 := l.OO in^ 2 Dio := 1.27-in Dll := l-56 m^ Di4:= 2.25-in^ Dg := .79-in^ Dig := 4.00 in^ POSITIVE MOMENTS Mdlpos •= 1206-kip-ft Mupos •= 519-kip-ft M_Demandpos := Y-(Pdl-Mdlpos + PirMupos) M_Demandpos = 2.69 X lO^kip ft NEGATIVE MOMENTS Mdlneg •= 3127-kip-ft Muneg- 1427-kip^ft M_DemandNeg - Y (Pdl-Mdlneg + Pll'Mllneg) M_DemandNeg = 7.16 x lO^kip ft UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL, 0.6 Mem 3) UNFACTORED LIVE LOAD MOMENT (From BDS, CAPL, LC 5) UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) UNFACTORED LIVE LOAD MOMENT (From BDS, CAPL) JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Fiexural Reinforcing 1163 CAP H.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego. CA 92123 (858) 514-8377 "posBars '~ DposBar := Aspos "posBars'^posBar 2 Aspos = 21.84 in (|> := 0.9 Use 14ea #11 iaars for Lower Main Reinforcing Ppos Agpos bd R Ppos'fy" \ .59 ^Pos-^y'' V ^MnPos = S^fi? X lO^kip^ft M_Demandpos = 2.69 x lO'^kip ft OK nnegBars-= I>negBar •= ^14 Asneg •^negBars'l-^negBar 2 Asneg = 40.5 in 18 ea #14 bars for Upper lUlain Reinforcing Pneg Asneg bd R Pneg'fy" V <t>Mnneg := R'b-d' 0Mnneg = 1-02 x lo'^kip ft M_DemandNeg = 7.16 x lO"*kip-ft OK 3.. JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Fiexural Reinforcing 1163 CAP H.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 CHECK CRACK CONTROL Per BDS 8.16.8.4 fs := fy O.6 Service Moment Capacity: MserCap A^neg-fg-d MserCap = 7.29x 10^ kip-ft Sen/ice Moment Demand: M.Serneg := Mdlneg + Mllneg M_Serneg = 4.55 x 10^ kipft Use Negative Moment (Greater Magnitude) MpserCap := Aspos-fs-d 3, -MpserCap = 3.93 x 10 kip-ft M_Serpos := Mdipos + ^Upos M_Serpos = 1-73 x 10^ kip-ft OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Fiexural Reinforcing 1163 CAP H.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 CONSTRUCTION REINFORCING: (BDS 8.17.2) Compute the construction DL moments by pro-rating the full span DL moments: Spani := 116 ft Muconst:= l-3'M(iineg- Muconst = 671.92 kip-ft dconst'= ^ - 16-in "constBars ^ DconstBar '•= Asconst i^constBars'J^constBar Asconst = 6.24 in^ Span2 := 126-ft f 10-ft + lO-ft ^ Spani Span2 + Spans := 126-ft Use 4ea #11 bars for Upper Construction Reinf. P const Asconst b-dconst / R Pconst'fy' 1 - .59 P const'^y 0Mnconst := R-^'dconst <l'Mnconst = l-22x 10^ kip-ft Muconst = 671.92 kipft OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Fiexural Reinforcing 1163 CAP H.mcd 1/25/2002 DOKKEN Engineering 9665 Chessapeake Dr. Ste 435 San Diego, CA 92123 (858) 514-8377 SIDE FACE REINFORCING: (BDS 8.17.2.1.4) Aside •= 0-1-max 2 Aside = 4.05 in Aspos ^^Asneg^^ Nside := Aside D8 Nside = 5.13 Aprovided- 3-Dg + l-Dn 2 Aprovided = 3.93 in Count 1 ea #11 Const. Bar Provided: 3 ea #8 bars OK JOB: 1163 SUBJECT: BY: mb Rancho Santa Fe Rd. Bent Cap Fiexural Reinforcing 1163 CAP H.mcd Bent Cap Fiexural Reinforcing 1/25/2002 3-3 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 BENT CAP DESISN 1.3(DL+P) kip := 10001b 4000 — . 2 in 60000 — . 2 in Area of Steel D4 := .2-in^ D5 := .31-in^ D9 := l.OO in^ Dio:= 1.27-in^ 7-ft D6 ;= .44-in Dll := 1-56-in 5 ft I>7 := .60-in Di4:= 2.25-in 1.3 = 1.0 Dg := .79-in^ Dig := 4.00-in^ Pu := 1-0 POSITIVE MOMENTS Mdipos := 1206-kip-ft Miipos := 1156-kip-ft M_Demandpos := Y-[ Pdl'Mdlpos + Pir(Miipos) ] M_Demandpos = 3.07 x lO^kip ft NEGATIVE MOMENTS Mdlneg 3127-kip-ft UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) UNFACTORED LIVE LOAD MOMENT (From BDS, PCAP, LC4) UNFACTORED DEAD LOAD MOMENT (From BDS, CAPL) Miineg := 3284 kip-ft M_DemandNeg := Y{ Pdl ^dbeg + Pir(Miineg) ] UNFACTORED LIVE LOAD MOMENT (From BDS, PCAP, LC5) 3.. M_DemandNeg = 8.33 x 10 kip-ft JOB: 1163 Rancho Santa Fe Road SUBJECT: Bent Cap Fiexural Reinforcing By: mb 1163 CAP P.mcd 1/25/2002 DOKKEN Engineering 9665 Chesapealce Dr. Suite 435 San Diego, CA92123 (858) 514-8377 "posBars 1^ DposBar ^pos ^posBars'l-^posBar Aspos = 21.84 in^ Ppos ^pos bd R •- Ppos'ly* V J 0MnPos := R ^ d *!> 0MnPos = 5.67 x 10^ kip-ft "negBars-^ 1^ DnegBar := ^14 Asneg '•- '^negBars'l-^negBar 2 Asneg ~ 40,5 in Pneg •"' ^neg b-d R Pneg'fy 0Mnneg:= R-b-d := 0.9 Use14ea#11 bars for Lower Main Reinforcing M_Demandpos = 3.07 x 10^ kip-ft OK ISea #14 bars for Upper Main Reinforcing <t>Mnneg = 1-02 x 10**kip-ft M_DemandNeg = 8.33 x 10''kip-ft OK 3.. JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Fiexural Reinforcing 1163 CAP P.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 CHECK CRACK CONTROL Per BDS 8.16.8.4 fs := fy-a6 Service Moment Capacity: MserCap'= Asneg'^s'l MserCap = 7.29x 10^ kip-ft Service Moment Demand: M-Serneg := Miineg + ^Wneg 3.. M_Serneg = 6.41 x 10 kip-ft Use Negative Moment (Greater Magnitude) MpserCap:= Aspos-fs'^ 3.. MpserCap = 3-93 x 10 kip-ft M_Serpos := Mdipos + Mnpos M.Serpos 2.36 x 10^ kip-ft OK JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Fiexural Reinforcing 1163 CAP P.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 CONSTRUCTION REINFORCING: (BDS 8.17.2) Compute the construction DL moments by pro-rating the full span DL moments: Spani := 47930-mm Span2 := 46710-mm Span3 := 120-ft f 10-ft + 10-ft ^ MUconst •= 1-3-Mdineg- Muconst = 523.69 kip-ft dconst:= d - 12-in •^constBars ^ DconstBar •= ^\\ Asconst •= ^constBars'l^constBar Asconst = 6.24 in^ Spani Span2 + Use 4ea #11 bars for Upper Construction Reinf. P const Asconst I'dconst r R Pconsffy' 1 - .59 P const'^y V *t>Mnconst '-^ R-'>-dconst <t>Mnconst=l-33x 10^ kip-ft Muconst = 523.69 kip-ft OK JOB: 1163 SUBJECT; By: mb Rancho Santa Fe Road Bent Cap Fiexural Reinforcing 1163 CAP P.mcd Bent Cap Fiexural Reinforcing 1/25/2002 ^-15 DOKKEN Engineering SIDE FACE REINFORCING: (BDS 8,17.2.1.4) Aside '•- 0.1-max 2 Aside = 4.05 in ^spos Asneg ^ _ ^ide Nside •- ~r D9 Nside = 4.05 Aprovided := 3-D9 + l-Dn Aprovided = 4.56in^ 9665 Chesapeake Dr. Suite 435 San Diego, CA 92123 (858) 514-8377 Provided: 3 ea #9 bars Pius 1 ea#11 Bar, (Const) OK JOB: 1163 SUBJECT: By: mb Rancho Santa Fe Road Bent Cap Fiexural Reinforcing 1163 CAP P.mcd Bent Cap Fiexural Reinforcing 1/25/2002 DOKKEN Engineering 9965 Chessapeake Dr. Ste. 435 San Dtego, CA 92123 (858) 514-8377 BEr^iT CAP DESIGN 1.0([U.+5etsmlc} kip:= lOOOIbf Use epected material properties Area ot Steel fv := 68000 Ibf bcap:= 7-ft tdeck:= 7.875in Befr:= bcap + 12-tdeck d:= 5.5-ft -6 iti T:= I.O Pdi:= 1-0 POSITIVE MOMENTS Mdipos - 1206-kip.ft Mo:= 6770-kipft M_Deinandpos := T (Pd|-M(Hpos + MQ) M_Demaii(^os =X 10''kip-ft NEGATIVE MOMENTS Mdlneg-3127-kip.ft MoNeg:= 6770-kipft M_D«nandNeg:= r-Pd|-Mdlneg + M_DemandNeg = 9-9 " IO"*kip-ft D4 D,: - 1.00-in^ Ds = 31-in^ D|0 = UT-in^ D6 = .44-in^ Dll = 1.36-in^ I>7 = .60-in^ D,4 = .79-in^ Dia = 4.00in^ Load Case Vll UNFACTORED DEAD LOAD MOMENT {From BDS, CAPL, 0.6 Mem 3) MAX MIDSPAN MOMENT (From BDS, PLCap) UNFACTORED DEAO LOAD MOMENT (From BDS. CAPL, 0.6 MEM 3) MAX MOMENT AT SUPPORTS JOB: 1163 Rancho Santa Fe Rd, SUBJECT: Bent Cap Fiexural Reinforcing By: mb Cap EQ.mcd 4-9-03 DOKKEN Engineering 9965 Chessapeake Dr. Ste. 435 San Dlego.CA92123 (858) 514-8377 nposBan'= DposBjir:= Dn Aipo»-= "poiBais'DpoiBar Aspo, = 31.5 in^ 4 := 0.9 Use 14ea #14 bars for Lower Main Reinforcing A,pos-fy •85-fc-BcfT a = 2.82 in HI of Whitney Stress Block L.ess Than Tcv> Deck ThkAness •MnPos = 9-41 X lO'^lcip ft MJJemandpog = 7.98 x lO^kip-ft OK JOB: 1163 Rancho Santa Fe Rd. SUBJECT: Bent Cap Fiexural Reinforcing By: mb Cap EQ.mcd 4-9-03 DOKKEN Engineering 9965 Chessapeake Or. Ste. 435 San Diego, CA 92123 (858) 514-8377 "negBars-^ DnegBar •= D]4 ^neg-= "ne^ars'DnegBar Asneg = 36 in^ 'soff-- 155-mni ^aeg-= t»cap+ 12-lsoff ^neg'fy 18ea#14barsfor Upper Main Reintorcing .85-^B„ ^nfo — 3.66 in Ht Of Whitney Stress Stock Less Than Soffit Thickness d-- •Mnncg= l-07x 10 kip-ft ,3.. M-PemandNeg = 9 9 " 10 Wp ft OK JOB; 1163 Rancho Santa Fe Rd. SUBJECT: Bent Cap Fiexural Reinforcing By: mb Cap EQ.mcd 4-9-03 i 1^ DOKKEN Engineering 9665 Chessapeake Dr Ste 435 San Diego. CA 92123 SHEAR DEMAND DEAD LOAD: From CAPL (BOS) Trial 0 Member # Left 0.1 0.2 0,3 0.4 0.5 0.6 0,7 0.8 0.9 Right 1 0 -1.8 -4.5 -8,2 -12,6 •18 -24,1 -31.4 -39.4 -48,2 -58 2 92.6 72.6 52.6 32,6 127 -7,3 -27,3 -47.3 -67.3 •87.3 -107 3 107.8 87.8 67.8 47,8 27,8 7,9 -12.1 -32.1 -52.1 -72 -92 4 57 47.3 38.4 30.4 23,3 17 11.7 7.2 3.6 0.8 -1 DEAD LOAD: From CAPL (BDS) Trial 1 Member # Left 0.1 0.2 0,3 0,4 0,5 0,6 0.7 0,8 0.9 Right 1 0 0 0 0 0 0 -388 -388 -388 -388 -388 2 410.8 410.8 410,6 22.8 22,8 22.8 22.8 22.8 -365,2 -365.2 -365,2 3 397.6 397.6 397.6 9,6 9,6 9,6 9.6 9.6 378,4 378.4 378.4 4 392.4 392.4 392.4 4.4 4,4 4,4 4.4 4.4 4,4 4.4 4.4 HS 20-44 LIVE LOAD: Max Pos Shear From CAPL (BDS) LL NO 5 Live Load Shear Envek>pe Member* Left 0.1 0,2 0.3 0.4 0.5 0.6 0,7 0,8 0,9 Right 1 73 0 0 0 0 0 0 0 0 0 0 2 160.4 129.8 134 1023 71.4 51.7 51.7 51,7 51.7 517 51.7 3 158.2 137.1 113.6 94,4 74.5 52.1 30 13 13 13 13 4 146 146 146 146 73 73 73 73 73 73 0 HS 20-44 LIVE LOAD: Min Neg Shear From CAPL (BDS) LL NO 5 Live Load Shear Envetope Member # Lett 0.1 0.2 0.3 0.4 0.5 0.6 0,7 0.8 0.9 Right 1 0 -73 -73 •73 -73 -73 -73 -146 -146 -146 -146 2 -13 -13 -13 -13 -30 -52,1 -74,5 -94.4 -113.6 -137.1 -158,2 3 -51.7 -517 -51.7 -517 -51,7 -51,7 -71,4 -102.3 •134 -129.8 -160,4 4 0 0 0 0 0 0 0 0 0 0 -73 P-13 LOAD: Max Pos Shear From PCAP (BDS) LL NO 5 Live Load Shear Envelope Member* Left 0.1 0,2 0.3 0.4 0,5 0,6 0.7 0.8 0.9 Right 1 168 0 0 0 0 0 0 0 0 0 0 2 295.9 250 242.8 189.8 138,6 120.1 120.1 120.1 120.1 120.1 120.1 3 300.1 263.1 226.2 185.6 142.6 98,6 6Z8 35.7 34.6 34,6 34.6 4 258.9 229.9 196.9 169.6 153,5 134.3 111.8 85.9 60.8 47 47 By: mb Job: Subject: BentCap Shear.xls Rancho Santa Fe Rd Bent Cap Shear 4/9/2003 DOKKEN Engineering 9665 Chessapeake Dr DOKKEN Engineering Ste 435 San Diego. CA 92123 P-13 LOAD: Min Neg Shear From PCAP (BDS) LL NO 5 Live Load Shear Envelope Member* Left 0,1 0.2 0,3 0.4 0,5 0.6 0.7 0.8 0.9 Right 1 0 -168 -168 -168 -168 -168 •168 -336 -336 -336 -336 2 -22.8 -22.8 -22.8 -29.7 -77.2 •123,2 •1667 •206,9 -243 -281.8 -317,3 3 -29.5 -29.5 -29,5 -32.8 -63.5 -102,4 -145,3 -185.9 -223.5 -265,3 -304 4 -13.3 -13.3 -13,3 -27,6 -46.4 -62.3 -80 -100.9 -131.4 -165.3 -2026 SEISMIC LOAD: From Pi. CAP (BDS) TRIAL 4 Member* Left 0.1 0.2 0.3 0.4 0.5 0,6 0.7 08 0,9 Right 1 0 0 0 0 0 0 0 0 0 0 0 2 -317.7 -317.7 -317,7 -317.7 -317.7 •317.7 -317,7 -3177 -317.7 -3177 -317,7 3 -177.7 -177.7 -177.7 -177,7 • 177.7 -177.7 -177,7 -177.7 -177.7 -1777 -177.7 4 -198.1 -198.1 •198,1 -198,1 -198.1 -198.1 -198,1 -198.1 -198.1 -198,1 -198.1 LOAD CASE IH, DL + 1 67HS Max Positive Member * Left 0.1 0,2 0.3 0,4 0.5 0.6 0.7 0.8 0.9 Right 1 158 -2 -6 •11 -16 -23 -536 -545 -556 -567 -580 2 1003 910 893 294 201 132 106 80 -450 -476 -502 3 1000 929 852 280 210 136 62 -1 452 427 401 4 901 889 877 362 194 186 179 174 169 165 4 DL + 1.67HS Min Negative Member* Left 0.1 0,2 0.3 0.4 0,5 0.6 0,7 0,8 0,9 Right 1 0 -161 -164 -169 -175 -182 -694 -862 -873 -884 -897 2 626 600 574 44 -19 -93 -168 -237 -809 -886 -957 3 545 519 493 -38 -64 -89 -158 -251 133 117 24 4 584 572 560 45 36 28 21 15 10 7 -154 SHEAR ENVELOPE FOR CASE IH Member * Left 0.1 0,2 0,3 0.4 0,5 0.6 0,7 0.8 0.9 Right 1 158 161 164 169 175 182 694 862 873 884 897 2 1003 910 893 294 201 132 168 237 809 886 957 3 1000 929 852 280 210 136 158 251 452 427 401 4 901 889 877 362 194 186 179 174 169 165 154 By: mb Job: Subject: BentCap Shear.xls Rancho Santa Fe Rd Bent Cap Shear 4/9/2003 DOKKEN Engineering LOAD CASE IPw, DL+HS-H.15P Max Positive 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 Member* Left 0,1 0,2 0,3 0.4 0,5 0,6 0.7 0,8 0.9 Right 1 346 -2 -6 -11 -16 -23 -536 -545 -556 -567 -580 2 1305 1171 1140 489 346 267 241 215 -315 -341 -367 3 1311 1091 475 359 238 130 41 493 467 441 4 1161 1105 1044 489 360 323 283 238 196 172 75 LOAD CASE IPw, DL-4-HS-H.15 P Min Negative Member* Left 0,1 0,2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 Right 1 0 -348 -352 -357 -362 -369 -882 -1237 -1248 -1259 -1272 2 603 577 551 11 -108 -232 -352 -464 -1073 -1188 -1294 3 546 520 494 •42 -114 •198 -313 •440 -84 • 167 -291 4 564 552 540 4 -33 -65 -99 -136 •186 -240 -393 SHEAR ENVELOPE FOR CASE IPW Member* Left 0.1 0.2 0.3 0.4 0.5 0,6 0,7 0.8 0.9 Right 1 346 348 352 357 362 369 682 1237 1248 1259 1272 2 1305 1171 1140 489 346 267 352 464 1073 1188 1294 3 1311 1203 1091 475 359 238 313 440 493 467 441 4 1161 1105 1044 489 360 323 283 238 196 240 393 CASE Vll, DL + SEISMIC Member* Uft 0.1 0.2 0.3 0.4 0.5 0,6 0.7 0,8 0.9 Right 1 0 -2 •5 -8 -13 -18 -412 -419 -427 -436 -446 2 186 166 146 -262 -282 -302 -322 -342 -750 -770 -790 3 328 308 288 •120 -140 •160 -180 -200 149 129 109 4 251 242 233 -163 -170 / -177 -182 -187 -190 -193 -195 CASE Vll, DL-SEISMIC Member * Left 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0,8 0,9 Right 1 0 -2 -5 -8 -13 •18 -412 -419 -427 -436 -446 2 821 801 781 373 353 333 313 293 -115 -135 -155 3 683 ,6^3.,, 643 235 215 195 175 155 504 484 464 4 648 638 629 233 226 220 214 210 206 203 202 3 Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shearxls 4/9/2003 DOKKEN Engineering 9665 Chessapeake Dr Ste 435 San Diego, CA 92123 SHEARS ENVELOPE FOR CASE Vll Member * Left 0.1 0.2 0,3 0,4 0.5 0,6 0.7 0,8 09 Right 1 0 2 5 8 13 18 412 419 427 436 446 2 821 801 781 373 353 333 322 342 750 770 790 3 683 663 643 235 215 195 180 200 504 484 464 4 648 638 629 233 226 220 214 210 206 203 202 DESIGN SHEAR, MAXIMUM SHEAR OF ALL CASES V - Member * Left 0.1 0,2 0.3 0.4 0.5 0,6 I 0.7 0,8 09 Right 1 346 348 352 357 362 369 882 ^ 1237 1248 1259 1272 2 1305 1171 v^- 1140-v 489 353 333 352 464 b— 1073 -- 1188 1294 3 1311 1203vV- 1091 475 359 238 313 440 504 484 464 4 1161 1105,1- 1044 489 360 323 283 238 206 240 393 I ^ fit,h\'^ Job: Rancho Santa Fe Rd Subject: Bent Cap Shear By: mb BentCap Shear,xls 4/9/2003 DOKKEN Engineering 9665 Chessapeake Or. Ste. 435 San Diego, OA 92123 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA 92123 BENT CAP SHEAR DESIGN Sample Calculation Inputs: * := 0.85 4000-^ kip fy -- 60-— kip := lOOO-tt/ Reduction Factor for Shear Concrete Strength Load Case 1^: Vul := r {PD yDUap* Pn-^Hctp) Vui =^ 928,664 A(p Max Positive Shear for Load Casa, see spreadsheet Load Case Ip^ BENT CAP SHEAR DESIGN Sample Calculation Inputs: * := 0.85 4000-^ kip fy -- 60-— YiekJ Stress of Reinforcing Vu2 - r(AJ- yOLcap + yaeap + fip- »>t«v) in bcap -^ ''•fi Width of Bent Cap Vi,2= I-203X 10^ *v Load Case WL- Max Positive Shear for Load Case, see spreadsheet Dcap -.- 5,5 Ji Stnjcture Depth Vu3 := yOLcap + fjei» Cover := S'l'/f Concrete Cover oif Main Reinforcing Vu3 = 663.1*f> Max Positive Sfwar for Load Case, see spreadsheet r:= 1.3 Gamma Factor for Load Case 1^ and Ip^ Vu := m«(Vu2,Vu2.Vu3) PD •= 1-0 1.67 Dead Load Factor H-Load Factor for 1^ Vu= 1.203 X \(?kip Design Shear, see spreadsheet /}p:^ 1.15 P-Load Factor for Ipy^ Shear Capacity: DeadLoad Shear at Member 3,0.1 Point (CapL, Trial 0-»Trial1) Concrete: HS Load Shear at Member 3, 0.1 Point (CapL) d := £>c^ - Cover Effective Depth of Section VpLcap -^ 263.1 l77,7-*(p Ay:= l.76-/«^ Permit Shear at Member 3,0,1 Point, (PCap) Seismk: Shear at Member 3,0.1 Point (PLCap) Area of Stimjps. 4ea *6 Vc = 616.265JM(> Shear Capacity ot Concrete Stirrups Required Job: Rancho Santa Fe Road Sut^ect: BY: mb Bent Cap Shear CapShearmcd Sample Cak: 4/9/2003 Job: Rancho Santa Fe Road Subject: BY: mb Bent Cap aiear CapShaar.mcd Sample Caic 4ffl/2003 DOKKEN Engineering Shear Capacity for Stirrup Spacing, 6" and 12": 9865 Chessapeake Dr. Ste. 435 San Diego, CA 92123 FOR: FOR: S := 6 (« Ay/yd Vs := — VFactorod:= H^z^^^s) s:= Ilia Vpaclored- VFactored = IJ«x XO'kip VFaciored=«7.66S*v Job: Rancho Santa Fe Road Sutiject: Bent Cap Shear Sample Cak: BY:mb CapShear.mcd 4/9/2003 ( DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 yj^-'-.t ;2'' e^vev^v ^.o-'-^ia^ Cvs^ [^^o^iLc, ^5?,^ 12-r5i J JOB SUBJECT DATE ^r i BY CHECK JOB NO, SHEET •'0 ^.3 /7.6 ' 3^ 552- 357 Jf^Z- ^^2. /237 /^f^ /zr^ /Z7Z. 3:1 2 ^1 1 n o V) 0. O.-L. Of /3of //7/ //A/o 353 J33 /f7J /ISS IZ^f- I i 5 /7<=<<^ 1 {A r o 2, 6 •gi^A/T CAP 0.'^ 0 on o.g 0.<) ^T Se^mo^ O-'f ^D.*^/ o.[o Yrty^3 3^5^ 5ffeni^ (Jw./crp DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 BENT CAP SHEAR DESIGN Over Utility Openings (0.4, 0.5, 0.6) kip := lOOO lbf inputs: ^ := 0.85 Reduction Factor for Shear ibf fc := 4000 in fy := 60-ky> . 2 in Concrete Strength Yield Stress of Reinforcing *cap '•= '^'ft ^Cap 23 i« Width of Bent Cap Structure Depth Cover := 3-m Concrete Cover oif Main Reinforcing A„ := 2.48-Mi^ Area of Stirrups, Sea # 5 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear.mcd 12/28/2001 1-^ DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 Shear Capacity: Concrete: d := ^Cflp - Cover Effective Depth of Section Ibf Vc:= 2lfc—bcap-6 J in Vc = 212.505 Jfcv Shear Capacity of Concrete Stirrups Required Shear Capacity for Stirrup Spacing, 9" each way: s := 9 in V« := Ayfyd Vpactored := ^•(Vc +Vg) ^Factored = 461.696 Aa^ Ckl := 2Vr Ckl = 0.778 OK per BDS 8.16.3.8 Ck2 := V, 4Vr Ck2 = 0.389 OK per BDS 8.16.6.3.9 OK - Max Shear is 329 kips Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear.mcd 12/28/2001 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego. CA, 92123 BENT CAP SHEAR DESIGN Over Utility Openings (0.3, 0.7) kip := 1000 «>/ Inputs: <l> := 0.85 Reduction Factor for Shear fc := 4000 Ibf . 2 in kip in Concrete Strength Yield Stress of Reinforcing bcapf •= ft Width of Bent Cap, (full depth) i^capo '•~ 3.5^ Width of Bent Cap, (over opening) ^Capf := 65 in f^Capo '•= 20 in Cover := 8 m Structure Depth, (full depth) Structure Depth, (over opening) Concrete Cover oif Main Reinforcing . 2 Ayf := 1.24-in Area of Stirrups over opening, 4ea # 5 2 Ayf, := 1.32 in Area of Stirrups full depth, Sea # 6 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear_3_7.mcd 11/6/2000 DOKKEN Enqineerinq 9665 Chessapeake Dr. ste. 435 ^ ^ San Diego, CA, 92123 SQ 9 in ^vo'fy'^ Vso := So Vopactored := H'^co + Vgo) Vopactored =239.915ft^p Total Shear Capacity at Section: Vfactored '•= Vfpactored + Vopactored Vfactored = 602.711 kip OK, Vmax = 423k Job: Subject: BY: mb Rancho Santa Fe Road Bent Cap Shear Util Shear_3_7.mcd Sample Caic 11/6/2000 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 •^ BENT CAP SHEAR DESIGN Over Utility Openings (0.2, 0.8) kip := 1000 /6/ Inputs: (* := 0.85 Ibf fc := 4000 in kip fy -' 60-— in Reduction Factor for Shear Concrete Strength Yield Stress of Reinfdrcing fii bcapf = ^-ft bcapo •~ ^ft ^Capf •= 5.5 l>Capo '= 20 in Cover := 8 in Width of Bent Cap, (full depth) Width of Bent Cap, (over opening) Structure Depth, (full depth) Structure Depth, (over opening) Concrete Cover oif Main Reinforcing . 2 AyQ := .62-in Area of Stirrups over opening, 4ea # 5 . 2 Ayf := 1.32-in Area of Stirrups full depth, 3ea # 6 Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear_2_8.mcd 11/6/2000 3'^ DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 Shear Capacity: Concrete: FULL SECTiON: df := ^Capf - Co^^f Effective Depth of Full Section Ibf Vcf := 2- \fc—- bcapf A J in Vcf = 440.189 Aip Shear Capacity of Concrete at Full Section PART SECTiON: do := ^Capo Ibf Vco •- 2- \fc—- bcapo '^o •J in Effective Depth of Part Section Vco = 60.716jfci> Shear Capacity of Concrete at Part Section Shear Capacity for Stirrup Spacing, 12" each way, (full section): Sf := 6 in AvffyA Vsf := Vfpactored •= (* (Vcf + Vsf) Vfpactored = 1025 x 10^fa> Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear_2_8.mcd 11/6/2000 DOKKEN Engineering 9665 Chessapeake Dr. Ste. 435 San Diego, CA, 92123 SQ := 9-in Vso := ^vofy^o Vopactored := ^ (Vco + Vgo) Vopactored = 121.875 tip Total Shear Capacity at Section: Vfactored := Vfpactored + Vopactored Vfactored = 1-147 x lO^kip OK, V max = 1052k Job: Rancho Santa Fe Road Subject: Bent Cap Shear Sample Caic BY: mb Util Shear_2_8.mcd 11/6/2000 JOINT SHEAR AT BENT CAP kip := 10001b Bcap'= 7 ft lac 60-in Pc:= 1710-kip Pb := 1710-kip Dc:= 51-in Mo := 10736-kip ft Ds := 5.5-ft := Mo 2 fc := 4000 JL . 2 in 9665 Chessapealte Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 From SDC July 1999 Section 7.4.4 Width of Bent Cap Lenght of Main Column Bars Embedment into Cap Column Axial Force, Including Overturning Effective Axial Force at the Center of the Joint, Including P/S Dimension of Column In Direction of Bending Column Overstrength Moment, 1.2 x Mp Depth of Superstructure atr Bentcap Column Tensile Force Associated with M^ Compressive Strength of Concrete . 2 As := 0.44-in PUch := 4-in /..:=60.i2E in Hsprial 54-in Nsprial := — HSprial PUch Vspria! •.= n-[Dc- J5-in)-As Dc Area of #6 Hoops Hoop Spacing Yield Stress of Hoops Height of Hoops into Bentcap Volume of Confinement Reinforcement Volume of Concrete Confined mb Joint Shear.mcd 1/25/2002 c/\, Ajv ^ac'^cap Ajh:= (Dc + Ds)Bcap fv:= ^cap'^s 9665 Ciiessapealce Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 Effective Vertical Joint Area Effective Horiaontal Joint Area EQ 7.15, Average Normal Stress, Vertical Average Normal Stress, Horizontal vjv:= Pt - (*h+fv) + V JV EQ. 7.13 EO 7.11 Pc + + Vi Pt = -763.462 — . 2 in PtAUow •= 3.5-.^^ PtAlIow = 2656.313 Ib'*'^ ft"^ EQ 7.12 Principal Tensile Stresses No Additional Join Shear Reinforcing Is Required VSprial 'cone Ps = 6.297 X 10 -4 Psmin fc 3.5-lb . 2 in . 2 , in Minimum Reinforcing not Met Psmin = 0.004 EQ7.18 mb Joint Shear.mcd 1/25/2002 1?9 9665 Chessapeake Dr Suite A-153 San Diego CA. 92123 (858) 514-8377 Provide Additional Joint Shear Reinforcing Verticle Stirrups Required: . 2 Agt := 24.32-in Asv := 0.2-^5/ 2 = 4.864 in Verticle Stirrups Provided: Sti:=5-2-.44in^ St2:= 12-3-.44-in^ Av := Sti -I- St2 Horizontal Ties Required: Ash -= O.lAgt Ash = 2.432 in^ Horizontal Ties Provided: Sth:= 16-.31-in^ Sth = 4.96in^ J-Dowels Required: Ajbar := O^-^st 2 Ajbar = 1.946 in J-Dowels Provided: 2 Sjbar:= 16-.31-in Sjbar = 4.96in^ #11 tot 20 Main Column Bars Provide Verticle Stirrups at the Column Area . 2 Av =20.24 in OK Provide Horizontal Ties at the Column Area Provide 16 #5 Ties OK Provide 16 #5 J-Bars OK mb Joint Shear.mcd 1/25/2002 PIN.OUT 9/28/2000 7:11 AM Input FileName: Pin.IN 09-28-2000 >******* COLDUCT (COLxN) ******** JCTILITY of CIRCULAR and OBLONG COLUMNS, Ver 6.02, SEP-25-92 By Mark Seyed, Special Analysis Section, CALTRANS Version 6.01 Batch Enhancements by Dave Hansen, Dokken Engineering Version 6.02 Add Steel Strain Output by Gong Chao, Dokken Engineering JOB TITLE: Rancho Santa Fe, Column Pin CIRCULAR Column Data Column Diameter (in.) Column Height (ft.) Plastic Hinge length (in.) Cover to lateral rebar (in.) 18.0 5.0 fixed-fixed 12.6 3.500 Reinforcing Steel Data Main bar Number of bars Yield stress Ultimate stress Young's Modulus Yield strain Hardening strain Ultimate strain = # (ksi) (ksi) (ksi) 9 12 68.00 100.47 29000 .00234 .00328 .10956 Confinement Steel Data Spirals Bar •^i^i^-^ar pitch/spacing *---itDield stress (in.) (ksi) Concrete Data = # 4 = 4.000 = 68.00 Compressive strength (unconf.) (ksi) = 5.200 Compressive strength ( conf.) (ksi) = 8.621 Ultimate strain (unconfined) = .00500 Ultimate strain (confined) = .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 Mer Mplastic Igross Agross (k-ft) (k-ft) (ftA4) (ftA2) 26 537 0.25 1.77 Recommended value of 'le' based on initial slope of moment-curvature diagram (ftA4) = 0.10 SUMMARY OF RESULTS Case Yield Nominal Ultimate -"-^ Idealized Yield Idealized Ultimate Defl. (in.) 0.39 0.31 1.91 0.46 1.91 P. Hinge Rot(rad) 0.03044 Curvatures (rad/in) 0.000648 0.000518 0.003196 0.000771 0.003196 Moment (ft-k) 456 417 537 543 543 Page 1 of 2 F-i PIN.OUT 9/28/2000 7:11 AM Displacement Ductilities: Ideal, Ult. / Ideal. Yield = 4.12 Curvature Ductilities : Ideal. Ult. / Ideal. Yield = 4.15 Maximum Strains : Compression Cone. = 0.027500 Compression Steel = 0.012913 Tension Steel = 0.015444 ***************************************************** Additional Output Part One Considering Max.Allowable Steel Tension Strain Set by User Max. Steel Tension Strain 0.0154 Step Number 40.00 Cervature (rad/in) 0.003196 Moment (k-ft) 536.94 This is not the Mp! Displacement (in) 1.91 Displacement Ductility 4.12 Shear at Top (kips) 214.77 This is not the Vp! -,,***************************************************** .E^'-KH Additional Output Part Two Considering Max. Allowable Displacement Ductility set by user Max. displacement ductility 4.0000 Step Number 39.68 Steel Tension Strain 0.015025 Cervature (rad/in) 0.003102 Moment (k-ft) 536.88 This is not the Mp! Displacement (in) 1.85 Shear at Top (kips) 214.75 This is not the Vp! END OF THE ADDITIONAL OUTPUT NOTICE!! Page 2 of 2 f DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 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 fi?<iPVpJ/^ Se- /5/r7 ic^ C<py^ D ^ ' r 63 7 '-f^ 7^esu<^r T^/^ C£?ci//vA/v Pi-/h^Ty<i^ Sjf/^^^ 215 ^ fsY/At- C^i^-O/AJC 'Doe '72' V ^ 2 8c? 1^ 7^ Appt^l Zg^*^ AV'AU yyrr^ JOB SUBJECT DATE BY CHECK JOB NO SHEET B2 4FT.PRT 3/10/2003 12:01 PH B2_4FT.PRT 3/10/2003 12:01 PM ##«*#«>*>*•# f *•* *ti> *>*l»tf *l *»*»»**» »*>) il«> *«*«>«l(l>*tt **«**i«t*l»*« >««« »*<* atiit !#*« it«f *#*# **•* *»*« **«! •#*# i*»t#*i»*««* #*#•**#*»*•* *#*#*«*«*• >*«*>••*#*«* «*l*l«*>»l«) «ttl *t** *•*• tut* *•)« «!*• tit* •*•« #*«* «*»* ftitt *t<t *t«t*«*«*f*• *tlt«l«*#t«tt #t#tl>*»t«t l*Kt «*«* «!** f tm «tMt ttft ttttt* #tt<t# t*t*t#t* ftftttii tttttttttt tltttttttt ttat tittt »t#t tttt t*ti tttt tttltMi tttttt tttt ttttttt tttttt tttt tttt ttt tttt tttt tttttttttt ttlttttttt tttttttt tttttttt tttttt tttttt FOOT PC Version 2.23 (07/17/921 Input Data 1 2 3 4 5 6 7 8 1234 567890123456789012345678501234 56799012345678901234567 89012345678901234567890 1163 Rancho Santa Fe Rd Left VERSION 2,25 04/05/93 4.50 4,50 15,84 0 PIN PIK 3 2 2 4 CHECK 12,2 12 ,2 4.0 SPREAD 3250. 60000. 150,0 13 13 6 6 3.00 X 25 25 8 8 3.00 X y- 5 12 .00 12,00 12.00 120.00 no.00 5.00 25.00 28.00 247,00 .41 9,39 688.00 : LOADS TOP 0 0 0 0 0 0 0 0 0 0 ; ., 0 0 0 0 0 0 0 0 0 0 1038 36 198 68 284 2 2 0 0 0 0 0 0 0 0 0 0 0 456 74 541 0 : 0 0 0 0 0 0 ' : 0 0 0 0 0 0 0 0 0 0 0 0 0, 0. 0, 0. 0. 0, 0. 0. 0. 0, 0, 0. 0. 0. 1280, 1239. 1199, 1159. 1119. 1079. 1039. 0. 0, 0. 0. 0. 0. 0. 0. 0, 0. 0. 0. 0. 0, 798. 838. 879. 919. 959. 999. 1039, Copyright (c) 1984 State of California, Department of Transporta (cl 1990-92 Doklten Engineering All rights reserved. Date: 03/10/03 Time: 11:59:25 File: B2_4FT,IN User: Unknown Page 1 of 14 Page 2 of 14 B2_4FT,PRT Title 1163 Rancho Santa Fe Rd. Left i/10/2003 12:01 PM 11:59:25 03/10/03 Page 1 B2_4FT.PRT Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:01 PM 11:59:25 03/10/03 Page 2 Pile and Spread Footing Design Program version 2,23 07/17/92 Column Data Top Flexure Reinforcement Data Number of Bars X-dir (Tran) = 13 Number of Bars V-dir (Tran) = 13 Bar Size in X-dir (Tranl = 6 Bar Size in Y-dir (LongI = 6 Top Bar Clearance - 3,00 inches Direction of Top Bars = X direction Column Width X-dir (TransI = 4.50 ft Column Depth Y-dir ILongl = 4,50 ft Column Area = 15.84 ft**2 Equivalent Width X-dir (Trana) ^ 3.98 ft Equivalent Depth Y-dir {LongI = 3,98 ft Live Load Percent Impact - 0.00 percent End Condition about X-axis ^ PIN End Condition about Y-axis = PIN Number of Columns in Bent = 3 columns Bottom Flexure Reinforcement Data Number of Bars x-dir (Tranl Number of Bars Y-dir (Tran) Bar Size in x-dir (Tran) Bar Size in Y-dir (Long) Bottom Bar Clearance Direction of Bottom Bars 3.00 inches X direction Footing Key Data .Shear Reinforcement Data Key Length x-dir (TransI = 2.00 ft Key Width Y-dir (LongI = 2.00 ft Key Area - 4,00 ff Equivalent Length X-dir (Trans) = 2.0O ft Equivalent Width Y-dir (Long) = 2.00 ft Stirrup Bar Size - 5 Stirrup Spacing X-dir (Tran) = 12.00 inches Stirrup Spacing Y-dir (Long) = 12,00 inches Footing Data Type of Footing Analysis ^ CHECK Footing Length x-dir (Tranl ^ 12.20 ft Footing Width Y-dir (LongI = 12.20 ft Min Footing Depth Considered = 4,00 ft Max Footing Depth considered = 10.00 ft Type of Footing ^ SPREAD Depth of Earth Cover Unit Weight of Cover Environmental Factor (Zl Net Bearing capacity (Service! Max Bearing Capacity (Servicel (includes weight of Overburden) Spread Footing Cost Data = 12,00 ft - 120,00 pcf - 170,00 k/in 5.00 tons/ft* 5,96 tons/ft* 5ting Material Properties Ultimate Concrete Compressive Stress (FC) ^ 3250,0 psi Yield Stress ot Steel Reinforcement (F¥| ^ 60000.0 psi unit Weight of Concrete ^ 150,0 pcf Modular Ratio (ES/EC) (N) ^ 8.9 Contract Item Pri Unit Structure Excavation (Bridge) = 25,00 S/cy Structure Backfill (Bridge) = 28.00 S/cy Structural Concrete Bridge Footing - 247,00 S/cy Bar Reinforcement (Bridge) = 0.41 S/lb Page 3 of 14 Page 4 of 14 B2 4FT.PRT Title 1163 Rancho Santa Fe Rd, Left 3_'iq/2003 12:01_PH 11:59:25 03/10/03 Page 3 B2_4FT,PRT Title 1163 Rancho Santa Fe Rd. Left 3/10/2003_12^:01_ PM 11:59:25 03/10/03 Page 4 Footing Load Data (k-ft) Service Loads (SERI for Footing Design (l(-ftl LOADS TOP NOTE: Ratio ^ Max Bearing Capacity / Max Press, : LL*lmpact : Case 1 Case 2 Case 3 Dead Pre Trans Long Axial Load Stress HY-Max HX-Max N-Nax Max Bearing capacity (ksf) 11,92 LF CF-MY Temp Loading Applied Loads Tran Long Min Press Max Press Ratio MY 0 0 0 0 0 0 0 0 0 0 '.! •• Grp Ca MY MX M P (ksei (ksf) MX 0 0 0 0 0 0 0 0 0 0 P 1038 36 198 68 284 2 2 0 0 0 IH 1 0. 0. 0. 1553, 10 43 10 43 1 14 OK PMY 0 0 0 0 ;- IH 2 0, 0. 0. 1423. 9 56 9 56 1 25 OK PMX 0 0 0 0 IH 3 0. 0. 0. 1639, 11 01 11 01 1 08 OK P 456 74 541 0 II 0. 0. 0. 1142. 7 67 7 67 1 55 OK III 1 0. 0. 0. 1301. a 74 8 74 1 36 OK III 2 0. 0. 0. 1197. a 04 a 04 1 4S OK III 3 0, 0. 0. 1369, 9 20 9 20 1 30 OK IV 1 0, 0. 0. 1298, 8 72 8 72 1 37 OK (ARS) Unreduced Seismic Arbitrary Loads Arbitrary Loads IV 2 0. 0. 0. 1194. a 02 8 02 1 49 OK • case 1 Case 2 Service Service Factored Factored IV 3 0. 0. 0. 1367. 9 19 9 19 1 30 OK Max Tran Max Long ALI AL2 ALI AL2 V 0. 0. 0. 1049. 7 05 7 05 1 69 OK VI 1 0. 0. 0, 1191. a 00 a 00 1 49 OK MV Tran 0. 0, 0, 0. 0, 0. VI 2 0. 0. 0. 1098. 7 38 7 38 1 62 OK MX Long 0. 0, 0, 0. 0, 0, VI 3 0. 0. 0, 1253. 8 42 8 42 1 42 OK P Axial 0. 0, 0, 0. 0, 0, Case I - Haximuin Axial Load Probable Plastic (PB> Loads (1,3 X Nominal Moment! (k-ft) PBl PB2 PB3 PB4 PBS PB6 Max Tran 75-degree 60-degree 45-degree 30-degree 15-de3ree 0. 0, 1280, 0. 0. 1239. 0. 0, 1199, 0. 0. 1159. 0. 0. 1119. 0. 0. 1079. PB7 Max Long 0. 1039. The following are included in the Applied Loads above: Weight of Cover = 192. kips Weight of Footing - 89, kips Total ^ 281. kips Por Group IH Case 3 the footing stresses at each corner are: 11,01 11,01 11,01 11.01 Case II - Minimum Axial Load Probable Plastic (PB| Loads (1.3 X Nominal Moment) (k-ft) Max Tran 75-degree 60-degree 45-degree 30-degree 15-degree Max Long 0. 979. 0, 0, 919. Page 5 of 14 Page 6 of 14 B2_4FT,PRT Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:01 PM 11:59:25 03/10/03 Page 5 B2 4FT.PRT Title 1163 Rancho Santa Fe Rd, Left 3/10/2003 12:01 PM 11:59:25 03/10/03 Page 6 • Factored Loads (FAC) for Footing Design ()(-ft) Earthquake Loads (EQ) for Footing Design (k-ft) NOTE: Ratio = Max Bearing capacity / Max Press, PHI - .50 Max Bearing Capacity (ksf) 16,92 The following are included in the Applied Loads above: weight of Cover = 249. kips Weight of Footing - 116, kips Total - 365. )cips For Group IP Case 3 the tooting stresses at each corner ace; 16.49 16.49 16,49 16.49 Note: Ratio - Max Bearing Capacity / Max Press, ARS Unreduced Seismic (VII) i. Probable Plastic (PB) PHI =1,00 Max Bearing Capacity (ksf) Applied Loads Min Max 31.92 Loading Tran Long Comb Axial Press Press Ratio Grp Ca MY MX M P (ksf) (ksf) Applied Loads Min Max Loading Tran Long Comb Axial Press Press Ratio IH 1 0. 0. 0, 2179. 14 64 14 64 1 16 OK • • Grp ca MY MX M P (ksf 1 (ksf) IH 2 0, 0, 0, 1898. 12 75 12 75 1 33 OK IH 3 0, 0. 0, 2366, 15 89 15 89 1 06 OK PBl 1 0, 0. 0. 1561, 10.49 10.49 3 04 OK IP 1 0, 0, 0. 2343. 15 74 15 74 1 07 OK PB2 1 0. 0. 0. 1520 . 10.21 10.21 3 13 OK IP 2 0, 0, 0, 1847, 12 41 12 41 1 36 OK PB3 1 0, 0. 0. 1480, 9,94 9,94 3 21 OK IP 3 0, 0. 0, 2454, 16 49 16 49 1 03 OK PB4 1 0. 0. 0. 1440, 9.67 9.67 3 30 OK II 0, 0. 0. 1753 . 11 78 11 78 1 44 OK • PB5 1 0. 0. 0, 1400, 9,40 9.40 3 39 OK III 1 0, 0, 0, 2011, 13 51 13 51 1 25 OK PB6 1 0, 0, 0. 1360, 9, 14 9.14 3 49 OK III 2 0, 0, 0 . 1B42, 12 38 12 38 1 37 OK PB7 1 0. 0, 0. 1320, 8,87 8.87 3 60 OK III 3 0, 0, 0, 2123, 14 26 14 26 1 19 OK PBl 2 0, 0. 0. 1079, 7,25 7.25 4 40 OK IV 1 0, 0, 0, 2008, 13 49 13 49 1 25 OK PB2 2 0, 0. 0. 1119, 7 ,52 7.52 4 25 OK IV 2 0, 0, 0, 1839. 12 35 12 35 1 37 OK • ' PB3 2 0. 0. 0. 1160. 7 .79 7.79 4 10 OK IV 3 0, 0, 0, 2120. 14 24 14 24 1 19 OK PB4 2 0, 0, 0. 1200, 8,06 a.06 3 96 OK V 0. 0. 0, 1701. 11 43 11 43 1 48 OK PB5 2 0. 0. 0. 1240. 8.33 8.33 3 83 OK VI 1 0. 0, 0, 1949. 13 10 13 10 1 29 OK PB6 2 0. 0. 0. 1280. 8.60 8.60 3 71 OK VI 2 0, 0. 0, 1787. 12 00 12 00 1 41 OK PB7 2 0. 0. 0. 1320, 8,87 B.87 3 60 OK VI 3 0. 0. 0. 2057. 13 32 13 82 1 22 OK The following are included in the Applied Loads above; weight of Cover = 192. kips Weight of Footing = 89. kips Total = 281. kips For Group pal Case 1 the footing stresses at each corner are; 10.49 10.49 10,49 10.49 Page 7 of 14 Page 8 of 14 J B3_4FT.PRT ,3'10'2003 IJi^Ol J-M lli59;25 03/10/03 Page 7 B2_4FT.PRT Title 1163 Rancho Santa Fe Rd. Left • Design of Bottom Fiexural Reinforcement * Key to Types of Loads: SER = Service Loads. FAC - Factored Loads. PHI - 0,90 EQ = Earthquake Loads, PHI =1.00 MINI = Minimum Reinforcement (Art 8,17.1,1) based on 1,2 X the Cracking Moment. KIN2 = Waiver of Minimum Reinforcement (Art 8.17.1.2) based on steel area one third greater than required by analysis. HAX - Maximum Reinforcement (Art 8.16,3,1) based on .75 x balanced steel ratio. Title 1163 Rancho Santa Fe Rd, Lett 3/10/2003 12:01 11:59:25 03/10/03 Page 8 Footing Depth = 4,00 ft Bar Bar Load Control Depth Applied Required Num Footing Depth -4,00 ft Size Dir Type Grp Ca Effective Moment Steel Area Bars (inches) (k-ft) (sq in) Bar Bar Load Control Depth Applied Required Num •' • Size Dir Type Grp Ca Effective Moment Steel Area Bars 8 X SER IH 3 44 44 1423, 14 22 19 (inches) (k-tt) (sq in) 8 Y SER IH 3 43 31 1423, 15 65 20 -:• ' • 6 X SER IH 1 44 56 0, 0 00 0 8 X PAC IP 3 44 44 2195. 11 19 15 6 Y SER IH 1 43 68 0, a 00 0 8 Y FAC IP 3 43 31 2195. 11 49 15 • 6 X FAC IH 1 44 56 0. 0 00 0 8 X BQ PBl 1 44 44 1340. 6 09 8 • r, i. 6 Y FAC IH 1 43 68 0, 0 00 0 8 Y EQ PBl 1 43 31 1340. e 26 8 6 X EQ PBl 1 44 56 0, 0 DO 0 8 X MINI 44 44 2404. 12 27 16 6 Y EQ PBl 1 43 68 0, 0 00 0 8 Y MINI 43 31 2404. 12 61 16 6 X MINI 44 56 2404, 12 24 28 e X MIN2 44 44 1898. 18 96 25 '- ., 6 Y MINI 43 68 2404. 12 49 29 8 V HIN2 43 31 1898. 20 86 27 •. . 6 X MIN2 44 56 0, 0 00 0 8 X MAX 44 44 18334. 113 01 144 6 Y MIN2 43 68 0, 0 00 0 8 Y MAX 43 31 17413. 110 13 140 6 X HAX 44 56 18437. 113 32 25B ..... ...... Control 6 Y MAX 43 68 17716. 111 09 253 8 X SER IH 3 44 44 1423 , 14 22 19 6 X HIN3 44 56 789. 3 96 9 8 Y SER IH 3 43 31 1423 , 15 65 20 •ii', 6 Y M1N3 43 68 773. 3 96 9 Control 6 X HIH 3 44 56 789. 3 96 9 - -1 6 Y MIN3 43 68 773. 3 96 9 • Design of Top Fiexural Reinforcement • Key to Types of Loads: SER - Service Loads. FAC = Factored Loads. PHI = 0,90 EO = Earthquake Loads. PHI =1,00 MINI = Minimum Reinforcement (Art 8,17,1,1) based on 1.2 X the Cracking Moment. MIN2 = waiver of Minimum Reinforcement (Art 8,17,1,2) )3ased on steel area one third greater than required by analysis. MAX - Maximum Reinforcement (Art 8.16.3,1) liased on ,75 x balanced steel ratio, MIN3 = Hiniumum Reinforcement (Temperature) (Art 8.20) based on 18' maximum bar spacing. Page 9 of 14 Page 10 of 14 B2_4FT.PRT Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:01 PM 11;59;25 03/10/03 Page 9 B2 4FT,PRT Title 1163 Rancho Santa Fe Rd, Left 3/10/2003 12;01 PM 11:59:25 03/10/03 Page 10 Final Results for Footing Check Footing Length Footing Width Input Depth Spread Footing Stress Results = 12,20 ft = 12,20 ft 4.00 £t Load Type Control Grp Ca SER V FAC V EQ PBl Min Footing Stress (ksf) 11.43 7.25 Control Grp Ca Max Footing Stress (ksf 1 11,01 16.49 10,49 Max Bearing capacity (ksf) 11.92 OK 16.92 OK 31,92 OK Shear Results Depth i 4,00 ft Perimeter (BO) = 22,62 ft Ratio = Capacity / Applied Load Cont -ol Depth Shear Shear Type Grp Ca Effective Applied Capac i ty Ratio inches) (kips) (kips) FAC IP 3 DX = 44,44 VX = 236 . VUX 1226. 5,20 OK FAC IP 3 DY = 43,31 W = 252. VUV 1194, 4.75 OK FAC IP 3 DP - 43,87 VP = 1617. VUP 2308, 1.43 OK EQ PBl 1 DX = 44.44 V)t = 144. VUX 1226. 8.51 OK EQ PBl 1 DY = 43.31 W = 154. VUY 1194, 7.77 OK EO PBl 1 DP = 43.87 VP = 987. VUP 2308. 2,34 OK Minimum, Preferred Bar Spacing & Development Length (units Inches) The clear distance between parallel bars shall not be less than 1.5 bar diameters (nominal). 1,5 times the maximum size course aggregate. nor 1,5 inches (Code 8.21.1). Preferred center to center spacing leased on Bridge Design Details P 13-20. Bar Nominal Min Clear Deformed Minimum Preferred E>eve lopment Size Area Diameter Distance Diameter c-o-C C-to-C Length Spacing Spacing SPC-cS" SPC>-6 4 ,20 ,500 2.250 .563 2 813 3 ,250 12 12 5 ,31 .625 2,250 ,688 2 938 3 ,500 15 12 6 ,44 .750 2.250 .875 3 125 3 ,750 19 15 7 ,60 .875 2,250 1.000 3 250 4,000 26 20 8 ,79 1,000 2,250 1, 125 3 375 4,250 34 27 9 1,00 1,128 2.250 1.250 3 500 4,500 42 34 10 1 ,27 1.270 2,250 1,438 3 688 4.750 54 43 11 1,56 1,410 2,^50 1.625 3 875 5.000 66 53 14 2.25 1,693 2,539 1,875 4 414 5, 500 90 72 18 4.00 2,257 3,386 2.500 5 886 6.000 116 93 ... Error Codes: 1 = Bar Spacing less than the AASHTO min imum (Code 8.21,1) 2 = Bar Spacing less than the preferred CALTRANS minimum (Br, Des Det, ) 3 = Bar Spacing more than the AASHTO maximum (IB-) (Code a 20) , 4 = Inadequate development length (Code 8,25 Top and Bottom Flexure Results Footing Depth = 4,00 ft Bar Bar Load Contr ol Eff Applied Bar Area Bars Bars Error Size Dir Type Grp Ca Depth Moment Space Req Req Input Code (in) (k-ft) (in) Isi) Top 6 X HIN3 44, 56 789, 11.63 3 ,96 9 13 OK 6 Y MIN3 43, 68 773. 11,63 3 .96 9 13 OK Bottom 8 X SER IH 3 44.44 1423. 5,80 14,22 19 25 OK 8 Y SER IH 3 43.31 1423. 5,80 15,65 20 25 OK Page 11 of 14 Page 12 of 14 B2 4FT,PRT 3/10/2003 12:01 PM B2_4FT.PRT Title 1163 Rancho Santa Fe Rd. Left Bar Reinforcing Steel 11:59:25 03/10/03 Page 11 Title 1163 Rancho Santa Fe Rd. Left 3/10/2003 12:01 PH 11:59:25 03/10/03 Page 12 Bar Type Bar Num Length Weight Weight Size Bar (ft) (Ib/ftI (lbs) Top X-Bar 6 13 11.7 1.502 228, Y-Bar 6 13 11.7 1.502 228. Bottom X-Bar 8 25 11,7 2.670 781, Y-Bar 8 25 11,7 2.670 781. Stirrup 5 120 4.8 1.043 605. ... NOTE: Stirrups are required in a band extending 6 inches Run Time: 00:00: 0.06 End of Run, maximum from the column reinforcement to 44 inches from the face of the column in the "X' direction and 43 inches from the face of the column in the 'Y" direction. ' Quantities and Estimated coat -Spread Footing • Contract Item Unit Quantity Price Amount Structure Excavation (BBI cy 119. 25.00 2987. Structure Backfill (BR) cy 90. 28.00 2531. Structure Concrete, BR FTG cy 22 , 247.00 5446. Bar Reinforcement (BR) lb 2624, 0.41 1076. Total Cost 12041. Page 13 of 14 Page 14 ot 14 DOKKEN ENOINEERINB 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO. CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 1^ &•^7 ^ 5 JOB SUBJECT 7^ BY CHECK JOB NO, SHEET RSF FREEi RSF FREE.PRT Susan Perano Craig Harrington • oittatit • •*iiiit>*«>t lint ••«•>•* tmitiitt • «it> •(•••••t*i • >a*ll>lll«*l> •••*•>*>••*« t>*> tat) tatatata aatatatt attt atat aiatfttttiiia tiai'tiaiata tttttatatata tiiaiaiatata attatttatata atataittiata attt tiat tttt taaa tata lata atatatttiata atatattitata ttttatataati tataai tatatatiat aiaiatatttia tttt atta tttat atatati aaiataa ttati atat aaia aiaiatatatta laaaiataia atatta atitatatat itataiatai lattatttat attatataia attiaaiaaa latataaa aiiatatatt taaatttatat atat aiti itaiaiatat taaiaaatat lata aiaa ataatatataa atattattta itataaaa latatt lataat tatattai tttttaaa tatatiiiaa tttttitaat aaaa ttia aata tata atat aat* atatata atatta atat ataaata atttaa atat titt tta atta atat ttttatatat tttttaitai tataatti aatatatt tatata atiati SEISAB PC Version 1.42 105/05/S4) ic) 1990-34 Dokken Engineerina All rights reserved. Time: 10:27:01 Date: 10/30/02 SEISAB -RAHCHO SANTA FE LBFT" RESPONSE SPECTRUM ANALYSIS SUPERSTRUCTURE JOINTS 3 COLUMN JOINTS 2 OUTPUT LEUEL 0 BLOCKING FACTOR EO ALIGNMENT OFFSET L 36.13 STATION 270 ' 32,00 COORDINATES N 1000,0 E 1000.0 BEARING N Zf. 44 04 W ac 273 + 66,13 RADIUS R 1400 BEARING N 03 S7 46 E SPAN LENGTHS 120 140 120 AREA e& 111 1240 122 19200 U3 371 DENSITY .15 WEIGHT 3,55 B 520000 DESCRIBE COLUMN 'COL' SEGMENTS 1 AREA 15,90 111 12.60 122 6,30 133 6,30 DENSITY .15 E 520000 Date. Time. File' user' 10/30/oa 10:27:01 RSF_FREE. Unknown tattatt atatiataa aa ai tta aaaaaa laaiat • tt at ta atattataa laiaatt tataiatat laaatatat aaaia aiaia tatatatat lataiaiat tatatatat ataatiaat tat tat tat Ita ata aia attttatat atiaiattt atitata tatttataa aataitttt attiiitti itiatat taaaaaata ta It tat atttii laiiia aaa at ta atatatata tataiat Oate: 05/05/94 •aitiati atattatat at at at lat aiataiat aaaaatat ta ata ta ta taiataata itiatata written By: Roy Imbsen Jon Lea VIC Kaliakin Ken Perano Jaines (^tes SPECIAL CAP 'BENTCAP' 133 97,1 E 520000 ABUTMENT STATION 270 f 32 BEARINO N 74 44 04 W N 67 29 01 W ELEVATION 355.5 347,9 CONNECTION PRE. FRE BENT SEARINC N 74 44 04 M N 74 44 04 W ELEVATION TOP 350.7 34B,3 HEIGHT 29,0 27.0 SPECIAL CAP 'BENTCAP' AT 2,3 COLUMN NORMAL LAVOUT COL' 20,2, 20 COLUMN TOP FIX AT 2,3 COLUMN BOTTOM PIN AT 2 , 3 COLUMN TOP END JOINT SIZE 0 CONNECTION FIK AT 2,3 LOADS RESPONSE SPECTRUM ARBITRARY CURVE PERIOD 0,0100 0,0500 0.0648 0.1782 0,2008 0,2179 0,3414 0,3478 0.4034 0,7007 0.7178 0,e020 0,8304 1,2569 1,4242 1,5107 1,6029 2.6292 2,981S 2,9843 3.628^ 3. VALUE 0.3202 0,3202 0.4031 0,5070 0, 0.8151 0.8367 0.8421 0,8451 0. 0.7760 0.7703 0,7150 0,7105 0. 0,5369 0.5287 0,4881 0,4744 0. 0,2981 0,2583 0,2390 0,2205 0, 0,1028 0,0815 0.0814 0.0611 0, GRAVITY 32,2 FINISH AT 2, . 0896 .2358 .4079 0957 0.1221 2540 0,2681 4737 0.4780 9274 0.930fl 7374 1.B023 5488 4.0000 5360 0,6447 8419 0,8334 6485 0,6443 4276 0.4262 1988 0.1870 06D4 0.0484 0,1318 0.1480 0.2771 0.2959 0,5331 0,6374 1,017S 1,0300 1,8592 2,0329 0.685B 0,7505 0.3325 0.8186 0.6178 0,6157 0,3840 0.3774 0.177S 0,1547 0.1511 0,1716 0,2973 0,3119 0,6090 0.61O8 1.1289 1,2242 2.0749 2.5136 ,7615 0.8069 .8153 0.8048 .5812 0,5803 .3415 0,3089 ,1499 0,1105 on JD 1 ----SEISAB---- (PC vets 1.42) 10/30/02 RAHCHO SANTA FE LEFT SEISAB DATA INPUT RESPONSE SPECTRUM THE BRIDGE MODEL GENERATED IS BASED ON: 3 IHTERMEDIATE JOINTIS) ON EACH SPAN 2 INTERMEDIATE JOINT(S) ON EACH COLUMN THE NUMBER OF EQUATIONS PER BLOCK IS SET BY THE USER TO BE 60 OUTPUT LEVEL 0 IS IN EFFECT - - - -SEISAB---- RAHCHO SANTA FE LEFT IPC Vets 1.42) Page 10/30/02 ALIGNMENT DATA INPUT INPUT DATA DEFINING AN INITIAL REFERENCE POINT AHD LINE STATION 27032,000 OFFSET 36.130 AZIMUTH 323.266 STATION COORDINATE N 1000,000 e 1000,000 CURVE INFORMATION STATION DIRECTION 27366.13 R RADIUS 1400.000 TANGENT AZIMUTH RSF FREE.l JRSF FREE.PRT Page 3 .---SEISAB---- (PC Vers 1.42) 10/30/02 RANCHO SANTA FE LEFT SPAH DATA INPUT SEGMENT SPAH 1 120,00 120,00 140,00 140,00 120,00 120.00 85,00 1240.00 19200,00 371,00 95,00 1240,00 19200,00 371,00 S5 ,00 1240,00 19200.00 371.00 ELASTIC SEtMENT WT/LEHGTH DENSITY MODULUS 3.550 0.150 520000, 3,550 0,150 52000D. 0,150 520000. ----SEISAB---- RANCHO SANTA FE LEFT IPC VHtH 1.42) Page 10/30/02 DESCRIBE DATA INPUT COLUMN INFORMATION TITLE: COL INFORMATION: ELASTIC DENSITY HODULUS 0.150 52Q0D0, 111 12, 60 122 6,30 133 6 .30 BENT CAP AND/OR SPECIAL SENT CAP INFORMATION NO. I TITLE: BENTCAP IHFORHATION: 1 RSF FREE;. SF FREE.PRT DENSITY: ELASTIC MODULUS: 520000. AREA 111 SPECIAL CAP HEHBER 133 97.10 ----SEISA RANCHO SANTA FE LEFT (PC Vers 1.421 Page 10/30/02 I ABUTMENT DATA INPUT STATION ELEVATION AZIMUTH 27032.00 355,50 347,90 285.266 292.516 ABUTMENT TO BRIDGE CONNECTION TYPE FREE FREE ----SEISA RANCHO SANTA FE LEFT IPC Vers 1.42) Page 6 10/30/02 BENT DATA INPUT BENT GEOMETRY AHD WEIGHT INFORMATION BENT TOP BEHT BOT AZIMUTH ELEVATION ELEVATION 285.266 285.266 350,70 348.30 321,70 0.00 321.30 0,00 BEHT CAP AND/OR SPECIAL BENT CAP PROPERTIES TITLE AREA 111 122 BENTCAP BENTCAP SPECIAL CAP HEHBER SPECIAL CAP MEHBER ELASTIC HODULUS 97. 10 97 .10 520000. 520000, -- - - SEISA RANCHO SANTA FE LEFT (PC Vers 1,42) Page 10/30/02 BENT DATA INPUT (CONTINUED) BENT COLUMN GROUPINGS SPACING COL TITLE NORMAL 1 COL 2 COL 3 COL NORMAL 1 COL 2 COL 1 COL -20,20 O.OO 20,20 -20,20 0, 00 20.20 GROUP OFFSET 0,00 BENT CONNECTIVITY INFORMATION EUPERSTR CONTINUITY BENT TO SUPERSTR CONNECTION TYPE BRDGE MDTH MSRMNT TYP BRDGE WDTH CONTINUOUS CONTINUOUS FIXED FIXED BENT COLUMN END INFORMATION TOP BOTTOM BHT COL CONN TYP JNT SIZE BRG ELMT CONH TYP JNT SIZE BRG ELHT 2 ALL FIXED 3 ALL PIKED PINHED PINNED 0. 00 0,00 - - - - SEISAB - - -- RANCHO SANTA FE LEFT (PC Vets 1,421 10/30/02 BEHT DATA IHPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION SEGMENT LENGTH/ DENSITY AREA/ ELAS HODLS 111 122 133 COLUMN 1 1 ( 28,90) 0, 150 15,90 520000, 12.60 6.30 6,30 COLUMN 2 1 1 28, 90) 0.150 15.90 520000, 12,60 6,30 6. 30 couim 3 1 ( 2S.9DI 0 , 150 15,90 520000. 12.60 6,30 6,30 BENT 3 SEGMENT LENGTH/ DENSITY AREA/ ELAS MODLS 111 122 133 COLUHN 1 1 ( 36 ,90) 0. 150 15,90 520000, 12 ,60 6,30 6 .30 RSF FREE.f FREE.PRT 1 26.90) 15.90 12.6G 0,150 520000. PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH, THE ACCELERATION SPECTRUM IS INPUT BY THE USER DAHPIMG COEFFICIENT = 0,05 ACCELERATION DUE TO GRAVITY ^ 32.20 DIGITIZED ACCELERATION SPECTRUM POINT PERIOD VALUE ----SEISA RANCHO SANTA FE LEFT (PC Vers 1.42) Page 10/30/02 BENT DATA INPUT (CONTINUED) BENT COLUMN PROPERTY INFORMATION (CONTINUED) BENT 3 (CONTINUED) LENGTH/ AREA/ DENSITY ELAS MODLS 26,90) 15,90 12.60 6.30 6,30 0,150 520000. 0.010 0. 050 0.065 0 ,089 0 ,096 0 ,122 0,132 0. 148 0.151 0, 172 0, 178 0.201 0.218 0,236 0.254 0 .268 0.277 0,296 0,297 0,312 0,341 0,348 0,403 0,408 0.474 0,3202 0. 3202 0.4031 0.5070 0,5360 0.6447 0.6853 0.7505 0.7615 0,8069 0,8151 0,8367 0,8421 0,8451 0.8419 0,8384 0,8325 0.8186 0.B153 0,3048 0.7760 0.7703 0,7150 0,7105 0.6135 - - - -SEISAB----IPC Vers 1,42) RANCHO SANTA PE LEFT LOADINGS DATA INPUT (CONTINUED) DIGITIZED ACCELERATION SPECTRUM (CC«JTINUED) POINT PERIOD VALUE PARENTHESES INDICATE AN ADJUSTED SEGMENT LENGTH, ----SEISAB---- HANCHO SANTA FE LEFT (PC Vers 1.42) Page 10 10/30/02 LOADINGS DATA INPUT THE NUMBER OF MODE SHAPES FOUND WILL BE 3-NUMBER QF SPANS (20 MAXIMUM) on 0.478 0.533 0,537 0 ,609 0.611 0.701 0.713 0.802 0,830 0, 927 0. 930 1.018 1, 030 1.129 1 ,224 1.257 1.424 1.511 1 ,603 1,737 1 ,802 1,859 2,033 2.075 2. 514 2 ,629 2,982 2 ,984 3 , 528 3 , 549 4 .000 0,6443 0.6178 0.6157 0.5812 0,5803 0,5369 0,5287 0.4881 D.4744 0-4276 U.4262 0.3840 0.3774 0,3415 0.3089 0,2931 0,2533 0,2390 0,2205 0.1988 0.1870 0,1778 0,1547 0,1499 0.1105 0,1028 0,0815 0.0814 0 .0611 0,0604 0,0434 RSF FREEA ISF FREE.PRT - - -- SEISAB - - -- RANCHO SANTA PE LEFT (PC Vets 1,42) Page 12 10/30/02 LOADING DATA INPUT ICONTINUEDI PLOT OF THE USER IHPUT ACCELERATION SPECTRUM ----SEISA RAHCHO SANTA FE LEFT PERIOD (SECCWDS) (PC Vers 1.42) Page 13 10/30/02 LOADINGS DATA INPUT (CONTINUED) LOAD CASE AND LOAD CASE COMBINATION INFORMATION DIRECTION Y 2 DESCRIPTICii 0.000 -0,803 LONGITUDINAL O.OOO -0.597 TRAHSVERSE 1,0'LOHG • 0,3-TRAIJS 0.3'LONG + I.O'TRANS S3 I ----SEISA RANCHO SANTA FE LEFT (Version 1.42) Page 14 10/30/02 RESPONSE SPECTRUM RESULTS VIBRATION CHARACTERISTICS PARTICIPATION FACTORS PERIOD FREQUENCY CS 2.474 1.818 1.687 0,411 0.301 0. 274 0,235 0,137 0,106 0 .404 0,11 0.550 0.18 0 ,593 0.21 2,433 0.71 3 ,319 0,81 3,650 0,83 4,260 0,84 7.318 0.71 9,416 0,58 -2,951 2,712 13,365 0,048 -0.069 0,244 0. 000 0,061 O.OOl 0,064 -0,009 0,069 2 , 359 7,377 -0,332 -8,690 -0,514 -1.095 2 ,597 -13,306 3 ,280 0.042 0,024 -0,216 0.082 -0.230 -0,133 THE 9 LOWEST FREQUENCIES WERE EXTRACTED. ----SEISAB---- RANCHO SANTA FE LEFT Page 15 10/30/02 RESPONSE SPECTRUM RESULTS ICONTINUEDI CQC DISPLACEMENTS , , , .LEFT FACE RGHT PACE OPNNG/CLSNG. . . ITEM LC LNGTUran, TRHSVRSE LNGTUDNL TRHSVRSE LNGTUDNL TRNSVRSE 0.000 0. 000 0.000 D.OOO 0.446 0,198 0.505 0,332 0,446 0, 198 0.5O5 0. 332 0,446 0.198 0,505 0 ,332 0,000 0,000 0,000 0, 000 0,162 0.373 0.271 0 . 422 0,238 0,495 D,3B6 0,566 0, 306 0.658 0, 503 0.750 0,446 0. 198 0.505 0.332 0.446 0.19B 0,505 0,332 0,446 0,198 0, 505 0. 332 0. DOO 0 .000 0 . 000 0,000 0.229 0.431 0.162 0 . 373 0 ,274 0,422 0,233 0.495 0, 386 0.566 0.000 0, 000 0.000 O.OOO 0. 446 0. 198 0.505 0,332 0 ,000 0 ,000 0.000 O.OOO 0, 000 0, 000 0. 000 0.000 0.446 0 , 198 0,505 0, 332 U.llO 0,393 0,229 0.431 0. 000 0. 000 0.000 0 ,000 0 ,000 0 ,000 D.OOO 0,000 0, 306 0, 659 0,503 0 ,750 1 LOAD CASE/COMB DESCRIPTION LONGITUDINAL TRANSVERSE •LONG • D,3*TRANS •LONG • 1.D^TRANE ----SEISA RANCHO SAHTA FE LEFT Page 16 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES ,.,.LNGITUDNL,.., CL LOC LC SHEAR MOMENT AXIAL TORSION 104. 4 116. 9 139.5 143. 2 101 . 1 113 . 2 135.1 143.5 100.1 110,0 133 . 1 140.0 96 ,9 106,7 128.9 135,7 107. 123. 136 . 104 . 9 124 . 4 132.8 2971 . 3329. 3973 . 4222. 0 . 0 . 2850, 3135, 3791 , 3990, 0. 2737. 3078. 3660. 3399. 142. 105, 174, 148. 137, 102. 158. 103 , 139 , 151 , 153. 100 , 142 ,4 105,4 174, 0 143, 1 137,6 102.1 168.3 143. 4 0 . 4054 , 3004. 4955. 4220, 0. 4513 , 2950, 5398. 43D4. 0 . 4053 , 3003 . 4954 , 4219 , 141,6 223,5 208.7 266. 0 141.6 223.5 208. 7 266. 0 16.3 24 .0 16,8 24 ,0 165. 101. 165, 101 . 180. 223. 203, 265, 141. 223, 208. 265. 165 . 2 101,1 IBO .6 165, 101 . 180 , 165. 101, 180, 165. 101. 180, LOAD CASE/COMB DESCRIPTION LONGITUDINAL TRANSVERSE 1,OBLONG • 0.3*TRANS 0.3-LONG + I.O'TRANS ----SEISAB - - -- RAHCHO SANTA FE LEFT Page 17 IVersion 1,42) 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC COLUMN FORCES ICONTINUED) , . . . LNGITUDNL TRANSVRSE. , , . CL LOC LC SHEAR MOMENT SHEAR MOMENT AXIAL TORSION RSF FREE.i :SF FREE.PRT 1 BOT 1 204 ,9 241.8 142 , 0 193 . 5 200, 0 236.1 138,1 175 . 4 190 . 8 216.9 134.8 171,2 186, 2 211.6 131.3 155,5 177 , 9 194 , 9 123.1 151, 6 173 , 6 190. 1 LOAD CASE/COMB 0. 3870, 5274. 5452 , 6435. 3676. 4667. 5076. 5770 . 3493. 1135 . 4734 , 5183. 180. 5 161.9 229, 1 216,0 175, 9 157, 9 223 . 2 210,7 199. 5 158. 4 247,1 218 .3 194 ,8 154 ,4 241,1 212 ,9 180,6 161,7 229, 1 215.8 175, 9 157,7 223,3 210.5 0. 4799 . 4306 , 6091 , 5745. 5310. 4212. 6574. 5805 . 4801 . 4301 , 6091 , 5741. 187 , 305, 279, 361. 187 , 305, 279. 361 , 66,1 64, 0 79 ,4 187,5 303,8 278,6 160.0 187 , 5 303,8 278.6 360,0 63.9 188 ,0 120,3 207 .2 63,9 188 ,0 120.3 207 ,2 120, 207, 120, 207 , 188 , 120, 207. 12D. 207. ----SEISA RAHCHO SANTA FE LEFT DEECRIPTIOH LONGITUDINAL TRANSVERSE •LONG t 0,3*TRANS •LONG » 1.0-TRANS Page IB (version 1,42) 10/30/02 RESPONSE SPECTRUM RESULTS (CONTINUED) CQC ABUTMENT, HINGE AND JOINT FORCES W/R TO BRIDGE CL, W/R TO ITEM CL, LC VERT SHEAR LONGITUDNL TRNV SHEAR LONGITUDNL TRNV SHEAR 110.3 114.2 121 .2 154.5 167.6 190.9 0.0 0,0 0.0 0,0 0,0 0.0 RSF FREE.! SF FREE.PRT 1 LOAD CASE/COMB DESCRIPTION LOHGITUDINAL TRANSVERSE 1,0-LONG - 0,3"TRAHS 0,3-LONG 1 1,0'TRANS Run Time: OOiOD: 0, End of Run. r ARS Curve for Rancho Santa Fe Rd Period 0.0100- 0.0500^ 0.0648^ 0.0886 ^ 0.0957-^ 0.1221^ 0.1318^ 0.1480^ 0.1511-^ 0.1716^ 0.1782^ 0.2008^ 0.2179'" 0.2358^ 0.2540 ^ 0.2681^ 0.2771^ 0.2959^ 0.2973^ 0.3119-^ 0.3414" 0.3478^ 0.4034^ 0.4079^ 0.4737"^ 0.4780^ 0.533r "7^ 0.5374' 1 0.6090^ 0.6108'' - 0.7007^ • 0.7178^ 0.8020/ ' 0.8304' 0.9274" 0.9304' 1.0178*^ 1.0300^. 1.1289^ 1.2242 X 1.2569- 1.4242"' 1.5107-^ ATC-32 ARS Spectra Mag 7, Soil Type B Accel s O.SG nV 0.3002 0.3002 0.3821 0.4771 0.5054 0.6117 0.6508 0.7111 0.7226 0.7687 0.7748 0.7955 0.7976 0.7998 0.7943 0.7900 0.7825 0.7669 0.7629 0.7518 0.7214 0.7155 0.6639 0.6597 0.6027 0.5987 0.5518 0.5481 0.4937 0.4923 0.4348 0.4258 0.3815 0.3694 0.3280 0.3268 0.2960 0.2915 0.2628 0.2396 0.2317 0.2006 0.1875 0.3002 0.3002 0.3821 0.4771 0.5054 0.6117 0.6508 0.7111 0.7226 0.7687 0.7748 0.7955 0.7976 0.7998 0.7943 0.7900 0.7825 0.7669 0.7629 0.7518 0.7214 0.7155 0.6639 0.6597 0.6027 0.5987 0.5738 0.5719 0.5396 0.5388 0.4982 0.4905 0.4525 0.4397 0.3959 0.3946 0.3552 0.3498 0.3154 0.2876 0.2780 0.2407 0.2250 ATC-32 ARS Spectra Mag 7, Soil Type B Accel = 0.32G 0.3202^ 0.3202' 0.4031 ^ 0.5070" 0.5360 ^ 0.6447-' 0.6858^ 0.7505- 0.7615^ 0.8069"- 0.8151 - 0.8367-^ 0.8421' 0.8451- 0.8419' 0.8384 - 0.8325- 0.8186' 0.8153^ 0.8048- 0.7760' 0.7703 ' 0.7150- 0.7105' 0.6485" 0.6443^ 0.6178 ^ 0.6157- 0.5812- 0.5803- 0.5369- 0.5287^ 0.4881' 0.4744- * 0.4276" 0.4262- 0.3840' 0.3774- 0.3415- 0.3089- 0.2981 - 0.2583- 0.2390 - ATC-32 ARS Spectra Mag 7, Soil Type B Accel = 0.4G 0.4002 0.4002 0.4002 0.4002 0.4870 0.4870 0.6266 0.6266 0.6584 0.6584 0.7767 0.7767 0.8260 0.8260 0.9083 0.9083 0.9173 0.9173 0.9599 0.9599 0.9765 0.9765 1.0014 1.0014 1.0202 1.0202 1.0262 1.0262 1.0322 1.0322 1.0322 1.0322 1.0322 1.0322 1.0255 1.0255 1.0250 1.0250 1.0169 1.0169 0.9946 0.9946 0.9898 0.9898 0.9194 0.9194 0.9137 0.9137 0.8318 0.8318 0.8268 0.8268 0.7934 0.7631 0.7908 0.7589 0.7474 0.6884 0.7463 0.6867 0.6918 0.6171 0.6814 0.6035 0.6304 0.5412 0.6132 0.5202 0.5544 0.4619 0.5525 0.4601 0.4996 0.4163 0.4880 0.4067 0.4460 0.3717 0.3944 0.3287 0.3782 0.3151 0.3289 0.2741 0.2950 0.2458 r 1.6029 ^ 0.1736 0.2083 0.2205 0.2694 0.2245 1.7374"-0.1545 0.1854 0.1988-0.2525 0.2105 1.8023-" 0.1464 0.1757 0.1870-0.2321 0.1934 1.8592-0.1393 0.1672 0.1778-' 0.2206 0.1838 2.0329-^ 0.1206 0.1447 0.1547^ 0.1945 0.1621 2.0749-0.1176 0.1411 0.1499-0.1854 0.1545 2.5136' 0.0857 0.1028 0.1105-^ 0.1410 0.1175 2.6292^-0.0801 0.0962 0.1028^ 0.1294 0.1078 2.9818-0.0634 0.0760 0.0815"' 0.1036 0.0863 2.9843' 0.0632 0.0758 0.0814^ 0.1034 0.0862 3.5285' 0.0474 0.0569 0.0611' 0.0780 0.0650 3.5488-0.0468 0.0562 0.0604' 0.0774 0.0645 4.0000-0.0372 0.0446 0.0484 0.0632 0.0527 1,2000 Soil l^co-fOe. ^^p-- i C\-^ 1.0000 0.8000 -- o •"S 0.6000 _Q) 0) O O < 0.4000 0,2000 0.0000 BEST •Seriesl •Series2 •SeriesS 0.0000 0.5000 1.0000 1.5000 2.0000 2.5000 Period, (sec) 3,0000 3.5000 4.0000 4.5000 r DOKKEN ENGINEERING 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 (858)514-8377 Fax (858)514-8377 RANCHO SANTA FE ROAD AT SAN MARCOS CREEK ABUTMENT SUMMARY ABUTMENT HEIGHTS • LEFT BRIDGE ABUT 1 = 15.3' ABUT 4 = 17.9' • RIGHT BRIDGE ABUT 1 = 17.7' ABUT 4 = 19.1' ABUTMENT LENGTHS • LEFT BRIDGE FTG - DECK @ CL BRIDGE RIGHT BRIDGE ABUT 1 = 84'-.5" ABUT 4 = 92'-6.5" ABUT 1 = 84'-.5" ABUT 4 = 101'-6.25" MEASURED ALONG SKEW LOADING • DEAD LOAD, (DL, ADL, DIAPHRAGM) • LEFT BRIDGE ABUT1 = 970k 1163H (BDS) ABUT 4 = 979k • RIGHT BRIDGE ABUTI = 960k RTBR_H (BDS) ABUT 4 =1074K LIVE LOAD • LEFT BRIDGE ABUTI = 234k 1163H (BDS) ABUT 4 = 234k • RIGHT BRIDGE ABUT1 = 234k RTBR_H (BDS) ABUT 4 = 234k PERMIT LOAD • LEFT BRIDGE ABUTI = 579k 1163P (BDS) ABUT 4 = 579k • RIGHT BRIDGE ABUTI = SIMILAR ABUT 4 = SIMILAR DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 kip := 1000-lb Abutment Seat Width Parameters ^seismic ••= •948-ft ^bridge '•= 368 ft Heightcol 50-ft Skew := 58 deg Calculate Seat Width N := I 12 in + 0.03—-L^rirfge + 0.12~Heightcol \ MTD 5-1 Maximum longitudinal seismic displacement Bridge length from abutment to hinge Average column height Abutment skew 1 + Skew 8000-deg N := max N = 3.4376 ft N V A ^ seismic JJ N := ceil N N= 3.4376 ft Minimum seat width •0.01-m 0.01 m N = 3.4449 ft Seismic Requirements Aps := 0.1-ft SDC-July 1999 Aeq:= .510-ft AT:= 0.05-ft NAmin- 1.17-(Aps + AT + Aeq) NAmin = 0.7722 ft Use Minimum Seat width = 3.5 ft (Check Bearing Pad and P/S Blockout for min clearance) Job: 1163 Subject: Date: 12/15/2000 Rancho Santa Fe RD Abutment Seat Width By: mb 1163 abutment seat.MCD DOKKEN ENBINEERING 3914 MURPHY CANYON ROAD, SUITE A-153 • SAN DIEGO, CA 92123 PHONE (619) 514-8377 • FAX (619) 514-8608 0^ 5^ 5'-^" seAT (35 /^earWj JOB SUBJECT DATE BY CHECK JOB NO, SHEET D6 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 'X •2^ 5^ JOB SUBJECT DATE "BY" " CHECK JOB NO, SHEET * WinABUD * * * * Abutment Design * * Version 4.0.2 * * * * Imbsen Software Systems * * www.imbsen.com * * * * Windows (GUI) By: CV-McBridge Software * * Web Site: www.CV-McBridge.com * * * * Licensed To: Dokken Engineering * * License Date: Jul 31, 2002 * ************************************************************************* **************** * GENERAL DATA * ********************************** ********** * * * ****** *Vt ****** * * *> TYPE ABUTMENT (SHORT SEAT) =^ SS TYPE SUPERSTRUCTURE (CIP/PS?) = YES TYPE FOOTING = PILE TYPE ANALYSIS = DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) = SLD MATERIAL PROPERTIES: ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) 3.25 KSI YIELD STRESS FOR STEEL REBARS (FY) -60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % 1.3 KSI ALLOWABLE STEEL STRESS (% FY) = 40.0 % 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3249. KSI YOUNGS MODULUS FOR STEEL REBARS (ES) = 29000. KSI MODULAR RATIO (ES/EC) (N) = 8.92 CONCRETE UNIT WEIGHT — 150.00 PCF BACKFILL SOIL DATA: DEPTH OF FILL ON TOE = 2.00 FT DEPTH OF FILL ON HEEL -16.00 FT DEPTH OF SURCHARGE ON HEEL 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE (KA) -0.28 BACKFILL UNIT WEIGHT = 120.00 PCF r ******************* * STRUCTURAL DATA * ************************************************************************* ABUTMENT DATA: LENGTH -101 .50 FT HEIGHT FROM TOP OF FOOTING = 16 .00 FT BACKWALL THICKNESS 1 .00 FT SEAT WIDTH -5 .50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE = 3 .75 FT DISTANCE FROM SEAT FACE TO CL. OF BEARING -2 .75 FT BACKWALL HEIGHT ABOVE SEAT LEVEL -3 .50 FT WEIGHT OF EXTERIOR SHEAR KEYS = 66 .00 K UNIFORM WEIGHT OF BARRIER = 0 .80 K/FT WING WALL DATA: NUMBER = 2 WALLS LENGTH 20 .00 FT THICKNESS = 1 .00 FT END WALL DIMENSION = 3 .00 FT FOOTING DATA: LENGTH = 109 .40 FT WIDTH -13 .00 FT DEPTH = 3 .50 FT r ************* * PILE DATA * ************************************************************************* VERTICAL PILE CAPACITY -SERVICE 100 .00 TONS LATERAL PILE CAPACITY -SERVICE 48 .00 K LATERAL PILE CAPACITY -ULTIMATE 96 .00 K PILE DIAMETER 24 .00 IN BATTER FACTOR = 1:1. 00 r PILE LAYOUT DATA: ROW DISTANCE NO. TO TOE (FT) 1.50 6.50 11.50 NO. OF PILES IN ROW 11 4 10 NO. OF PILES BATTERED TOTAL NUMBER OF PILES DISTANCE FROM TOE TO CG. OF PILES (CG) MOMENT OF INERTIA OF PILE GROUP (IX) 25 Piles 6.3 0 Ft 524.00 Pile-Ft^2 *********************** * REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEEL) FOOTING BOTTOM (TOE ) BAR SIZE NO. OF BARS COVER(IN) 93 93 102 102 102 2.00 2.00 3.00 6.00 6.00 SERVICE LOAD DATA (KIPS): TOTAL :- LIVE LOAD -: TOTAL DEAD TOTAL 1.15P+H BEARING LOAD H-LOAD P-LOAD LOADS 1074. 234. 0. FACTORS 1.30 1.30 1.30 LATERAL OTHER OTHER EARTH LATERAL VERTICAL PAD SHEAR PRESSURE LOAD LOAD 195. 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) 0. 1.30 0.00 12345 YYYYN 0. 1.30 0.00 12345 YYYYN *************************************** * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ************************************************************************* LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP-FT) EARTH PRESSURE (KA =0.280) 635. 6 6.50 4132. EARTH PRESSURE (KA =0.210) 476. 7 6.50 3099. SURCHARGE PRESSURE (KA =0.280) 130. 4 9.75 1271. SURCHARGE PRESSURE (KA =0.210) 97. 8 9.75 953. EARTHQUAKE 0. 0 0.00 0. LATERAL EARTH LOADS (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA =0.280) 427. 9 5.33 2282. EARTH PRESSURE (KA =0.210) 320. 9 5.33 1712. SURCHARGE PRESSURE (KA =0.280) 107. 0 8.00 856. SURCHARGE PRESSURE (KA =0.210) 80. 2 8.00 642. SUPERSTRUCTURE LOADS DEAD LOAD 1074. 0 6.50 -6981. H-LIVE LOAD 234. 0 6.50 -1521. P-LIVE LOAD 0. 0 6.50 0. BEARING PAD SHEAR 195. 0 16.00 3120. OTHER LOADS OTHER LATERAL LOAD 0. 0 16.00 0. OTHER VERTICAL LOAD 0. 0 13 .00 0. ABUTMENT DEAD LOADS BACKWALL 53. 3 9.75 -520. SEAT 1237. 0 7.00 -8659. FOOTING 746. 7 6.50 -4853. FOOTING KEY 0. 0 0.00 0. WINGWALL TOP RECTANGULAR SECTION 14. 6 18.38 -269. WINGWALL BOT TRIANGULAR SECTION 31. 7 15.67 -496. BARRIER 27. 6 17.88 -493 . SIDE KEYS 66. .0 6.50 -429. SOIL DEAD LOADS SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 525. ,4 11.63 -6107. SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) 410. ,4 11.63 -4771. SOIL ON TOE 98. ,5 1.88 -185. SURCHARGE ON HEEL 65. .7 11.63 -763. ******************************************************* * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * ************************************************************************* Note: Toe & Heel Piles Loads and Capacities are along the Vertical. :-- VERTICAL --:-- LATERAL --: HEEL TOE GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP) IH 1 4174. 0.10 766. 1200. 163. 200. 171. 200. OK IH 2 4174. -0.22 575. 1200. 176. 200. 158. 200. OK IH 3 4109. -0.12 636. 1200. 169. 200. 160. 200. OK IH 4 4109. -0.37 477. 1200. 180. 200. 150. 200. OK II 1 3940. 0.12 766. 1200. 153. 200. 162. 200. OK II 2 3940. -0.22 575. 1200. 166. 200. 150. 200. OK III 1 2671. -0.17 535. 1800. 111. 300. 103. 300. OK III 2 2671. -0.47 401. 1800. 119. 300. 95. 300. OK IV 1 4174. 0.85 961. 1500. 132. 250. 199. 250. OK IV 2 4174. 0.53 770. 1500. 145. 250. 187. 250. OK IV 3 3875. 0.69 831. 1500. 128. 250. 179. 250. OK IV 4 3875. 0.42 672 . 1500. 139. 250. 170. 250. OK V 1 3251. -0. 68 0 . 1800. 152 . 300 . 110. 300 . OK SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD ; KIPSI CAP RATIO [KIPS) IV 1 TOTAL LATERAL LOAD 961. IH 4 MAX HEEL LOAD 180. IH 1 MAX TOE LOAD 171. Controlling Design Loading 1500. 1.56 OK 200. 1.11 OK 200. 1.17 OK Grp Ca Description Load IH 4 Max Heel Load 180 Note: Allowable Overstress = 1.00 ********************************************** * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * ************************************************************************* KEY TO REBAR LOCATIONS (BAR-LOC) 1 = BACKWALL 2 = STEM 3 = FOOTING TOP 4 = FOOTING BOTTOM (HEEL) 5 = FOOTING BOTTOM (TOE) BAR LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSI) (KSI) (IN) (SI) (IN) 1 65. 0.19 22.2 9.7 3.7 5 110.3 12 3 2 5576. 0.27 29.9 75.6 30.4 6 17.8 69 3 MIN 0. 0.00 0.0 38.7 22.9 5 17.9 74 4 IH 4 1305 . 0.24 23.6 35.5 19.2 7 42 .2 32 3 5 IH 1 3640. 0 .41 23 .9 35.5 54. 0 7 14.7 90 ERROR CODES: 1 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) 2 = BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET. 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20) ************************************************************************* * WinABUD * * * * Abutment Design * * Version 4.0.2 * * * * Imbsen Software Systems * * www.imbsen.com * * * * Windows (GUI) By: CV-McBridge Software * * Web Site: www.CV-McBridge.com * * * * Licensed To: Dokken Engineering * * License Date: Jul 31, 2002 * ************************************************************************* **************** K\ . [ft rf^ix. \ * GENERAL DATA * "^0 OT" I ( \t 1 ********************************************************** ** ***** *V* ***** ^ TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP/PS?) = YES TYPE FOOTING =^ PILE TYPE ANALYSIS = DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) = SLD MATERIAL PROPERTIES: r ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) — 3.25 KSI YIELD STRESS FOR STEEL REBARS (FY) -60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % 1.3 KSI ALLOWABLE STEEL STRESS {% FY) = 40.0 % 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) -3249. KSI YOUNGS MODULUS FOR STEEL REBARS (ES) -29000. KSI MODULAR RATIO (ES/EC) (N) = 8.92 CONCRETE UNIT WEIGHT — 150.00 PCF BACKFILL SOIL DATA: DEPTH OF FILL ON TOE = 2.00 FT DEPTH OF FILL ON HEEL = 14.25 FT DEPTH OF SURCHARGE ON HEEL = 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K/IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.28 BACKFILL UNIT WEIGHT = 120.00 PCF r ******************* * STRUCTURAL DATA * ************************************************************************* r ABUTMENT DATA: LENGTH = 84. 00 FT HEIGHT FROM TOP OP FOOTING = 14. 25 FT BACKWALL THICKNESS -1. 00 FT SEAT WIDTH = 5. 50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE -3. 75 FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 2. 75 FT BACKWALL HEIGHT ABOVE SEAT LEVEL — 3 . 50 FT WEIGHT OF EXTERIOR SHEAR KEYS = 66. 00 K UNIFORM WEIGHT OF BARRIER = 0. 80 K/FT WING WALL DATA: NUMBER -2 WALLS LENGTH = 20. 00 FT THICKNESS = 1. 00 FT END WALL DIMENSION = 3. 00 FT FOOTING DATA: LENGTH -90. 00 FT WIDTH = 13. 00 FT DEPTH 3. 50 FT ************* * PILE DATA * ************************************************************************* r VERTICAL PILE CAPACITY -SERVICE 100.00 TONS LATERAL PILE CAPACITY -SERVICE 48.00 K LATERAL PILE CAPACITY -ULTIMATE 96.00 K PILE DIAMETER 24.00 IN BATTER FACTOR = 1:1.00 PILE LAYOUT DATA: ROW NO. DISTANCE TO TOE (FT) 1. 50 6.50 11.50 NO. OF PILES IN ROW 11 4 10 NO. OF PILES BATTERED TOTAL NUMBER OF PILES DISTANCE FROM TOE TO CG. OF PILES (CG) = MOMENT OF INERTIA OF PILE GROUP (IX) = 25 Piles 6.30 Ft 524.00 Pile-Ft"2 *********************** * REBAR AND LOAD DATA * ************************************************************************* REBAR LOCATION BACKWALL STEM FOOTING TOP FOOTING BOTTOM (HEEL] FOOTING BOTTOM (TOE ] BAR SIZE NO. OF BARS COVER(IN) 93 93 102 102 102 2.00 2.00 3 .00 6.00 6.00 SERVICE LOAD DATA (KIPS): TOTAL :- LIVE LOAD -: TOTAL LATERAL DEAD TOTAL 1.15P+H BEARING EARTH OTHER OTHER LATERAL VERTICAL LOAD H-LOAD P-LOAD LOADS 960. 234. 0. FACTORS 1.30 1.30 1.30 PAD SHEAR PRESSURE LOAD LOAD 195. 1.30 1.69 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = 0. 1.30 0.00 0. 1.30 0.00 CONSIDER OTHER LOADS IN LOAD GROUPS (Y/N) 12345 YYYYN 12345 YYYYN *************************************** * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ************************************************************************* LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP-FT) EARTH PRESSURE (KA =0.280) 434.0 5. 92 2568. EARTH PRESSURE (KA =0.210) 325.5 5. 92 1926. SURCHARGE PRESSURE (KA =0.280) 97.8 8. 88 868. SURCHARGE PRESSURE (KA =0.210) 73.4 8. 88 651. EARTHQUAKE 0.0 0. 00 0. LATERAL EARTH LOADS (CIP/PS CASE III - BACKFILL TO SEAT LEVEL) EARTH PRESSURE (KA =0.280) 279 .7 4. 75 1329. EARTH PRESSURE (KA =0.210) 209.8 4. 75 997. SURCHARGE PRESSURE (KA =0.280) 78.5 7. 13 559. SURCHARGE PRESSURE (KA =0.210) 58.9 7. 13 420. SUPERSTRUCTURE LOADS DEAD LOAD 960.0 6. 50 -6240. H-LIVE LOAD 234.0 6. 50 -1521. P-LIVE LOAD 0.0 6. 50 0. BEARING PAD SHEAR 195.0 14. 25 2779. OTHER LOADS OTHER LATERAL LOAD 0.0 14. 25 0. OTHER VERTICAL LOAD 0.0 13. 00 0. ABUTMENT DEAD LOADS BACKWALL 44.1 9. 75 -430. SEAT 880.4 7. 00 -6163. FOOTING 614.3 6. 50 -3993. FOOTING KEY 0.0 0. 00 0. WINGWALL TOP RECTANGULAR SECTION 14.6 18. 38 -269. WINGWALL BOT TRIANGULAR SECTION 27.4 15. 67 -430. BARRIER 27.6 17. 88 -493 . SIDE KEYS 66.0 6. 50 -429. SOIL DEAD LOADS SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 385.6 11. 63 -4483. SOIL ON HEEL (CIP/PS BACKFILL TO SEAT LEVEL) 290.9 11. 63 -3382. SOIL ON TOE 81.0 1. 88 -152 . SURCHARGE ON HEEL 54.1 11. 63 -629. ******************************************************* * SERVICE PILE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) * ************************************************************************* Note: Toe & Heel Piles Loads and Capacities are along the Vertical. :-- VERTICAL LATERAL --: HEEL TOE GRP CA TOTAL ECCEN TOTAL CAP MAX CAP MAX CAP (KIP) (FT) (KIP) (KIP) (KIP) (KIP) (KIP) (KIP) IH 1 3389. -0.13 532. 1200. 140. 200. 132. 200. OK IH 2 3389. -0.38 399. 1200. 148. 200. 124. 200. OK IH 3 3335. -0.31 434. 1200. 144. 200. 124. 200. OK IH 4 3335. -0. 50 326. 1200. 150. 200. 118. 200. OK II 1 3155. -0.13 532. 1200. 130. 200. 123 . 200. OK II 2 3155. -0.40 399. 1200. 139. 200. 115. 200. OK III 1 2029. -0.38 358. 1800. 89. 300. 74. 300. OK III 2 2029. -0.62 269. 1800. 94. 300. 70. 300. OK IV 1 3389. 0.69 727. 1500. 112. 250. 157. 250. OK IV 2 3389. 0.44 594. 1500. 121. 250. 149. 250. OK IV 3 3101. 0.58 629. 1500. 106. 250. 141. 250. OK IV 4 3101. 0.37 521. 1500. 113 . 250. 135. 250. OK V 1 2634. -0 .70 0. 1800. 124 . 300. 88. 300. OK r SUMMARY OF CONTROLLING LOAD CASES (RATIO = CAP / LOAD) GRP CA DESCRIPTION LOAD (KIPS) CAP RATIO (KIPS) IV 1 TOTAL LATERAL LOAD 727 IH 4 MAX HEEL LOAD 150 IH 1 MAX TOE LOAD 132 Controlling Design Loading Grp Ca Description Load IH 4 Max Heel Load 150. Note: Allowable Overstress = 1.00 1500. 2.06 OK 200. 1.33 OK 200. 1.52 OK ********************************************** * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) * ************************************************************************* KEY TO REBAR LOCATIONS (BAR-LOC) 1 = BACKWALL 2 = STEM 3 = FOOTING TOP 4 = FOOTING BOTTOM (HEEL) 5 = FOOTING BOTTOM (TOE) BAR LOADS APPLIED :- STRESS-: EFF STEEL BAR BAR BARS ERROR LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K-FT) (KSI) (KSI) (IN) (SI) (IN) 1 53. 0, .19 22.0 9, .7 3 , ,1 5 111, ,5 10 3 2 3984. 0, .25 29.4 75, .6 22, ,0 6 20, ,5 50 3 3 MIN 0. 0, .00 0.0 38, .7 18, ,9 5 17, ,9 61 4 IH 4 1165. 0, .25 23.3 35, .5 17, ,4 7 38, ,4 29 3 5 IH 1 2771. 0, .40 24. 0 35, .5 40, ,8 7 16, ,0 68 ERROR CODES: 1 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) 2 = BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET. 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18"). (CODE 8.20) DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 A6o-r 4 'i.'S^'T : -1 7 & 157 t-^^ JOB SUBJECT DATE BY CHECK JOB NO, SHEET h'V\ DOKKEN Engineering 9665 Cliessapeake Drive Suite 435 San Diego. CA 92123 ABUTMENT FOOTING TRANSVERSE REINFORCEMENT SERVICE LOAD DESIGN kip := lOOOlbf df := 42 m Depth of Footing b := 30 »n Tributary widtli over Piles »/ fc:= 3250— Compressive Strength of Concrete . z in kip fy ••= 60— in Yield Strength of Reinforcing Reductionconc '•- 0-4 Strength Reduction Factors, SLD Reductionreinf 0.4 kip Ereinf •= 29000 — in Modulus of Elasticity for Materials 1 »/ Econc ••= 51000-I fc— ^ in n := n = 8.924 ^conc Use n=9 n:=9 Ag := 4-.19-in^ 4 ea #8 Bars Provided. Top and Bottom 6 := df - 6 in Effective Depth of Reinforcing As Project: 1163 Rancho Santa Fe Road SUBJECT: Abutment Footing Transverse Bars By: mb 12/21/2000 Abut Footing SLD.mcd DOKKEN Engineering 9665 Chessapeake Drive Suite 435 San Diego. CA 92123 ••=IM'-+ 2-p n - p-n j:=l-3 Reductionconc-fc^ \ b-^ Maximun Moment Allowed by Compression cone Mreinf •= Reductionreinffy^s l^ Maximun Moment Allowed by Tension ^demand '•= l^ kip-ft ^provided 'nm(Wconc.^'r«n/) Service Moment Demand, Calc'd Previous FS := provided ^demand FS = 2.718 ULTIMATE DESIGN Factor of Safety OK Mult. fck\b& cone Mu'fprovided '•= min{MuUcottcMultreinf) Mui'demand i57 kip ft FSuit := Multprovlded Mu^demand FSuit = 3.376 Ultimate Moment Demand, Calc'd Previous Factor of Safety OK Project: 1163 Rancho Santa Fe Road SUBJECT: Abutment Footing Transverse Bars By: mb 12/21/2000 Abut Footing SLD.mcd DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 •^//^'^'••^ o^v>?/l^5 CApA<.,ry '/V p/LS ^^^Tt WA:> is.otJ -pe-r2?i2-^"-j cLA^^iTv^ JOB SUBJECT DATE BY CHECK JOB NO, llfci SHEET ) fisad ta: computer aervicea Dokken Bnginaering PKOGHAM LPILE pluB VetHion 3.0 IC) COPYRIGHT 1997 ENSOFT, INC, ALL RIOHTS RESERVED RSF Fixed - Fixed CIDH Pile UNITS--ENGLISH UNITS INPUT IHFORHATION THE LOADING IS STATIC PILE GEOMETRY AND PROPERTIES 24.000 24.000 24.000 MOMENT OF INERTIA IN- -4 .163E'0S .163Et05 .163E+06 .4S2E*03 .4S2E'>03 .452E.03 PILE LENGTH 3 POINTS 3,00 240.00 SOILS INFORMATION X AT THE GROUND SURFACE = J.OO IN SLOPE ANGLE AT THE GROUND SURFACE ^ .00 DEG. 3 LAYERIS) OF SOIL LAVER 1 THE SOIL IS A SAND - P-Y CRITERIA BY REESE ET AL. 1974 X AT THE TOP OF THE LAYER ^ 3.00 IN X AT THE BOTTCM OF THE LAYER ^ 60.00 IN MODULUS OF SUBGRADE REACTION ^ ,500E*02 LBS/IN"-3 LAYER 2 THE SOIL IS A STIFF CLAY WITH WATER-INDUCED EROSIMJ MODULUS OP ELASTICITY LBS/IN--2 .325E-t07 .325E.07 .325E-t07 X AT THE TOP OF THE LAYER X AT THE BOTTOM OF THE LAYER HODULUS OF SUBGRADE REACTION LAYER 3 THE LAYER IS A ROCK X AT THE TOP OF THE LAYER X AT THE BOTTOM OF THE LAYER MODULUS OF SUBORADE REACTION 60,00 IN 120.00 IN .750E+03 LBS/IN- i20.00 IN 240.00 IN .200E<'04 LBS/IN' DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 6 POINTS X, IN WEIGHT,LBS/IN .00 .49E-01 60.00 .49E-ai 61 ,00 .69E-01 120.00 .69E-01 121.00 .72E-01 240.00 .72E-01 X, IN DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 6 POINTS C. LBS/IN" .139E.02 .139E'02 .278E.02 .27aE<02 .556E'02 .5S6E.02 60 .00 61 .00 120.00 121.00 240.00 PHI,DEGREES 3B0EtO2 3B0E>02 .000 .000 42.000 42.000 .500E-02 .500E-02 .400E-02 .400E-02 BOUNDARY AND LOADING CONDITIONS LOAUIW3 NUMBER 1 BOUNBABY CONDITICW CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD LOADIHG HUHBER 2 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD .300E<0S LBS .OOOE'OO IN/IN .140E>06 LBS .6O0Et05 LBS .OOOE+00 IN/IN .140E,>06 LBS FINITE-DIFFERENCE PARAMETERS NUMBER OF PILE INCREHEHTS DEFLECTION TOLERAMCE OH DETEHBINATION OF CLOSURE MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS MAXIMUM ALLOWABLE DEFLECTION OUTPUT CODES KOUTPT = 0 KPYOP = 0 INC I 1 100 . lOOE-04 IN 100 .10E>03 IN OUTPUT INFORMATION CC»1PUTE LOAD-DISTRI BUTION AHD LOAD-DEFLECT ION CURVES FOR LATERAL LOADING LOADING NUMBER 1 BOUNDARY CC*roiT10N CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD .300E-05 LBS .OOOE.OO IN/IN . 140E'>06 LBS OUTPUT VERIFICATION THE MAXIMUM MOMENT IMHALANCE FOB ANY ELEMENT ^ .200E-05 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = -.461E-06 LBS LOADING NUHBER BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD SLOPE AT THE PILE HEAD AXIAL LOAD AT THE PILE HEAD OUTPUT VERIFICATION . S00E*0^ LBS .OOOE'OO IH/IN .14aE>06 LBS THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT ^ .551E-0S IN-LBS THE MAX. LATERAL FORCE IMaALANCE FOR ANY ELEMENT ^ .:21E-D5 LBS SUMMARV TABLE BOUNDARY CONDITION BCl .3000E*05 .6DO0E*0a BOUNDARY COHDITIOH BC2 .OOOOE>00 .aoooE--oo AXIAL LOAD Las . 140OE<'O6 .1400E>O6 PILE HEAD DEFLECTION .6967E-01 .1447E>00 KAX. MtWENT IN-LBS -.1SB7E+07 -.3215Et07 MAX. SHEAR LBS .3OO0EtO5 .6000E+05 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 [go 1/ 315 l4o^ N/ tic, - l-OOO -p*! L DATE JOB NO BY SHEET of CHECK SHEET of JOB SUBJECT fi3F_Plle.0ut 4/9/2003 3:25 PM Date; 09-APR-OJ Time: 15:18:24 Project Title!ll63 Rancho Santa Pe Bd Page: HIHRECOL • Reinforced Column Design •k • Version 4.0.0 * Imbsen Software Systems • www. iirtosen.com • windows (GUI) By: CV-McBridge Software • j h • Web Site: www.cv-McBridge.com '•X Licensed To: Ookken Engineering • License Date: Jul 31. 2002 • COLUMN TYPE CONCRETE LOOPS TOTAL NO. OF CONCRETE COORD. STEEL REBAR PATTERN NUHBER OF STEEL REBAR LOOPS TOTAL NO. OF STEEL REBARS PLOT TYPE DESIGN TYPE PERCENT STEEL LIMITS (CONCENTRIC LOOPS! {No Plot) (CHECK) (1.00 t MIN. S.OO % MAX.] BENT DATA NUMBER OF COLUMNS IN BENT OUT TO OOT DISTANCE (DIAMETER! OP SPIRAL DISTANCE FROM TOP COLOMN PLASTIC HINGE TO CENTER OF GRAVITY OP THE SUPERSTRUCTURE CENTER TO CENTER SPACING OP COLUMNS MATERIAL PROPERTIES (PSI) IS.00 INCHES 0.10 FEET 0.00 FEET Page 1 of 10 RSF_ Pile.Out 4/9/2003 1:25 ™ ULTIMATE CONCRETE CCMPRESSIVE STRESS - PC 3600. VOUNG'S MODULUS POR CONCRETE - EC • 3420000. '.' '•! YOUNG'S MODULUS FOR STEEL BARS - ES 29000000. lit-ULTIMATE CONCRETE COMPRESSIVE STRAIN - EO • .0030 YIELDING STRESS FOR STEEL BARS - FY 60000.1- Date: 09 APR-03 Time: 15:18:24 Page: 3 hC Project Title:1163 Rancho Santa Fe Rd f •! CIRCULAR CROSS-SECTION HX(IN) t'-24. DO e: CONCRETE COORDINATES INCHES) COORD X Y 1 12.00 0 00 •,•[. 2 11.85 1 88 3 11.41 3 71 4 10.S9 5 45 5 9.71 7 05 '•s 6 e.49 e 49 V" 7 7.05 9 71 8 5.45 10 69 f 9 3.71 11 41 •A,; 10 1.B8 11 85 •3 11 0.00 12 00 H-i 12 -1.B8 11 85 fi; 13 •3.71 11 41 14 •5.45 10 69 15 •7.05 9 71 !; •'• le •e.49 B 49 i"^ 17 •9.71 7 05 .,(; IB -10.69 5 45 <i • 19 -11.41 3 71 •1/ 20 -11.85 1 89 ' •• 21 •12.00 0 00 ••:'• 22 •11.as •1 88 •i-23 •11.41 -3 71 -•(• 24 -10.69 -5 45 25 -9.71 -7 05 •ji. 26 -8.49 -B 49 27 -7.05 -9 71 •:,-• 28 •5.45 10 69 29 -3.71 11 41 • i " 30 •1. 98 11 85 31 0.00 12 00 '•' 32 1. 88 11 85 Page 2 of 10 RSF_Piie.Out 4/9/20D3 3:25 PM 33 3.71 -11.41 0': 34 5.45 •10.69 35 7.05 -9.71 36 8.49 -8.49 37 9.71 -7.05 "• f; 38 10.69 -5.45 39 11.41 •3.71 40 11.85 -1.88 Date: 09-APR.03 Time: 15:18:24 Project Title:1163 Rancho Santa Fe Rd Page: ^^^^ CONCENTRIC CIRCLE PATTERN LOOP RADIUS AREA ? ; (IN! (inA2) / J 1 9.00 1.56 ^3 24 STEEL REBAR COORDINATES COORD X Y 1~< 1 9.00 0.00 3G 2 5,61 7.04 .'x 3 •2.00 8.77 .'-/ 4 -8.11 3.90 3.' 5 -8.11 -3.90 6 -2.00 •8.77 7 5.61 -7.04 BARS 7 THE MAIN LONGITUDINAL STEEL IS ASSUMED TO BE It 11 BARS. "•WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE X-DIHECTIOH •••WARNING: THE CONCRETE COVER IS GREATER THAN 2 INCHES IN THE Y^DIRECTIONl" Date: 09-APR-03 Time: 15:18:24 Project Tltleill63 Rancho Santa Fe Rd INITIAL REFERENCE DATA Page 3 of 10 RSF_Plle.Out 4/9/2003 3:25 PM TOTAL AREA OF THE SECTION AG NCMINAL AXIAL LOAD STRENGTH PO TOTAL REINFORCEMENT AREA AST PERCENT STEEL GROSS MOMENT OF INERTIA ABOUT Y-AXIS lYC GROSS MCB4ENT OF INERTIA ABOUT X-AXIS IXC 3.13 PT'»2 2000.41 KIPS 10.92 IN*^2 2.42 t 0.78 FT*^4 0.78 FT*^4 STEEL MCMENT OF INERTIA ABOUT Y-AXIS STEEL MCMENT OF INERTIA ABOUT X-AXIS lYS IXS Date: 09-APR-O3 Time: 15:18:24 Project Title:1163 Rancho Santa Fe Rd 0.0213 FT"4 0.0213 FT^'4l' Page: -Si' • COLUMN LOAD DATA (KIP, KIP-FT) • LOAD NAME: Soil DL FOOTING DATA FILE; NO TYPE FOOTING: Sesimic Analysis Specifications: Design criteria (SDC) - CALTRANS Ductility t Risk Factor (Z) • 1.0 Column End Conditions (TopY TopX BotY Botxl (1-Fix. 0-Pinl • 1111 Column Column Steel Location Effective Length Factors Percent Length Tie«l Top"l Ky (Tran! Kx (Long! Impact (Feet) Spiral-0 Bottom-0 COLUMN GROUP LOADS - SERVICE (Kip, Kip.pt) : LL* IMPACT - • • : CASE 1 CASE 2 CASE 3 DEAD PRE TRANS LONG AXIAL LOAD STRESS MY^MAX MX^MAX N^MAX LF CF^MY TEMP SFSBY Page 4 of 10 RSF_PIle.Out 4/9/2003 3:25 PM PMY PMX ? COLUMN SEISMIC AND ARBITRARY LOADS (Kip, Kip-Ft) (ARS! UNREDUCED SEISMIC ARBITRARY LOADS ARBITRARY LOADS CASE 1 CASE 2 SERVICE SERVICE FACTORED FACTORED .>• :: MAX TRAN MAX LONG ALI AL2 ALI AL2 MV TRAN 0. 0. 0. 0. 0. 0. :^;:. MX LONG 0. 0. 0. 0. 0. 0. P AXIAL 0. 0. 0. 0. 0. O.l Date: 09-APR.03 Time: 15:18:24 Project Title:1163 Rancho Santa Fe Rd Page: '21 ' 2 'i A FACTORED LOADS FOR COLUHN DESIGN CHECK (KIP, KIP-FT) APPLIED FACTORED MOMENTS ARE MAGNIFIED FOR SLENDERNESS IN ACCORDANCE WITH CALTRANS BRIDGE DESIGN SPECIFICATIONS. (ART 8.16.5! STEEL • 2.42 % AST -10.92 SQ IN Vi^ APPLIED FACTORED CAPACITY GROUP CASE TRANS LONG COMB AXIAL (PHI^KN! PHI RATIO >•'.: MY MX H P MU MU/H ?','> IH 1 261. 0. 261. 0 377. 0 90 1 44 OK '2',-\ IK 2 261. 0. 261. 0 377. 0 90 1 44 OK IH 3 348. 0. 348. 0 377. 0 90 1 08 OK 1-'yi: IP 1 361. 0. 261. 0 377. 0 90 1 44 OK •' c 7 IP 261. 0. 261. 0 377. 0 90 1 44 OK IP 3 348. 0. 348. 0 377. 0 90 1 08 OK II 261. 0. 261. 0 377. 0 90 1 44 OK III 1 261. 0. 261. 0 377. 0 90 1 44 OK III 261. 0. 261. 0 377. 0 90 1 44 OK III 3 348. 0. 348. 0 377. 0 90 1 08 OK >.':< IV 1 261. 0. 261. 0 377. 0 90 1 44 OK Z 'i IV 2 261. 0. 261. 0 377. 0 90 1 44 OK r f: IV 3 34 8. 0. 348. 0 377. 0 90 1 08 OK V 251. 0. 251. 0 377. 0 90 1 50 OK !; VI 1 251. 0. 251. 0 377. 0 90 1 50 OK ? = E VI 2 251. 0. 251. 0 377. 0 90 1 50 OK 2S-i VI 3 33S. 0. 335. 0 377, 0 90 1 12 OK VII 268. 0. 268. 0 502. 1 20 1 87 OK Page b ot 10 RSF_Pile.Out 4/9/2003 3:25 PM if 5 VII 268. 0. 268. 0. 502. 1.20 1,B7 OK NOTE: FOR CALTRANS AND SPC-C AND 3PC-D ONLY THE UNREDUCED SEISMIC MCMENTS ARB REDUCED BY THE Z OR R FACTOR. FOR SPC-B BOTH THE UNREDUCED SEISMIC AXIAL AND MOMENTS ARE REDUCED BY THE 2 OR R FACTOR. Date: 09-APR^03 Time: 15:18:24 Project Tltle;1163 Rancho Santa Fe Rd Page: MOMENT MAGNIFICATION AND BUCKLING CALCULATIONS 2 2Z': y^'^i 2 ? '•; 2-U; REFERENCE: "CALTRANS BRIDGE DESIGN SPECIFICATIONS- (ART 8.16.5! (COLUMN ASSUHED TO BE UNBRACED AGAINST SIDESWAY.) MAGY - MOMENT HAGNIPACTION FACTOR ABOUT Y-AXIS MAGX - MOMENT MAGNIFACTION FACTOR ABOUT X-AXIS PCY - CRITICAL BUCKLING LOAD ABOUT Y-AXIS PCX - CRITICAL BUCKLING LOAD ABOUT X-AXIS EFFECTIVE LENGTH FACTOR ABOUT Y-AXIS EFFECTIVE LENGTH FACTOR ABOUT X-AXIS KY*L/R - SLENDERNESS RATIO ABOUT Y-AXIS KX^L/R - SLENDERNESS RATIO ABOUT X-AXIS lYS - STEEL MOMENT OF INERTIA ABOUT Y-AXIS IXS « STEEL MOMENT OF INERTIA ABOUT X-AXIS 1.00 1.00 12. 12. 0,0213 FT^^4 0.0213 FT^*4 MCWENT CRACKED -MAGNIFICATION-:--TRANSFOHHED SECTION- CRITICAL •BUCKLING- 2 '•: •} GR CA TRAN LONG COMB E^IY E'lX TRAN LONG LOAD MAGY MAGX MAG PCY PCX P (KIP-FT--2} (KIP.FT^*2) (KIPS) (KIPS) (KIPS) ^' L' ' ir--IH 1 1.000 1.000 1.000 144013. 288025. 39482. 78964. .3. j;; ; IH 2 1.000 l.OOO 1.000 144013. 288025. 39482. 78964. • 3. '•^,-'-IH 3 1.000 1.000 1.000 144013. 28S025. 39482. 78964. -4. IP 1 1.000 1.000 1.000 144013. 288025, 39482. 78964. -3. IP 2 1,000 1.000 1.000 144013. 288025. 39482. 78964. • 3. SO •' IP 3 1.000 1.000 1.000 144013, 288025, 39482. 78964. -4. II 1.000 1.000 1.000 144013. 288025. 39482. 78964. • 3. :,;•! III 1 1.000 1.000 1.000 144013. 288025. 39482. 78964. -3. 3 " C III 2 1.000 1.000 1.000 144013. 288025. 39482. 78964. - 3. III 3 1.000 1.000 1.000 144013. 288025. 39482. 78964. •4 . IV 1 l.OOO 1.000 1.000 144013. 298025. 39482. 7B964. • 3. Page 6 of 10 RSF_Pile.Out 4/9/2003 3:25 PH IV 2 1.000 1.000 1.000 144013. 288025. 39482. 78964. -3. IV 3 1.000 1.000 1.000 144013. 288025. 394 82. 78964. -4. ?:.-, V 1.000 1.000 1.000 144013. 288035. 394 83. 78964. -3. 'i'.t VI 1 l.OOO 1.000 1.000 144013. 288035. 394B2. 78964. -3. VI 2 1.000 1.000 1.000 144013. 288025. 39402. 78964. -3. VI 3 1.000 1.000 1.000 144013. 28802S. 39482. 78964. -4. VII 1 1.000 1.000 1.000 144013, 288025. 394B2. 78964. -4. VII 2 1.000 1.000 1.000 144013. 288025. '39482. 78964. -4.1 ! •• Date: 09-APR-03 Time: 15:18:24 Page: 8 Project Title:1163 Rancho Santa Fe Rd -.3.1 5 •I'-O l.!3 3'!-i •j.:*; 3'.:1 :*;-.(• it'. COLUHN SERVICE LOADS (KIP, K-FT) AND MAXIMUM WORKING STRESSES (PSI) YOUNG S MODULUS FOR CONCRETE MODULAR RATIO (ES/EC) 3420000. PSI 8.5 :- - - SERVICE LOADS (KIP. STRESS PSI) •••: TRANS LONG COMB AXIAL CONC STEEL STEEL GP CASE MY MX K P COMP TEH COKP IH 1 268 0. 368. 0. 3476. 46834 1S091. IH 2 268 0. 268. 0, 3476. 46834 1S091. IH 3 268 0. 268. 0. 3476. 46834 1S091. II 214 0. 214. 0. 2781. 37467 14473. III 1 214 0. 214. 0. 2781. 37467 14473. III 2 214 0. 214. 0. 2781. 37467 14473. III 3 214 0. 214. 0. 2781. 37467 14473. IV 1 214 0. 214, 0. 3781. 37467 14473. IV 314 0, 214. 0. 2781. 37467 14473. IV 3 314 0. 214. 0. 2781. 37467 14473. V 191 0. 191, 0. 3483. 33453 12933. VI 1 191 0. 191. 0. 2483. 33453 12921. VI 191 0. 191. 0. 2483. 33453 12922. VI 3 191 0. 191. 0. 2483. 33453 12922. DL 268 0. 268. 0. 3476. 46S34 18091.1 •ate 09 APR-03 Time: 15:18 24 Page: 9 Project Title:1163 Rancho Santa Fe Rd ' SERVICE LOADS FOR FOOTING DESIGN (UNITS KIP, KIP-FT) • GROUP CASE TRANS LONG COMB AXIAL HY MX MP IH 1 268. 0. 268. 0. Page 7 of 10 RSF_Plle.Out 4/9/2003 3:25 PM 35':-IH 2 268. 0. 268. 0 ••i-r: IH 3 268. 0. 268. 0 If.-II 214. 0. 214. 0 36ii III 1 214. 0. 214. 0 '••H'l III 2 214. 0. 314. 0 .•71"; III 3 214. 0. 214. 0 571 IV 1 214. 0. 214. 0 •iTi IV 3 214. 0. 214. 0 .1 IV 3 214. 0. 314. 0 17 V 191. 0. 191. 0 y':\: VI 1 191. 0. 191. 0 I'H. VI 2 191. 0. 191. 0 :•'!'• VI 3 191. 0. 191. 0 FACTORED LOADS FOR FOOTING DESIGN (UNITS KIP, KIP-FT) GROUP CASE TRANS LONG COMB AXIAL 1 MY MX M P IH 1 348. 0. 348. 0. IK 2 348. 0. 34B. 0. IH 3 348. 0. 34B. 0. ??-IP 1 348. 0. 348 . 0. :)?/ IP 348. 0. 349 . 0. -. r. -1 IP 3 348. 0. 34 8. 0. 'i II 348. 0. 34 8. 0. HI 1 348. 0. 34 8. 0. III 348. 0. 348. 0. j';7 III 3 348. 0. 348. 0. i-jf; IV 1 348. 0. 348. 0. i-l-: IV 348. 0. 348. 0. -'i 10 IV 3 348. 0. 348. 0. 0-' V 335. 0. 335. 0. ' 7, VI 1 335. 0. 335. 0. -1"', VI 335. 0. 335. 0. VI 335. 0. 33S. 0.1 Date: 09 -APR-03 Time: 15:19:24 Project Title:i:63 Rancho Santa Fe Rd '.: / • PROBABLE PLASTIC MOMENT [1.3 X NCMINAL MOMENT) (KIP. K 3 *itikitik<r*a***4ik* ******** Page: 10 CODE (9.16.4.5.21 Page 8 of 10 RSF_ Pile.Out 4/9/2003 3:25 PM FC - 3.60 KSI FY -60 .00 KSI EO - 0.0030 IN/IN AST -10 .92 SQ IN i 2C' ANGLE TRANS LONG COMB AXIAL P-BALANCE 72 MPY KPX MP P (APPROX) •t2i 90.0 559 0 0 0 559 0 1200 1 559. 620 9 0 0 630 9 1000 1 47'-: 665 4 0 0 665 4 BOO 0 ( '2 : 698 B 0 0 69B 8 600 0 i'.:'!• 6B4 9 0 0 684 9 400 3 •tZ't 637 9 0 0 637 9 200 2 .-.-if] 544 2 0 0 544 2 0 2 it 544 2 0 0 544 2 0 2 ,• •.; 475 6 0 0 475 6 -99 9 .!3.: 403 6 0 0 403 6 -199 9 ^'•A 75.0 537 3 144 0 556 2 1200 1 529. i ti. 602 5 161 4 623 7 1000 1 i 3 :•• 646 6 173 3 669 4 800 1 679 2 182 0 703 1 EOO 0 ', •'": 670 6 179 7 694 3 400 2 •1^0 613 8 164 5 635 4 200 2 V 1 ]. 521 9 139 9 540 3 0 1 •ia.'; 521 9 139 9 540 3 0 1 i.n 4 65 9 124 8 482 3 -99 9 .•.«4 398 1 106 6 412 1 -199 9 ti': 60,0 4 BO 1 277 2 554 3 1200 1 509. S38 6 310 9 631 9 1000 1 •1^3 582 0 336 0 672 0 800 1 i.\<i 610 7 352 6 705 2 600 0 606 6 350 3 700 5 400 3 4 ^ 1 547 7 316 2 632 4 200 2 .J5^ 464 4 268 1 536 2 0 1 S ,1 464 4 268 1 536 2 0 1 <S! 430 3 343 6 485 2 -99 9 364 1 310 3 420 5 -199 9i- .* 5f Date: 09-APR-03 Time 15:18:24 Page: 11 Project Title:1163 Rancho Santa Fe Rd •i nO iH'i • PROBABLE PLASTIC MOMENT VALUES (KIP, KIP-FT) AST -10.92 SQ IN * ^ C'l if,5 ANGLE TRANS LONG COMB AXIAL F-BALANCE MPY MPX MP PN (APPROX! Page 9 of 10 RSF .Pile, Out 4/9/2003 3:35 PM JG3 45.0 395 8 395 8 559 7 1200 1 550. -i'.'O 439 S 439 5 621 5 1000 1 471 0 471 0 666 1 800 1 .',77 494 7 494 7 699 5 599 9 .; ; -i 4B5 5 485 5 686 6 400 2 41A 4 52 2 452 2 639 5 200 2 4 75 385 3 385 3 544 9 0 2 576 385 3 385 3 544 9 0 2 ; 7 337 2 337 3 476 8 -99 9 286 5 286 5 405 1 -199 9 4 SiC 30.0 279 8 484 7 559 7 1200 1 549. 4 Hi. 311 2 538 9 622 3 1000 1 4i2 333 5 577 6 666 9 BOO 1 '.••I'i 350 2 606 6 700 5 600 0 i fi-J 344 1 595 9 688 1 400 2 320 4 554 9 640 8 200 2 A'f'i 272 8 472 4 545 5 0 2 '.f: .' 272 8 472 4 545 5 0 2 iS¥ 238 9 413 8 477 9 -99 9 48^ 203 3 352 0 406 5 •199 9 15.0 143 4 53 5 2 554 1 1200 1 519. ih 160 9 600 4 621 6 1000 1 AT.' 173 9 648 8 671 7 BOO 0 182 8 682 3 706 3 600.0 181 3 676 7 700 6 400 2 in-163 6 610 4 631 9 200.2 A": • 138 6 517 5 535 7 0 1 138 6 517 5 535 7 0 1 125 5 468 2 484 e -99 9 109 4 408 1 422 5 •199 9 0.0 1 2 557 0 557 0 1200 1 529. 3 1 623 6 623 6 1000 1 iC: 2 3 668 2 668 2 BOO 0 r- 0 i: 1 4 701 8 701 a 600 0 ;;Oi'j 0 8 691 B 691 B 400 2 •;f/,' warningi Did not converge for PN=0 2000E+03 •• 0 0 54 2 6 542 6 0 1 0 0 54 2 6 542 6 0 1 ••: i.i; warning! Did not converge for PN=-1000E'03 •• Warning! Did not converge for PN-^ 2000E*03 •• ~ •- -H •• NOTE: THE AXIAL DEAD LOAD EQUALS ZERO. THEREFORE, i- ' *. NO PLASTIC HINGING ANALYSIS IS PERFORMED. Page 10 of 10 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 PILE SHEAR CAPACITY kip := lOOO lbf Inputs: ksi := Vu := 60 kip . z Ultimate Shear Demanid fc := 3.25 ksi Material Strengths fy := 60 ksi dpile ••= 24-m Pile Diameter 2 ^bar '•= 0.19 in "bar •= 7 1 j -v^ Area of Main Reinforcing Bars ^^JlP^' ^ Number of Main Pile Bars ^ Area of Spiral Reinforcing ^spiral 4 in Pitch of Spiral := 0.85 Strength Reduction Factor for Shear // := 0.6 Hardened, not roughened Concrete A := 1.0 Normal Weight Concrete ChecIf Shear Friction: BDS 8.16.6.4 Av := abar "bar Vn := ^y fy-M-^ Equation 8-56 Vn = l99.0Skip FS := if > 1. "OK" , "NG" V J FS - "OK" Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pile Shear.mcd 12/21/2000 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92123 Check Column Shear Capacity: ^pile 2(jpi/e-2iii) d := + 2 K Vc := 2-^fc ksi dpiic-6 Vc = 2.25x 10^ tip FSi if Vc-(* > 1,"0K" ,"NG" Equivalent "d" for circular Mamber (8-49) Equation 8-49 FSi = "OK" Project: 1163 Subject: By: mb Rancho Santa Fe Road Pile Shear Capacity Pile Shear.mcd Pile Shear Capacity 12/21/2000 DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 PILE BAR DEVELOPMENT: INPUTS: kip := lOOO lbf dbi '•= I O '" kip fy •= 60 — in Diameter of Main Bar kip fye '•= 68—~ in Ibf fcCol ••= 3250— in Ibf fcftg ••= 3250-— in ^pin •= 24-m Lcol •= 20-fi Ab := .19-in^ Expected Yield Stress of Rebar Compressive Strength of Pile Concrete Compressive Strength of Pilecap Concrete Diameter of Column Maximum Column Length Area of Main Bar Minimum Embedment per BDS 8.24,25: ^col ^ 1^ := max Id = 2ft ^pin^^^-^bh 20 Minimum Development Requirements 8.24.1.2.1 Basic Development Length 8.25.1 ^dbase '•= ^b in •04 /v . 2 Ibf dbi -2 in fcftg- -..0004 /v "T^ in Ibf in Modify units for Emperical Formula Ldbase = 33-258 Inches Project: 1163 Rancho Santa Fe Road Subject: Main Pile Bar Development Length By: mb 12/21/2000 Pile Bar Dev.mcd DOKKEN Engineering 9665 Chesapeake Drive Suite 435 San Diego, CA 92129 Modification Factors 8.25.2.1: := 1.0 A2:= 1.0 - 1.0 A4 := 0.8 ^5:= 1.0 ^6-.= 0.75 Ldadj '•= l-dbase i"'^r^r^3-^4-^5-^6 Ldadj = 19.955 in Required Embedment: Minjail := maj:(LdadiJd) Minjail = 24 in Full 12" Cover Provided Normal Weight Concrete No Epoxy Coating Full Spacing of Bars No Excessive Tension Reinforcing #6 @ 4" Confinement Provded Provide for 24" Development of Main Reinforcerment into Bent Cap Project: 1163 Rancho Santa Fe Road Subject: Main Pile Bar Development Length By: mb 12/21/2000 Pile Bar Dev.mcd ^^^^ DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Fabric Reinforced) For Obtuse Corner, (heavy side] Parameters Ungihj-rji,'-= 185 ft DLstrv - «0 kip l-^Serv-^ 234.kip ST := 30-dcg M„;= 2.2 Wfl;= 1.18 DLmin := DLmU,= 188,8kip kip ;= lOOO lb ib kip Number of fitrders Shear Magnlflcalon Factor at Exterior Girder, (for maximum stress), and All Interior, (for minimum stress) Job;ii63 Subject: Date; 4/9/2003 Rancho Sama Fe Bearir>g Pad By: mb BP_Fabric_Heavy.MCD DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Superstructure Movement: &x:= 1.5-.00OOO60—~—STUagilij-rib iij^0.6m in-deg 0.005-ft „ , ^Shrink '•- "J"" 100-ft AT = 0.0S ft Aps = 0.09 ft AShrink = Oft Movementhorii := &j + (Aps) "^Shrink Movementhorij = 1.71 in THal Pod Dimensions Thicknjn := 2-Movementhoriz Thicknun = 3,42 in Tpad := 3.5in W := 24.in L := 24'in Trial Dimensions (W+L) S= 12in radlhicitmax := — PsflUiitknBx = 8 in OK _ . '^^max ^I-max W.L Padpsi = 760.07 — < SOOpsi OK in _ . DL^ Padpsimio = 327.78 > 200psi OK _ . DL^ in Job:1163 Subject: Date: 4/9/2003 Rancho Santa Fe Bearing Pad By :mb BP_Fabric_Heavy,MCD DOKKEN Engineering 9685 Chessapeake Dr. Suite 435 San Diego, CA 92123 Check Initial Vertical Deflection As := 0.0275 Compressive Strain, From Memo 7-1 <7%.OK Tf := Ti - Tpad As-,25 Tf = 3.38in Shear Force at Slippage FsMax = 70.4 kip FsDesign '•- W-L-Movementhoriz'lf P*' Tpad FsDesign =47.54 kip Actual Force OK, Use 3.5" lo match thickness ot acute corner USE FABRIC REINFORCED - 24" X 24" X 3.5" PADS AT EXTERIOR OBTUSE CIRDER AND NEXT INTBtlOR CIRDER Job: 1163 Rancho Santa Fe Subject: Bearing Pad Date: 4/9/2003 By: mb BP_Fabriq_HBavy.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Fabric Reinforced) For Acute Corner. (Light side) Parameters Uagllt^a„:= 120 0 LaigtliTrib -^ 185 ft n:= 6 DLserv - 960 kip LLserv - 234 kip ST 30.deis Mo:= 1.0 M„ := .5 DLmin '- DL^„ = 80 kip kip:- lOOO-tb lb kip Number of fiirders Shear IMagnlflcaion Factor at Exterior Girder, (for minimum stress), and All Imerior, (for maximum stress) LLn list llSm Job: Subject: Date: 4/9/2003 Rancho Santa Fe Rd Bearing Pads By: mb Bearing Pads BP_Fabric__Uoht.MCD 1 DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Superstructure Movement: AT:= 1.5.0000060——^Ungthfrib AT = 0.6in in-deg 0 1-ft lOO-n 0.005 ft „ „ '^^^•*== lOO-ft"" Movemenihoriz := Ay + Aps + AsKrink Movementhorii = 1.71 in Trial Pad Dimensions Tliicknun '•= 2-Movementhoriz Thickmin = 3,42in Tpad - 3i-in W:= 14 in L - 18 in Trial Dimensions W + L S = 7.S8in P»<lthickmix •= J P«Jihickmajt = 6in OK W-L Padp,i = 789.68-1^ <800psiOK in PxJpsimin -Padpsimin = 317.46-1^ > SOOpsi OK PxJpsimin - in Job: Subject: Date: 4/9/2003 Rancho Santa Fe Rd Bearing Pads By: mb BP_Fabric_Light.MCD ) DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CAS2123 Check Initial Verticd Deflection As := 0,042 Tj ;= Tpad - Tpad'As Tf:= Ti-Tpaii.As..25 Compressive Strain. From Memo 7-1 < 7%, OK Tf = 3.316in Shear Force at Slippage DLmin Fsmax = 16kip FsDesign WL-Movementhorizl69-psi Tpad FsDesign = 20.8 kip OK USE FABRIC REINFORCED - 14" x IB" x 3.5" PADS AT EXTERIOR ACUTC 0IRDER AND NEXT 3 INTERIOR GIRDER Job: Subject: Date: 4/9/2003 Rancho Santa Fe Rd Bearing Pads By: mb Bearing Pads BP_Fabric^Light.MCD m DOKKEN Engineering 9665 Oiessapeake Dr. Suite 435 San Diego, CA 92123 DOKKEN Engirwering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Steel Reinforced) For Obtuse Corner, (heavy side] Parameters , ,. ,,. . kip := lOOO'lb ksi lengll'span '' 120 ft ^ 2 lb psi:= — UnglliTrib-^ 185-ft in'' Superstructure Movement: AT:= 1.5-.00O0O6O——ST-UitgtliTrib in-deg 0 I'ft AT = 0.6 in n:= 6 Number of 6irders 0.005-ft „ „ ^S"""^" 100-ft"-" DLserv '-= 960.kip Movementhorii•= Ay-*- Aps + Ashrink LLstrii'-= 234-kip ST := 30 dcg 2.2 1.18 Shear Magnlflcalon Factor at Exterior Girder, (lor maximum stress), and All interior, (tor minimum stress) Movementhoriz = 1.71 in Trial Pod Dimensions Thick^iin := 2'Movemenlhorii Tbickmin = 3.42 in DLma<:= n llSav LLn»i[. -Mg n Tpad := 3.5in W := 20-in L:= 24-in Trial Dimensions DLmin := Af„ n '-'-min • "^0 ff W + L ''"•'thickmax •= ~ S = 10.91 in I*adihickniai[ = 8 in OK DL^n = ia8.8kip _ . f-max + L^max W-L Padpsi = 912.08— in < lOOOpsi OK P A Padpsinun • Padpsimin =393.33 — > 200psi OK 2 n Job: 1163 Rancho Santa Fe Subject: Date: 4/9/2003 Bearing Pad By : mb BP_SteeLHeavy.MCO Job:1163 Rancho Santa Fe Subject: Bearing Pad Date : 4/9/2003 By: mb BP__Ste«l_Heavy.MCD DOKKEN Engineering 9665 Chessapeake Dr. Suite 435 San Diego, CA 92123 Check Initial Vertical Deflection As:~ 0.0375 Ti '•- Tpad " Tpad'As Tf:= Ti - Tpad A.-.25 Shcor Force at Slippage Fsman :— Compressive Strain. From Memo 7-1 <7%,OK Tf = 3.336 in FsnBx = 37.76kip ^sDesign •- W-L'Moveinenihoriil69-psi 'pad FsDesj6n = 39.62 kip OK USE STEa REINFORCED - 20" X 24" X 3.5" PADS AT EXTERIOR OBTUSE CIRDER AND NEXT INTERIOR CIRDER Job: 1163 Ranctio Santa Fe Subject: Bearing PaO Date: 4/9/2003 By :mb BP^SleeLHeavy.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Elastomeric Bearing Pad, (Steel Reinforced) For Acute Corner, (Light side) Parometers l^'>Mtb^„-= l20.ft LengtltTrib - I "5 " «:= 6 DLs,rv-= 960kip LLsirv ••= 234 kip ST ;= 30.deg 1 Ma := 0.50 f-max •- DLst. DL^n = 80 kip kip := I OOO-lb lb psK=- ksi := kip Number of Sirders Shear Magnlflcalon Factor at Exterior Girder, (for minimum stress), and AJt Interior, (tor maximum stress) Job:1163 Subject: Date: 4/9/2003 Rancho Santa Fe RtJ Bearing Pads By: mb BP_SteeLLight.MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, CA 92123 Superstructure Movement: AT:= 1.5-.0000060- STLatglhTrH, in-deg ApS °^^^'^'"'T'il> AT = 0.6 in 0.005-n „ „ Asbrink:=-^-0-ft Movemenihoriz := A? + Aps + Ashrink Movementhoriz = 1.71 in Trial Pad Dimensions Thicknjn := 2-Movemenihoriz Tnsd- 3.5 in W:= I4 in L:= 16 in Thickmin = 3.42 in Trial Dimensions Pa<lthickinax — S = 7.47 in Pa»l^ickmax = 533in OK DLnax + LLmax , „, lb P^psi := — P«lp,i = 888.39- , ,(,(jop3j Padn WL Patlpsimin = 357.14-^ > 200psi OK Job:1163 Subject: Date: 4/9/2003 Rancho Santa Fe Rd Beanng Pads By:mb BP_SteelJ.ight-MCD DOKKEN Engineering 9665 Chessapeake Dr Suite 435 San Diego, GA 92123 Check Initial Vertical Deflection A, ;= 0.038 Compressive Strain, From Memo 7-1 Tj ;= Tpad ' Tpad'As Tr:=Ti-Tpad-A5-,25 Tr = 3.334in Shear Force at Slippage Fsmax = '^kip FsDesign •- W-LMovement|rorii-169.psi Tpad FsDwign = 18.49kip OK USE STEEL REIt^ORCEO - 14" x 16" x S.S" PADS AT EXTERIOR ACUTE 6IRDER AND NEXT 3 INTERIOR 6IRDER Job;1163 Rancho Sania Fe Rd Subject: Bearing Pads Date: 4/9/2003 By :mb BP_Steel_LighE,MCD MEMO TO DESIGNERS 7-1 • JUNE 1994 Dxitrans 1,200 1,000 800 a. tn ta £ 55 <D 600 _> "« CO (D a. E o O 400 200 Shape Factor 12 Shape Factor 3 Steel Reinforced Bearing Pad 4 5 6 7 8 9 Compressive Strain, percentage 12 13 Figure 46. Recommended Compressive Stress vs. Strain Curves for Steel Reinforced Bearing Pads -V - PAGE 12 BRIDGE BEARINGS MEMO TO DESIGNERS 7-1 * JUNE 1994 ^ Gxltrans soo 700 600 r 500 a «" £ 55 I 400 to (O d) a. E o o 300 200 100 3 4 5 Compressive Strain, percentage Figure 4A. Recommended Compressive Stress vs. Strain Curve for Rberglass Reinforced Bearing Pads BRIDGE BEARINGS PAGE II Bridge Design Aids Caltrans 1.8 n 1.5 - a. 3 tn t»i 1.3 (§ 01 I 1.2 o A U. k. «> 1.1 CO O 1 1.0 a f 0.9 0,8 • 0.7 S. a. 3 CO (§) S o o n u. k. (Q O en k. o •p 2.2 2.0 1.8 1.6 1.4 1.2 H 1.0 -o X o ED 0.8 0.5 0.4 May 1990 ...... r-i^ Dbtuse ( ^mer p Typical I.nteric r Girder ^ Acute Comer 10" 20* 30* 40* 50* 60* Skew Chart No. 1 341 Vu (Avg) X Factor Vu (Avg) . 203.3 k 103.7 k Design Shear (Obtuse Comer) Applied Vu with No Skew Adjustment Design Shear (Acute Comer) 16.7 k 0.0 0.1 0.2 0.3 0.4 0.5 Note: Adjustment for interior girder not shown 34° Skew Adjustment Sketch for Example Problem No. 1 5-32 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 A JOB SUBJECT DATE BY CHECK JOB NO, SHEET 9665 CHESSAPEAKE DRIVE, SUITE 435, SAN DIEGO, CA 92123' PHONE (858) 514-8377 FAX (858) 514-8608 1 ENDIMEERINd JOINT MOVEMENT CALCULATIONS EA DISTRICT COUNTY ROUTE PM BRIDGE NAME AND NUMBER Ranctio Santa Fe Rd, @ San Marcos Creek TYPE STRUCTURE CIP Prestress Box Girder TYPE ABUTMENT Cantilever Seat TYPE EXPANSION(r elosto pads etc.) 4" Reinforced, Elastomeric Pads (1) TEMPERATURE EXTREMES MAXIMUM 105 F TYPE OF STRUCTURE Steel Range( Concrete (Conventional) Range( Concrete (PretenslonecD Range( 0 (2) THERMAL MOVEMENT Onches/lOOfeet) F)C.(XX)0065xl2(X))= ANTICIPATED SHORTENING (inches/IOOfeet) + 0.00 (3) MOVEMENT (Inches/100 fee FACTOR t) - MINIMUM 25 F TYPE OF STRUCTURE Steel Range( Concrete (Conventional) Range( Concrete (PretenslonecD Range( 0 F)(.0CXX306Ox12O0)= F) (.0000060 X 1200)= F) (.0000060 X 1200)= + 0.06 + 0.12 g = + 0.63 FACTOR t) TYPE OF STRUCTURE Steel Range( Concrete (Conventional) Range( Concrete (PretenslonecD Range( 0 F)(.0CXX306Ox12O0)= F) (.0000060 X 1200)= F) (.0000060 X 1200)= + 0.06 + 0.12 g = + 0.63 FACTOR t) = RANGE 50 F X Concrete (Post tensloned RangeC 80 F)(.0CXX306Ox12O0)= F) (.0000060 X 1200)= F) (.0000060 X 1200)= 0.676 + 0.06 + 0.12 g = + 0.63 1.21 FACTOR t) tTEM (1) DESIGNER DATE ITEM (2) CHECKED BY M. Bartholomew DATE 2-Oct-OO LOCATION (EQ) Lower Level Seismic Move- ment Onches) Skew (degrees) Do rwt use In caic. <4) Contrib- uting Lengtti (feet) Calculcrtecl Move- ment 3x4/100 or 2EQ+2X4/200 (Inches) M.R. (Inches) (Round up to 1/2"^ Seat Type A, B. (Others) or Open Joint Seal Width Umits Groove(saw cut) Width or Installation Width LOCATION (EQ) Lower Level Seismic Move- ment Onches) Skew (degrees) Do rwt use In caic. <4) Contrib- uting Lengtti (feet) Calculcrtecl Move- ment 3x4/100 or 2EQ+2X4/200 (Inches) M.R. (Inches) (Round up to 1/2"^ Seat Type A, B. (Others) or Open Joint Catalog Number Wl Onchei) Maximum (S)W2 Onches) Min. OMox. Temp. Stmcture Temp- eruture (F)' (6) Adjust from Max. Temp. (Inches) k/1 x 2x4/100 Width at Temp. Usted Onches) ws5 + 6 Abutment 1 N.A 0.00 190.00 2.29 2.50 B Abutment 4 NA 0.00 m.oo 2.29 2.50 B tile: mrcac.Kis date: d/19/95 k = (maximum temperature extreme) minus (superstructure temperature) * Measure superstructure temp, by placing bulb of concrete thermometer 6 Inches into expansion joint * When MR > 4", increase anticipated shortening by 25%. Rancho Santa Fe Road ITEM DESIGN CHECK % Diff Units USE Unit Cost Cost COMPLETE BRIDGE IN PLACE LS $ 3,245,156.00 Structure Excavation 4644 4340 -7% CY 4500 $ 50.00 $ 225.000.00 Structure Backfill 2451 2263 -8% CY 2400 $ 46.00 $ 110,400.00 Structure Concrete, Bridqe Footing 927 872 -6% CY 927 $ 250.00 $ 231,750.00 Structure Concrete, Bridqe 4380 4336 -1% CY 4350 $ 400.00 $ 1,740,000.00 Bar Reinforcinq Steel, Bridge 706924 771489 8% Lbs 750000 $ 0.70 $ 525.000.00 Pre-stress CIP Concrete Structure 100000 1 LB/LS 100000 $ 1.00 $ 100,000.00 Structure Concrete, Approach Slab 232 232 0% CY 232 $ 355.00 $ 82,360.00 Barrier Rail, Type 732 856 856 0% LF 856 $ 57.00 $ 48,792.00 Barrier Rail, Type 732 mod 856 853 0% LF 856 $ 64.00 $ 54.784.00 Tubular Handrailing 856 856 0% LF 856 $ 95.00 $ 81.320.00 Joint Seal, MR = 2.5" 366 364 -1% LF 366 $ 125.00 $ 45,750.00 24" CIDH PILING 1975 1950 -1% LF 1975 $ 135.00 $ 266,625.00 BRIDGE REMOVAL 9000 1 SF/LS 1 $125,000.00 $ 125,000.00 ROCK SLOPE PROTECTION 1275 1175 -9% CY 1275 $ 70.00 $ 89,250.00 TOTAL SCHEDULE "B" = $ 3,726,031.00 mb 5/22/2003 Bridge Cost 100% .xls ENGINEERING www.dokkcn.iifiiic.ri.l.coi. JOB SUBJECT DATE BY CHECK JOB NO. SHEET 1*J \*J X^XX.X^ ENGINEERING wiiw.dskkia>ii(lie(tiii|.ciiBi 3^7 f-€0^. lO-Z-f cy' 7. U. 2. (2- = 375" JOB SUBJECT DATE BY CHECK JOB NO. SHEET^ 0-^ Vz J-/ Xi. Xi. i-J 1^ ENGINEERING <rww,d>kk>i>ti>(U><rlii(.(i>m / / I f7/7 ze- •z.^j.&'r ^^(=.75" 3r7 -biZ- ZKT^ 4,t-7i^ 3(=| •Z.7 Z73 JOB SUBJECT DATE JOB NO. Il(.3 BY SHEET CHECK of ENGINEERING mww.itkktBuifinttrimt.cm 3 Ufl" 3^3.-2) 2-- 343.& 3^33r (g) r (93) ^;^/3 ^- f J o ?. i.;) (z.7r) i) --^33 (^"-^7.6^ (4.?^) - f3 ^j.7r) 6.0-- JOB SUBJECT DATE BY CHECK JOB NO. SHEET CONCRL /SUMMARY Dokken Engineering STRUCTURE Rancho Santafo Road, BOTH BRIDGE NO. CALC. BY Mick Bartholomew DIST. 11 CO. RTE. P.M. JOB NO. 1163 SUPER ESTIMATE CHECK SUB ESTIMATE CHECK OTHER ESTIMATE CHECK SOFFIT 550 ABUTS RETWALL TOP DECK 793 1 584 GIRDERS, EXT 263 2 678 GIRDERS, INT 468 WALLS OVERHANGS 150 COLUMNS 266 GIRDER FLARE 26 END DIAPH 208 BRIDGE WW FILLETS 15 @ 1 44 SOFFIT FLARE 16 @ 2 44 SHEAR KEY CAPS 274 NON-FTG TOT 4378 0 FOOTINGS ABUT #1 308 TOTALS ABUT #4 360 FOOTING 1068 0 COLUMN 400 BRIDGE 4378 0 APP SLAB FOOT TOT f068 0 SLOPE TOTAL CY 2762 0 TOTAL CY 5446 0 OTHER 0 0 5/22/2003 ) 1 CONCREltblJMMARY Dokken Engineering STRUCTURE Rancho SantaFo Road, LBFT BRIDGE NO. CALC. BY Mick Barthotomew DIST. n CO. RTE. P.M. JOB NO. 1163 SUPER ESTIMATE CHECK SUB ESTIMATE CHECK OTHER ESTIMATE CHECK SOFFIT 281 ABUTS RETWALL TOP DECK 405 1 292 GIRDERS, EXT 134 2 339 GIRDERS, INT 239 WALLS OVERfiANGS 76 COLUMNS 130 GIRDER FLARE 13 END DIAPH 104 BRIDGE WW FILLETS 8 @ 1 22 SOFFIT FLARE 8 @ 2 22 SHEAR KEY CAPS 137 NON-FTG TOT 2210 0 FOOTINGS ABUT #1 154 TOTALS ABUT #4 180 FOOTING 534 0 COLUMN 200 BRIDGE 2210 0 APP SLAB FOOT TOT 534 0 SLOPE TOTAL CY 1405 0 TOTAL CY 2744 0 OTHER 0 0 5/22/2003 1 CONCREIt SUMMARY Dokken Engineering STRUCTURE Rancho SantaFo Road, RIGHT BRIDGE NO. CALC. BY Mick Bartholomew DIST. 11 CO. RTE. P.M. JOB NO. 1163 SUPER ESTIMATE CHECK SUB ESTIMATE CHECK OTHER ESTIMATE CHECK SOFFIT 269 ABUTS RETWALL TOP DECK 388 1 292 GIRDERS, EXT 129 4 339 GIRDERS, INT 229 WALLS OVERHANGS 73 COLUMNS 136 GIRDER FLARE 13 END DIAPH 104 BRIDGE WW FILLETS 7 @ 1 22 SOFFIT FLARE 8 @ 2 22 SHEAR KEY CAPS 137 NON-FTG TOT 2169 0 FOOTINGS ABUT #1 154 TOTALS ABUT #4 180 FOOTING 534 0 COLUMN 200 BRIDGE 2169 0 APP SLAB FOOT TOT 534 0 SLOPE TOTAL CY 1358 0 TOTAL CY 2703 0 OTHER 0 0 5/22/2003 Vz ±j \y ±^ ±\. XJ X'^ ENGINEERING •>«<•.d«kktatii(lii<(tin(.con 0^0 p,-er5 73^ AtJt4 JOB SUBJECT DATE- BY KV? JOB NO, SHEET CHECK ENGINEERING ..«.dokk>B(l>(i>><riiiI.i>ni — 1^ .o ' V IS3 /'OO. (O ' V = (2-+ 6r.^.^ ISS («(».7'r U47r l«>4 471 — JOB SUBJECT DATE , 1 -03 JOB NO. JOB u p J SHEET JOB u p J SHEET JOB CHECK of JOB CHECK of 1163 RANCHO SANTA FE ROAD. LEFT / RIGHT 1 STRUCTURE RANCHO SANTA FERDl/R BRIDGE NO. CALC. BY MICK BARTHOLOMEW BAR SIZE SUPERSTRUCTURE SUBSTRUCTURE RETAINING WALL BAR SIZE ESTIMATE CHECK ESTIMATE CHECK ESTIMATE CHECK ESTIMATE CHECK #3 0 0 #4 11757 18439 30196 0 #5 194046 41983 236029 0 #6 207679 101915 309593 0 #7 0 6924 6924 0 #8 64016 49581 113597 0 #9 7687 11342 19030 0 #10 0 12971 12971 0 #11 62392 38942 101334 0 #14 0 0 0 0 #18 0 0 0 0 INT DIAPH 0 0 RAIL 0 0 WALL 0 0 HINGE 0 0 0 0 SUBTOTAL 547576 0 282098 0 0 0 829674 0 2% SPLICES 10952 0 5642 0 0 0 16593 0 TOTAL= 558528 0 287740 0 0 0 m6267 Rebar_01_22_02.xls REBARSUM 5/22/2003, 12:30 PM I Enter Job Name and No. Here STRUCTDRE RANCHO SANTA FB RD RIGHT JOB HO. DIVISION OIST CO. RODTE P.M. BRIIiaE NO. BY: MICK BARTHOLOMEW CODE ITEM SIZE Ho. Ifflngth to 1/10 Pt. «4 •5 •6 #7 «8 «9 «10 «11 •14 •18 BENT CAPS LEFT PIER 2 011 TOT 18 11 18 87.5 7575 #1; ror4 11 4 74.5 298 011 TOT 12 11 12 68.8 825 08 TOTS 8 6 73.0 438 06'7'O6 6 14 11.0 754 06 STIRRUPS 6 85 52.0 4420 05 lot 12 smch" 5 36 20.0 720 0$ lot 12 "Candy cane' 5 36 7.5 270 LEFT PIER 3 011 TOT 18 11 16 103.0 1854 011 TOT4 11 4 87.5 350 011 TOT 12 11 12 80.8 970 08 TOT 6 8 6 85.0 510 »6T@6 6 14 11.0 754 06 STIRRUPS 6 85 52.0 4420 05 tot 12 "stitch" 5 36 20.0 720 05 tot 12 "Candy cane" 5 36 7.5 270 Total Ziangths 0 1980 9118 0 948 0 0 5872 0 0 Ht. Par Foot Total Wt. P«r Sl2« 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Wt. P«r Sl2« 0 2065 13740 0 2531 0 0 31196 0 0 Total Ht. Par Shaat Total wt. 0 2065 13740 0 2531 0 0 31196 0 0 Total Ht. Par Shaat Total wt. 49532 Rebar_01_22_02.xls R_CAP 5/22/2003, 12:30 PM 1 Tie a Enter Job Name and No. Here STRUCTDKE RANCHO SANTA FE RD lEFT JOB NO. DIVISION Uig^ CO HODTE P.M. BRIDQE NO. BYi MICK BARTHOLOMEW COPg ITEM SIZE Ho. Langth to 1/10 Ft. #4 «5 •6 •7 •8 •9 #10 • 11 •14 •18 BfWrCAPS LEFT PIER 2 011 TOT 18 77 18 87.5 7575 011 TOT 4 77 4 74.5 298 011 TOT 12 77 12 68.8 825 08TOT6 8 6 73.0 43d 06TQ6 6 14 11.0 754 06 STIRRUPS 6 85 52.0 4420 05 tot 12 "stnch" 5 36 20.0 720 05 lot 12 "Candy cone' 5 36 7.5 270 lEFT PIERS 011 TOT 18 77 18 103.0 1854 011 TOT4 77 4 87.5 350 011 TOT 12 17 12 80.8 970 08 TOT6 6 6 85.0 570 06Te6 6 14 11.0 754 06 STIRRUPS 6 85 52.0 4420 05 lot 12 "Stitch' 5 36 20.0 720 05 tot 12 "Candy cane" 5 36 7.5 270 Total Langths 0 1980 9148 0 948 0 0 5872 0 0 Ht. Par Foot 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0 2065 13740 0 2531 0 0 31196 0 0 Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0 2065 13740 0 2531 0 0 31196 0 0 Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 49532 JO Rebar_01_22_02.xls L_CAP 5/22/2003, 12:30 PM Enter Job Name and No. Here STRUCTURE RANCHO SANTA FE RD lEFT/RIGHT JOB NO. Division CODE ITEM SIZE Ho. Langth to 1/10 Ft. «4 • 5 • 6 •7 *8 •9 •10 •11 • 14 •18 LEFT END DIAPHRAGM Abut 1, L=71.5 09 TOT 7 9 7 70.0 490 04 TOT 9 4 9 71.0 639 06 O 12 STIRRUPS 6 72 28.0 2075 05 9 12 5 72 14.0 7005 05O12 5 72 3.0 216 LEFT END DIAPHRAGM Abut 4. Ls78.5 09 TOT 7 9 7 87.0 609 04 TOT 9 4 9 83.0 747 06 O 12 STIRRUPS 6 80 28.0 2240 05O12 5 80 14.0 1120 05O12 5 83 3.0 249 RT END DIAPHRAGM Abut 1, U77.5 09 TOT 7 9 7 78.5 550 04TOT9 4 9 78.5 707 06O12SnRRUPS 6 72 28.0 2016 05 9 12 5 72 14.0 1008 05 912 5 80 3.0 240 RT END DIAPHRAGM Abut 4, L=87.S 09TOT7 9 7 87.5 613 04 TOT 9 4 9 87.5 788 06 9 12 STIRRUPS 6 89 28.0 2492 05 912 5 89 14.0 1246 05 912 5 89 3.0 267 Total Langths 2880 5354 8764 0 0 2261 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Ht. 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Ht. 1924 5584 13164 0 0 7687 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Ht. 1924 5584 13164 0 0 7687 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Ht. 28359 o Rebar_01_22_02.xls DIAPHRAGMS 5/22/2003, 12:30 PM ) STRUCTURE RANCHO SANTA FERDIEFT JOB NO. DIVISION CODE ITEH SIZE No. Langth to 1/10 Ft. •4 •5 •6 •7 •8 •9 •10 •11 •14 •18 AbutlL Vett0Stot6 5 750 27.5 3975 Spiral 060 3 6 30 425.0 72750 Abut4L Veft0Stot6 5 180 14.8 2655 Splial0603 6 30 279.3 8378 AbutIR Vert 05 tot 6 5 180 19.8 3555 Splral0603 6 30 384.3 11528 Abut4R Vert 05 lot 6 5 180 15.8 2835 Spinal 06 0 3 6 30 300.3 9009 Total lengths 0 12960 41694 0 0 0 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0.668 1.043 1.502 3.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0 13517 62634 0 0 0 0 0 D 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0 13517 63624 0 0 0 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 76143 o 1 Enter Job Name'and No. Here STRUCTURE RANCHO SANTA FE RD LEFT JOB NO. Divisuxa CODE ITEH SIZE Ho. Langth to 1/10 Ft. •4 •5 • 6 •7 «B •9 • 10 •11 •14 •18 COLUMNS LeftBttdsiePier2H-37.7 011 lot 16 77 45 35.2 1834 06 Hoop 24 6 720 72.5 7572 COLUMNS Left Bridge Pier 3 Hs36 011 lot 16 11 45 35.9 1723 06 Hoop 24 6 775 72.5 7457 COLUMNS Right Bridge Pier 2 H=40.3 011 tot 16 11 45 35.5 1766 06 Hoop 24 6 7 79 72.5 7499 COLUMNS Right Bridge Pier 3 H=36.5 011 tot 16 11 45 34.5 1670 06 Hoop 24 6 775 72.5 7452 Total Langtha 0 0 5960 0 0 0 0 6994 0 0 Ht. Far Foot Total wt. Par Slxa Total Ht. Par Shaat Total Ht. 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Far Foot Total wt. Par Slxa Total Ht. Par Shaat Total Ht. 0 0 8952 0 0 0 0 37157 0 0 Ht. Far Foot Total wt. Par Slxa Total Ht. Par Shaat Total Ht. 0 0 8952 0 0 0 0 37157 0 0 Ht. Far Foot Total wt. Par Slxa Total Ht. Par Shaat Total Ht. 46109 o Rebar_Ol_22_a2.xls COLUMNS 5/22/2003, 12:30 PM Enter Job Name and No. Here STRUCTURE RANCHO SANTA FE RDRIGHT JOB NO. Divisicm DIST. CO. ROUTE P.M. BRIDGE NO. BY t MICK BARTHOLOMEW CODE ITEM SIZE NO. Langth to 1/10 Ft. •4 •5 • 6 •7 •8 •9 •10 •11 •14 •18 ABUTMENT 4 L=101.5 05 9 12 HORIZ 101.5 812 010 TOT 8 10 102.8 822 05 912 79 12.5 988 04 918 14 707.5 7427 069 12 94 16.5 1551 04 918 VERT 69 16.5 1139 WINGWAU (2ea) 04 912 36 14.0 504 0999 50 14.0 700 0 11 TOT 2 11 21.0 84 04 TOT 2 24.0 96 04 9 12 STIRRUPS 22 12.0 264 SHEAR KEYS <2ea) 0 6TOT6 12 15.0 180 05 TOT 6 12 22.0 254 05 TOTS 10 32.0 320 06 TOT 7 14 16.0 224 04'sall 100 20.0 2000 APPROACH DOWELS 05 90 2.0 180 05 912 94 7.5 705 08 tot 16 16 109.5 1752 07 912 79 12.5 988 04 tot 10 10 109.5 1095 Total Langtha Wt. Par Foot Total wt. Par Siza Total Ht. Par Shaat Total Ht. 6519 3269 0.668 1.043 4354 3409 4354 3409 1955 988 1752 700 822 84 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 2936 2018 4678 2380 3539 446 2936 2018 4678 2380 3539 446 23761 5o Rebar_01_22_02.xls R.ABUT 4 5/22/2003, 12:30 PM Enter Job Name and No. Here n STRUCTURE RANCHO SANTA FE RD l£FT JOB NO. DIVISION COI» ITEH SIZE Ho. Langth to 1/10 Ft. •4 •5 • 6 •7 • 8 •9 «10 «11 •14 •18 ABUTMENT 4 L=92.6' 05 9 12 HORIZ 5 8 97.0 775 010 TOT 8 70 8 700.0 500 05 912 5 70 72.5 575 04 918 4 14 92.5 7295 069 12 5 94 75.5 7557 04 9 18 VERT 4 53 75.5 7040 WINGWAU (2ea) 04 912 4 35 74.0 504 #909 9 50 74.0 700 # 77 ror2 77 4 27.0 54 «4JOr2 4 4 24.0 95 04 9 12 STIRRUPS 4 22 72.0 254 SHEAR KEYS (2ea) 06TOT6 6 72 75.0 750 0 5 TOT 6 5 72 22.0 254 05 TOT 5 5 70 32.0 320 06 TOT 7 6 74 75.0 224 04's all 4 700 20.0 2000 APPROACH DOWELS 05 5 90 2.0 180 05 9 12 5 55 7.5 638 08 tot 16 5 75 700.5 1505 07 912 7 70 72.5 875 4 70 700.5 7005 To tal Langtha 6204 3053 1955 875 1608 700 800 84 0 0 Ht. Par Foot Total Wt. Par Siza Total Ht. Par Shaat Total Ht. 0.668 1.043 1.502 3.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Wt. Par Siza Total Ht. Par Shaat Total Ht. 4144 3184 2936 1789 4393 2380 3442 446 0 0 Ht. Par Foot Total Wt. Par Siza Total Ht. Par Shaat Total Ht. 4144 3184 3936 1789 4393 3380 3442 446 0 0 Ht. Par Foot Total Wt. Par Siza Total Ht. Par Shaat Total Ht. 22615 Rebar_01_22_02.xls L.ABUT 4 5/22/2003, 12:30 PM ) Enter Job Name and No. Here 1 STRUCTURE RANCHO SANTA FE RD LEFT JOB NO. 7753.0 DIVISIOH DIST. 77 CO. ROUTE P.M. BRIDQE HO. BYi MIck bOrttX^Omew CODE ITEH SIZE Ho. Langth to 1/10 Ft. •4 •5 • 6 •7 • 8 #9 •10 •11 •14 •18 A-7 Abufrnef 1 Footing 08 tot 16 5 75 90.0 7440 04 tot 10 4 70 90.0 900 06 912 5 97 72.5 7/35 05 912 5 97 72.5 7/35 Abutment 4 FooHna 08 lot 16 5 75 704.3 1669 04 tot 10 4 70 704.3 7043 06 912 6 106 72.5 7325 05 912 5 106 72.5 7325 A-2 Columns Footings lot 6 0SStbmjp 5 828 4.5 3725 06 tot 12 EW 5 144 70.5 1512 08 tot 24 EW 5 255 70.5 3024 Pin 09 tot 12 9 35 9.0 324 SDIKIIS 4 5 720.0 720 Total Langths 2663 6189 3975 0 6133 334 0 0 0 0 Ht. Par Foot Total Ht. Par Sixa Total Ht. Par Shaat Total Ht. 0.668 1.043 1.503 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Sixa Total Ht. Par Shaat Total Ht. 1779 6455 5970 0 16375 1103 0 0 0 0 Ht. Par Foot Total Ht. Par Sixa Total Ht. Par Shaat Total Ht. 1779 6455 5970 0 16375 1103 0 0 0 0 Ht. Par Foot Total Ht. Par Sixa Total Ht. Par Shaat Total Ht. 31679 Rebar_01_22_02.xls L_FTGS 5/22/200a 12:30 PM STRUCTURE RANCHO SANTA FE RD LEFT JOB RO. 7753.0 DIVISKni 77 CO. ROUTE BRIDQE HO. BY t Mick Barthotomew -I S r. o) 9X ^ CD X _i > 2 I m 03 > W 5 ^ m ^ O Tl < J. m X - Ol q CO m CTI ss • OJ CO > ? m o p O > CODE ITEM SIZE Ho. Langth to 1/10 Pt. •4 •5 •6 •7 •8 •9 •10 • 11 •14 i t .S- A-1 Abufme/Comers a. or fooffng w ?r Obtuse a #5 ropA Bottom 6 8 28.0 224 a 05 Tot 37 Top S 296 5.5 7924 a 06 Tot 37 Bot 6 296 5.5 7924 r SB . . Acute n #5x9*^79 6 36 9.0 324 06 Top a Bottom 6 8 37.0 295 3 #5 9 72 5 792 9.0 1728 #509 6 240 9.0 2750 Abova rwresents Left A fffoftf A£>u7men7I A4 Total Langths 0 3653 4938 0 0 0 0 0 0 0 Ht. Par Foot Total Ht. Par Sisa Total Nt. Par Shaat Total Ht. 0.668 1.043 1.502 2.044 3.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Sisa Total Nt. Par Shaat Total Ht. 0 3809 7402 0 0 0 0 0 0 0 Ht. Par Foot Total Ht. Par Sisa Total Nt. Par Shaat Total Ht. 0 3809 7402 0 0 0 0 0 0 0 Ht. Par Foot Total Ht. Par Sisa Total Nt. Par Shaat Total Ht. 11311 o \ Enter Job Name and No. Here STRUCTURE RANCHO SANTA FE RD RIGHT JOB HO. 7 753.0 DIVISION CODE ITEM SIZE Ho. Langth to 1/10 Ft. •4 •5 • 6 •7 •8 •9 •10 •11 •14 • 18 A-7 Abutmet 1 Fooling 08 tot 16 8 75 90.0 1440 04 lot 10 4 70 90.0 900 06 912 6 97 72.5 7735 05 912 5 97 72.5 7/35 At3ulment4 Fooling 08 tot 16 8 75 104.3 7559 04 tot 10 4 70 704L3 1043 06 912 6 705 72.5 7325 05 912 5 705 72.5 7325 A-2 Columns Footings lot 6 05Stlnup 5 525 4.5 3725 06 tot 12 EW 6 744 70.5 7572 08 tot 24 EW 8 255 70.5 3024 Pin 09 tot 12 9 35 9.0 324 Sterols 4 5 120.0 720 Total Langths 3663 6189 3975 0 6133 334 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 0.668 1.043 1.503 2.044 3.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 1779 6455 5970 0 16375 1102 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 1779 6455 5970 0 16375 1102 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 31679 0 Rebar_01_22_02.xls R_FTGS 5/22/2003, 12:30 PM ) Enter Job Name and No. Here 1 STRUCTURE RANCHO SANTA FE RD LER JOB HO. DIVISION CODE ITEH SIZE Ho. Langth to 1/10 Ft. •4 • 5 •6 •7 •8 •9 •10 •11 •14 •18 ABUTMENT 1 U54' 05 9 12 HORIZ 5 5 84.0 572 010 TOTS 70 8 87.0 595 05 912 5 61 7.5 458 04 918 4 14 85.0 7790 06912 5 84 75.5 7302 04 9 18 VERT 4 57 75.0 555 WINGWAU (2ea) 04 912 4 34 74.0 475 0999 9 46 74^0 544 0 11 TOT 2 77 4 27.0 84 04 TOT 2 4 4 24.0 96 04 9 112 STIRRUPS 4 11 70.0 110 SHEAR KEYS (2ea} 06 TOT 6 5 72 75.0 750 05 TOT 6 5 72 22.0 254 05 TOT 5 5 70 32.0 320 06 TOT 7 5 74 75.0 224 04'sall 4 700 20.0 2000 APPROACH DOWELS 05 5 90 2.0 780 ABUT 08 lot 75 8 75 92.0 1472 07 tot 12 7 57 72.5 753 05 9 12 5 77 7.5 578 Total Langths 4737 3471 1706 763 1472 644 696 84 0 0 Ht. Par Foot Total Ht. Par Siza Total wt. Par Shaat Total Ht. 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total wt. Par Shaat Total Ht. 3158 2577 3562 1559 3930 2190 2995 446 0 0 Ht. Par Foot Total Ht. Par Siza Total wt. Par Shaat Total Ht. 3158 2577 3562 1559 3930 2190 2995 446 0 0 Ht. Par Foot Total Ht. Par Siza Total wt. Par Shaat Total Ht. 19417 Rebar_01_22_02.xls L.ABUT 1 5/22/2003, 12:31 PM Enter Job Name and No. Here STRUCTURE RANCHO SANTA FE RD RIGHT JOB HO. DIVISION - com ITEM SIZE Ho. Langth to 1/10 Ft. •4 •5 • 6 •7 •8 •9 •10 •11 •14 •18 ABUTMENT 1 L=84' 05 9 12 HORIZ 5 8 84.0 572 010 TOT 8 70 8 87.0 595 05 9 12 5 61 7.5 458 04 918 4 14 85.0 7 790 069 12 5 84 75.5 7302 «4 e 78 VERT 4 57 75.0 855 WINGWAU (2ea) 04 912 4 34 74.0 475 0999 9 46 74.0 544 0 11 TOT 2 77 4 27.0 54 04 TOT 2 4 4 22.0 88 04 9 12 STIRRUPS 4 22 70.0 220 SHEAR KEYS (2ea) 06 TOT 6 5 72 75.0 780 0STOT6 5 72 22.0 254 05 TOT 5 5 70 32.0 320 06 TOT 7 5 74 75.0 224 04's Oil 4 700 20.0 2000 APPROACH DOWELS 05 5 90 2.0 780 ABUT 08 tot 16 8 75 92.0 7472 07 tot 12 7 57 72.5 753 05 912 5 77 7.5 576 To tal Langths 4839 3471 1706 763 1472 644 696 84 0 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0.668 1.043 1.502 3.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 3326 2577 2562 1559 3930 2190 2995 446 0 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 3336 2577 2562 1559 3930 2190 2995 446 0 0 Ht. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 19485 Rebar_01_22_02.xls R.ABUT 1 5/22/2003, 12:31 PM Enter Job Name and No. Here STRUCTURE RANCHO SANTA FE RD LEFT JOB HO. DIVISIOH CODE ITEM SIZE Mo. Langth to 1/10 Ft. •4 •5 •6 •7 «s «9 •10 •11 •14 •18 SUPERSTRUCTURE LEFT U380' LONGITUDINAL 05 tot 8 5 75 380.0 5080 05 9 12 Ext Girders 5 75 380.0 6080 05 tot 5, Ext 5 70 380.0 3800 05 tot 6. Int 5 78 380.0 5840 08 lot 2 typ. Girder top 8 72 380.0 4560 04 tot 4 4 20 380.0 7500 05 lot 7 5 35 380.0 73300 082/c^rdef 8 72 380.0 4560 08 typ. Girder Bottom 8 5 350.0 2280 #5 TOT 2 per girder 5 72 380.0 4550 05 918 5 30 380.0 11400 Addltkmal 06x30' 9 each Bay 5 30 30.0 900 TRANSVERSE 06 BO-5 5 7052 52.0 54704 05 9182 (ea) 5 505 45.0 22770 GIRDER STIRRUPS 5 7300 72.0 15600 Tc tal Langths 7600 90430 55604 0 11400 0 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 0.668 1.043 1.503 2.044 2.670 3.400 4.303 5.313 7.650 13.60 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 5077 94318 83517 0 30438 0 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 5077 94318 83517 0 30438 0 0 0 0 0 Ht. Par Foot Total Ht. Par Siza Total Wt. Par Shaat Total Wt. 213350 Rebar_01_22_02.xls L.SUPER 5/22/2003, 12:31 PM f Enter Job Name'^and No. Here 1 STRUCTURE RANCHO SANTA FE RD RIGHT JOB HO. DIVISIOH CODE ITEH SIZE Ho. Langth to 1/10 Ft. •4 •5 •6 •7 «8 •9 •10 •11 •14 •18 SUPERSTRUCTURE RIGHT U355' LONGITUDINAL 05 lot 8 5 75 355.0 5595 05 9 12 Ext Girders 5 16 355.0 5696 05 lot 5, Ext 5 10 355.0 3560 05 tot 6. Int 5 18 355.0 6408 08 tot 2 typ, GinJer top 8 12 355.0 4272 04 lot 4 4 20 355.0 7120 05 tot 7 5 35 355.0 12460 08 2/g/fCtef 8 12 355.0 4272 08 typ. Girder Bottom 8 6 355.0 2735 #5 ror 2 per drder 5 72 355.0 4272 05 918 5 30 355.0 10680 Additional 06x30' 9 each Bay 5 30 30.0 900 TRANSVERSE 06 BO-5 5 7052 52.0 54704 05 918 2 (ea) 5 505 45.0 22770 \GIRDER STIRI^PS 5 1230 72.0 14760 To tal Langtha 7120 86303 55604 0 10680 0 0 0 0 0 wt. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 0.668 1.043 1.503 2.044 2.670 3.400 4.303 5.313 7.650 13.60 wt. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 4756 90013 83517 0 38516 0 0 0 0 0 wt. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 4756 90013 83517 0 38516 0 0 0 0 0 wt. Par Foot Total Ht. Par Siza Total Ht. Par Shaat Total Ht. 206802 o Rebar_01_22_02.xls R_SUPER 5/22/2003, 12:31 PM IVIV UJ IN ENGINEERING iiww.il<ikk*niB(intttliiI.cani 7.01.. JOB SUBJECT DATE JOB NO. JOB DATE JOB NO. JOB SHEET JOB SHEET JOB CHECK of JOB CHECK of ENGINEERING www.ilskkciicn|lBe*rlBl,ciiin (, SWJ^^ VOIW Se^l'f ^rr-ctL^ /o/''6 " 3^Z JOB SUBJECT DATE JOB NO. SHEET CHECK vz ENGINEERING Z4" (IIOA ?,\^v>y. \ (2--LC 537r ^ t. 4/Z'$ ^ (2---?,io 437' I—-Tv ^ lib - 1cy ^ 2 5z^y JOB SUBJECT BY CHECK JOB NO. JM. SHEET vz ENGINEERING • •iw.iliikk<iata(i>t>iliif.ti>m 2.7, S'(^ Toe of e^P 3'^'!^ 1 \ -T^c 1^ ^^J-'-^ T»cr 330 \/. I ^ 5 25 cy = 11.7 r cy r 1^ \ n' ) JOB SUBJECT DATE JOB NO. JOB BY 7 1 SHEET JOB BY 7 1 SHEET JOB CHECK ot JOB CHECK ot ENGINEERING w.>.<lokll<i>>B(ii>t*rl>>t.ci>i>i r.r 7<?/^3 '16 iV*^ /4 = 17 I V '^^t^/ </7/ - /6yoW JOB SUBJECT DATE RY ^ JOB NO, SHEEl Vz ENGINEERING wi>*,dskk<B>iiIiii*>iiii(.coEO L 1 ^s,. 1 — J^'- ^2.'^^ to - IQ2_ 7,=) ;t/6"''^ // JOB DATE BY 1/ JOB NO. SHEET Vz V/ X^ XJ XI ENGINEERING 6^ j •Vl. = 3 2.s-rx (2.^3 r*?7^ ft^ JOB 1^5 5' SUBJECT BT / JOB NO. SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 GP or FS Roodvoy Cfflb SECTION C-C EXCAVATION 7S A 8 52. 4 ^.^ 2?' ^ ^1 JOB SUBJECT DATE BY CHECK JOB NO. SHEET 1^ vy rv xv xu i> ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-6377* FAX (858) 514-8608 GP or FS Roodwoy Emb SECTION C-C EXCAVATION BACKFILL (is.^Xa^ ^z7 - 4 ."7 JOB SUBJECT B^^^T 2- R-T DATE BY CHECK JOB NO SHEET Vz XJ \J i». XV J_i ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 "FAX (858) 514-8608 GP or FS Roodwoy Emb SECTION C-C EXCAVATION BACKFILL ^T^\ (^il,oXn.o)CA.o)-;-Z7 r l7.*=^CY 5'3 -2^ • 2. ^^-f 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 CP or FS -2,3,0.0 Roodvoy Emb g SECTION C-C EXCAVATION BACKFII 4 —ST- 7, (OO y 5 JOB SUBJECT Qes^-r 3 ^T DATE BY CHECK JOB NO. SHEET DOKKEN BNGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ^T.= (338.0-^Bo.-sY^.^'^ )(vo-?.%) i-, ^ \74 (347./_?30.sX Uo)( 13,^^ j_ -2.8 \ 2-1 8 3 JOB SUBJECT DATE BY CHECK JOB NO. SHEET Q-37 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 13.0' -4 Z2S JOB SUBJECT DATE BY CHECK JOB NO- SHEET DUKKEJN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DiEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 — - = (3S2.4-^38.^)(l.o^(,:^..^ ^ ^ -2.-, 7 cy JOB SUBJECT DATE BY CHECK JOB NO. SHEET Q-y] Xy XV X^ JU XI ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 3 JOB SUBJECT AfeuT- 4 i_r 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 o 1 — A 1-7,52z c^y JOB SUBJECT DATp / BY CHECK JOB NO, SHEET DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 614-8377 • FAX (858) 514-8608 I— 0 JOB SUBJECT ^•••jr^'- ^o^''- 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 Ci A 1DTAL = 4/jos.6%-f ^n •= f~^s ^ 3 7 ( X. -2- MUL-T^'P'^^ "T! McT'c. -TiAJO, S^NCo JOB SUBJECT DATE I BY JOB NO. SHEET CHECK D>6 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 0 11 528^77-- iq-SS^CY K 17- 2-^4.7 1 '• 4- 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 r-<r PARAPET: (|,OX I'SO ( ^^^'5^"^ JOB SUBJECT DAT£ 1 BY CHECK JOB NO. SHEET DOKKEN BNGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 SmgHConttnalon 4r-r. r-<r ir-ir . it-<r . ir-c Sr-T Cone bankr Typt £S, typ I y^rlm (-ZX l9*ZXt ^v~irEnr~|fp^ • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -f- 27 r 7.3 •^2.^.3 27 22.6 ^ Z7 - - 27 f y ^ -^'^^^V -7.0 ^ - 27 ) A . S ^ I 1 ^•^ J r -2.0 , 1 S 27 6,4 SorFfT-PtAee^ .'^^y''66?)(7-i3X ^t),0)-f 86. °l 27 - JOB SUBJECT DATE ^(20/02 BY CHECK JOB NO. SHEET vz ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 , \\/\\ & SMcAt^L t^-/c, EACM e>i^>OG' \\/\\/ O. 12-1 c-/ 2-, 3. "^oc. n 6. & O X 4 JOB SUBJECT CLASS 5^S'C-'=>^^P DATE , BY CHECK JOB NO. SHEET ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I'-o" ^ s ^ us^;^n4 ^4'-o;i" (Q>^^^O^) 3^3-7S 1)-S2,063 A. Aq-'-,^7g" 347. S?^ ACCOt^^ o liArS T^4-V(luao£SS'-S 1 2.76'^''^^ 8z,oa2_ ©2.0A2' JOB SUBJECT CuAS5 P DATI BY CHECK JOB NO. SHEET Vz U \J XX J.1 BNGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DtEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I'-o". CO (n ^ uSM^r^j 04'-oV (e.<^. ^^^^ ,23? 3^ A \/, ^ (^^-OXA,-^&X^2..04^^ -I- tn 6V 2-' ro AvCecJ (—i.c! S~ 2.7^6 -241 .A <CV .2. (D/i-2 JOB SUBJECT DATE I BY CHECK JOB NO- SHEET vz ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DtEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 V in CO Ay 34i..7 5<3 342.^So t^V 't TO Acc^-O (^c3Ci _ 2.ot:j0 ^e>5.ic5-$, ^v 1 304.Z.^.V / JOB SUBJECT c^^^ S^5-c ^32-^0 P DATE I BY CHECK JOB NO. SHEET vz ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 I'-o". i 3A1 ,^ 4*5 4- -2-^ ^ 4- ( I 3 ^"^ -2^A4.70D CV ^sg'^ e> CW JOB SUBJECT DATE , BY CHECK JOB NO- SHEET U \J XX Xk. XJ XI ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 4 ' .1 to -o > zo.o 1 -h -^^ eo 4 .4*7 r r 4.7G8 C"/ •>C "2- JOB SUBJECT DATE Of igloz BY CHECK JOB NO. SHEET xy \y XY X4. x:i XI ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 THiCi/CMeSS ho' to 'O - r - o I A, (VI I/' d3 7^ X7 \,^00 Ci ^0 -^OZ \iio ci J JOB AQ^^r ( CUT SUBJECT DATE J BY CHECK JOB NO. SHEET ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • HAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 ( .1 to -o r- ' L^C'"^'^*^ )C'2-l67)]£^f.O^ ^ 27 KUUTIPLV TIM^CS 7 t>-lO 4 ^7 3'^^<o.26 7 r ci 5. 4o2- \0 ,oCi3> Xo, IS c e> JOB SUBJECT ST^ucr, a>MC, CLASS S6S-C-32^0 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 2<9 -o 1 , . •f o t I2>- ^'=> A A "5 2.-) Vj (,oy 3.DX ^3.*=^') - fov-OCTl^^L^ -TIMES O TVVlCW-Jt-SS l.o \ , <:^OD C-^ 3. CY JOB A ft^ > 4 l^ J ' G- ^ L L- SUBJECT BY CHECK JOB NO. SHEET 06 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 34^ , T?, ^FLUv -top OCCi^ ^LC^I. H"^'JS A r rrd^ - 446,82 if -27 ^ I t.. CV X 3 rr so CY ^^^JLT)PLV TIMES '^'''•2ce t^OLUM/^S JOB SUBJECT DATI BY [2.T 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 347,&3 47zi ,3 4-27 ~ ' 7, S(^, Ci ^^.•JL~^ '•i'-'L^I T'HCS v"'''i£'c-^ CoLu^.^:)S. 17^56x3 ' ,2 , 7 I' Ci JOB SUBJECT Srt^i ,rT'^i^^Ac cOi JC . 'ie? f o<-?c DATE, ) BY 2-7- CHECK JOB NO- SHEET Q-s'7 OS DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 -4 A^A.m 7? '"^ 'S.^7 CV ! Ae CY :71 JOB SUBJECT STD UC T L^ PA t COAJC . e ' CC DATE BY ax 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 A- TT-d '2- A 3 )c.3y 3 - ^^S.C7 JOB SUBJECT sri>ucrcaAU coNC, e&tLC- p!ee 3 '^T. 51'^'occ DATE BY CHECK JOB NO, SHEET n BAR REINFORCING STEEL Lt. Deck Reinforcement STRUCTURE : Rancho Santa Fe Road, Bridge DIST 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez o CALC. CHECK Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 Total Length - Each Size No. 7 No. 8 No. 9 No. 10 No. n No. 14 No. 18 Lett Bridge Top Slab Reinf. 1 Longitudinal Bars #5 © IB- Lower Bay Bars Mid Bay^ars 4 |Top Stirrup Bars 5 jEdge Bars 6 ! Top Truss Bar Truss Bottom Truss Bar Int Girder Bars # 4 tot 4 # 5 tot_7 # 5 tot 2 # 5 tot 8^ #6 @ 13 #6 @ 13 # 6 @ 13" # 5 tot 6 377^ 363.5 7270.0 10570.0 i 3 ]_ 6 35 12 16i 326 326 24 363.5 377.5 5C25 51.25 51.25 1 J 2722.5 I 4230.0 ^ ._6040.q 353 8472.0 16707.5 16707^ 16707.5 Ext Girder Bars # 5 tot 8 16 353 5648.0 11 Girder Stirrups A # 5 tot 480 a Girder Stin-ups B b Girder Stirrups 0 # 5 tot 480 480 480 12.5 6000.0 12.5 6000.0 # 5 tot 363 363 12.5 4537.5 c Gi^er Stirrups D d Gi[der Stirrups E e Girder Stirrups F 12 Top girder ReinI # 5 tot 363 # 5 tot 480 # 5 tot 480 # 8 tot 2 363 12.5 4537.5 480 480 8 12.5 12.5 353 13 ! Lower Girder Reir^f U jExt Soffit BaxBars 15 i Sojfit Cradle Bars 16;lnl Soffit Bay Bars 17! Add Soffit Reinf # 8 tot 1 #5tot5 #4® 13 # 5 tot 6 #6 tot 3/bay/cap 353 377.5 684 18 30 42.42 377.50 30.00 29015.3 6000.0 6000.0 2824.0 2118.0 3775.0 900.0 Total Length; Wt. Per Foot: Wt. Per Size: 0 0.376 0 36285 84533 51023 0.668 1.043 1.502 24239 88167 76636 0 2.044 0 4942 2.670 13195 0 3.400 0 date:10/17/02 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 Total Steel Weight: 202237 pounds JO 1 o ( RT n.FCK BAR REINFORCING STEEL Rt. Peck Reinforcement STRUCTURE : Rancho Santa Fe Road, Bridge BRIDGE No. CALC. X DIST. 11 CO. SD RTE. P.M. JOB NO. 1153 BY: Rafael Juarez CHECK Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Right Bridge Top Slab Reinf. 1 Longitudinal Bars # 5 @ 18" 5 28 356.00 9968.0 2 Lower Bay Bars # 4 tot 4 4 20 341.80 6836.0 3 Mid Bay Bars # 5 tot 7 5 35 341.80 11963.0 4 Top Stirrup Bars # 5 tot 2 5 12 352.50 4230.0 r 5 Edge Bars # 5 tot 8 5 16 356.00 5696.0 6 Top Truss Bar #6 © 13 6 306 51.25 15682.5 7 Truss # 6 @ 13 6 306 51.25 -. . ._ . 15682.5 8 Bottom Truss Bar # 6 @ 1 3 6 306 51.25 15682.5 9 Int Girder Bars #5 tot 6 5 24 331.00 7944.0 10 Ext Girder Bars # 5 tot 8 5 16 331.00 5296.0 11 Girder Stirrups A # 5 tot 480 5 480 12.50 6000.0 a Girder Stirrups B # 5 tot 480 5 480 12.50 6000.0 b Girder Stirrups C # 5 tot 363 5 363 12.50 4537.5 c Girder Stirrups D # 5 tot 363 5 363 12.50 4537.5 d Girder Stirrups E # 5 tot 480 5 480 12.50 6000.0 e Girder Stirrups F # 5 tot 480 5_ 480 12.50 6000.0 12 Top girder Reinf # 8 tot 2 8 8 331.00 2648.0 13 Lower Girder Reinf # 6 tot 1 8^ 6 331.00 1986.0 14 Ext Soffit Bay Bars # 5 tot 5 5 10 356.00 3560.0 15 Soffit Cradle Bars # 4 @ 13 4 645 42.42 27360.9 16 Int Soffit Bay Bars # 5 tot 6 5 18 356.00 ! 17 Add Soffit Reinf # 6 tot 3/bay/cap 6 30 30.00 900.0 . 1 ! 1 1 _ _ - 1 •- - - Total Length: 0 34197 81732 47948 0 4634 0 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 22844 85246 72017 0 12373 0 0 0 0 0 date:! 0/17/02 Total Steel Weight: 192480 pounds H P BAR REINFORCING STEEL CiDH Piles STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez o CALC. CHECK Item Size No. of bars Length Total Length - Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. n No. 14 No. 18 AbxMt 1 Lt L _^ I 1 1 1 Vertical Bars # 6 total 8 5 200 23 4600.0 — -1 2 Spiral Hoops # 6 @ 3" spiral 6 92 5.25 483.0 3 Length of piles 25 X 23ft 575LF —• j '•• AbutIRt ; ^-• i———; 1 Vertical Bars # 6 tota! 8 ' 1 5 200 21 4200.0 2 'Spiral Hoops # 6 @ 3" spiral 6 84 5.25 441.0 —• • —• • 3 Length of piles 25 X 21ft 525LF Abut4Lt 1 Vertical Bars # 6 total 8 5 200 16 3200.0 1 _ ^ 1 2 Spiral Hoops # 6 @ 3" spiral 6 64 5.25 336.0 1 L ... 3 Length of piles 1 25x 16 400LF Abut 4 Rt 1 Vertical Bars # 6 total 8 5 200 17 3400.0 2 Spiral Hoops # 6 @ 3" spiral 6 68 5.25 357.0 3 Length of piles ! 25x17fti 425LF 1 ! ! \ \ _ ^ — ; Total Length: Wt. Per Foot: Wt. Per Size: 0 0.376 0 0 0.668 0 15400 1.043 16062 1617 1.502 2429 0 2.044 0 0 2.670 0 0 3.400 0 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 date:10/15/02 Total Steel Weight: 18491 pounds o Bm.Z It n BAR REINFORCING STEEL Bent 2 Lt STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 1 J 252.0 ; 2 Footing bottom trans. # 8 total 24 ea. way B 48 10.50 ' 504.0 1 1 —1—• • i 3 Ftg. Vert. Stirrups # 5@ 12" botfi ways 5 144 4.54 _—_ j 653.8 i \ 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 I ! 4 Ftg tc Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 i 7 Column Vert. Bars # lltotal 16 11 16 32.50 1 j 520.0 i 6 Column Spiral Bars # 6 @ 4- OC 6 98 13.09 1 1282.8 I —— — • 1 1 • T— 1 i • 1 i i : 1 —-—— •——— • 1—— ' j 1 • 1 1 Footing top transverse #6 total 12ea. way 6 24 10.50 ; i 252.0 1 ' 2 Footing bottom trans. # B total 24 ea. way 8 48 10.50 504.0 1,1 '• 3 Ftg. Vert. Stirrups #5@ 12" both ways 5 144 4.54 653.8 \ ; I i 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.01 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 10B.3 7 Column Vert. Bars # 11total 16 11 16 32.50 520.0 6 Column Spiral Bars # 6 @ 4" OC 6 98 13.09 1282.8 1 L ! • 1 1 \ 1 : 1 Footing top transverse # 6 total 12 ea. way 6 24 10.50 ; 252.0 2 Footing bottom trans. # 8 total 24 ea. way B 48 10.50 1 504.0 3 Ftg. Vert. Stirrups #5@ 12" both ways 5 144 4.54 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 —„ 1 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # ntotal 16 11 16 32.50 520.0 6 Column Spiral Bars # 6 @ 4" OC 6 96 13.09 1282.6 Total Length: 0 325 1961 4604 0 1512 333 0 1560 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 217 2046 6916 0 4037 1132 0 8288 0 0 date:! 0/1 5/02 Total Steel Weight: 22636 pounds \ o B^ia^Z rt O BAR REINFORCING STEEL Bent2Rt STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 i 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 252.0 2 Footing bottom trans. #6 total 24 ea.way B 48 10.50 504.0 3 Ftg. Vert. Stirrups # 5 @ 12" both ways 5 144 4.54 653.B 1 i 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # lltotal 16 — 11 16 34.10 545.6 6 i Column Spiral Bars # 6 @ 4" OC 6 102 13.09 1335.2 i i 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 ) 252.0 2 Footing bottom trans. #6 total 24 ea.way 8 48 10.50 504.0 i ! 3 Ftg. Vert. Stirrups # 5 @ 12' both ways 5 144 4.54 653.8 1 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # ntotal 16 11 16 34.10 545.6 6 Column Spiral Bars # 6 @ 4" OC 6 102 13.09 1335.2 I i 1 Footing top transverse #6 total 12 ea.way 6 24 10.50 252.0 i ! I 2 Footing bottom trans. # 8 total 24 ea. way e 4B 10.50 504.0 3 Ftg. Vert. Stirrups #5 @ 12" both ways 5 144 4.54 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 i 7 Column Vert. Bars # lltotal 16 11 16 34.10 —. i 545,6 6 Column Spiral Bars # 6 @ 4" OC 6 102 13.09 ^. 1335.2 Total Length: 0 325 1961 4762 0 1512 333 0 1637 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 217 2046 7152 0 4037 1132 0 8696 0 0 date;l 0/1 5/02 Total Steel Weight: 23280 pounds <5~ o BP2S;3 It n BAR REINFORCING STEEL Bent 3Lt O STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 : No. 18 1 i 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 252.0 1 . 2 Footing bottom trans. # 8 total 24 ea. way 8 48 10.50 504.0; 1 3 Ftg. Vert. Stirrups # 5 @ 12" both ways 5 144 4.54 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # lltotal 16 11 16 30.35 485.6 6 Column Soiral Bars # 6 @ 4" OC 6 91 13.09 1191.2 ! 1 1 Footing top transverse # 6 total 12 ea. way 6 24 10.50 252.0 — 2 Footing bottom trans. # 8 total 24 ea. way 8 48 10.50 504.0 j 3 Ftg. Vert. Stimjps #5@ 12" both ways 5 144 4.54 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # 11total 16 1 11 16 30.35 485.6 6 Column Spiral Bars # 6 @ 4" OC 6 91 13.09 1191.2 1 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 252.0 ( 2 Footing bottom trans. # 8 total 24 ea. way 8 48 10.50 504.0 3 Ftg, Vert. Stinxips #5@ 12" both ways 5 144 4.54 ; 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 j 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 i 108.3 1 7 Column Vert. Bars # lltotal 16 11 16 30.35 i 485.6 . 1 6 Column Spiral Bars # 6 @ 4" OC 6 91 13.09 1191.2 1 1 i Total Length: 0 325 1961 4330 0 1512 333 0 1457 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 217 2046 6503 0 4037 1132 0 7740 0 0 date: 10/15/02 Total Steel Weight: 21675 pounds n Bf^;3 rt o BAR REINFORCING STEEL Bent 3 Rt STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 1 Footing top transverse #6 total 12 ea. way 6 24 10.50 252.0 1 1 2 Footing bottom trans. # 6 total 24 ea. way 8 4B 10.50 504.0 3 Ftg. Vert. Stimjps # 5 @ 12" both ways 5 144 4.54 653.8 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 j 111.0 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 i 7 Column Vert. Bars # ntotal 16 11 16 31.80 50B.8 6 Column Spiral Bars # 6 @ 4" OC 6 95 13.09 1243.6 1 i — •—— • ) — - .| . . 1 Footing top transverse # 6 total 12 ea. way 6 24 10.50 252.0 j 2 Footing bottom trans. # 8 total 24 ea. way 8 48 10.50 504.01 i 3 Ftg, Vert. Stirrups #5@ 12" both ways 5 144 4.54 653.B 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 1 4 Ftg to Col. Spirals # 4 @ 4" pitch 4 23 4.71 108.3 7 Column Vert. Bars # ntotal 16 11 16 31.80 1 i —.—. 508.8 6 Column Spiral Bars # 6 @ 4" OC 6 95 13.09 1243.6 i ————1 ! 1 1 I ——_—• —— ! 1 Footing top transverse # 6 total 12 ea. way 6 24 10.50 252.0 1 i 2 Footing bottom trans. # B total 24 ea. way 8 48 10.50 504.0 3 Ftg. Vert. Stinups #5@ 12" both ways 5 144 4.54 653.B 5 Ftg to Col. Vert Bars #9 total 12 9 12 9.25 111.0 4 Ftg to Col. Spirals # 4 @ 4' pitch 4 23 4.71 108.3 7 Column Vert. Bars # lltotal 16 11 16 31.BO 508.B 6 Column Spiral Bars # 6 @ 4" OC 6 95 13.09 1243.6 Total Length: 0 325 1961 4487 0 1512 333 0 1526 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 217 2046 6739 0 4037 1132 0 8110 0 0 date:! 0/1 5/02 Total Steel Weight: 22281 pounds o B6ij;;<:ap BAR REINFORCING STEEL STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 Longitudinal Reinf. Top # 14 tot 18 bundled 14 18 87.56 1576.1 i 2 Longitudinal Reinf. Bot # 11 tot 14 bundled 11 14 76.56 1071.8 3 Longitudinal Reinf. Mid # 11 tot 5 11 5 77.56 387.8 4 Longitudinal Reinf. Sides # 8 tot 6 B 6 77.56 1 1 465.4 5 Vertical Hook # 5 tot 36 5 108 4.50 486.0 I . I 6 Field Stirrup 'B' #6@6"/12" 6 100 48.00 4800.0 7 At Column Stirrup 'C #6 total 15 6 15 48.33 . 725.0 8 End Stirrups 'A' # 6 total 2 6 4 29.34 i 117.4 9 Other End Stirnjp #6@6" 6 14 6.77 . — L_ . 94.8 1 10 At Column Brace #5 tot 12 5 36 21.00 756.0 1 2 ! 3 i 1 Longitudinal Reinf. Top #14 tot IB bundled 14 18 87.56 1 1576.1 2 Longitudinal Reinf. Bot #11 tot 14 bundled 11 14 76.56 1071.8 3 Longitudinal Reinf. Mid # 11 tot 5 11 5 77.56 387.8 4 Longitudinal Reinf. Sides # 8 tot 6 8 6 77.56 465.4 5 Vertical Hook # 5 tot 36 5 108 4.50 486.0 6 Field Stinxip 'B' #6@6"/12" 6 100 48.00 4800.0 7 At Column Stirrup 'C #6 total 15 6 15 48.33 725.0 8 End Stirrups "A' # 6 total 2 6 4 29.34 117.4 — 9 Other End Stirrup #6@6" 6 14 6.77 1 94.8 10 At Column Brace #5 tot 12 5 36 21.00 ! 756.0 4 7 1 ; 1 • 1 i 6 1 j. —. ! 1 1 j ] Total Length: 0 0 2484 11474 0 931 0 0 2919 3152 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 0 2591 17234 0 2485 0 0 15510 24114 0 date:10/15/02 Total Steel Weight: 61934 pounds n Benj^gp (2) BAR REINFORCING STEEL STRUCTURE : Rancho Santa Fe Road, Bridge DIST 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Left Bridge 1 Longitudinal Reinf. Top #14 tot 18 bundled 14 18 103.00 1854.0 2 Longitudinal Reinf. Bot # 11 tot 14 bundled 11 14 92.00 128B.0 3 Longitudinal Reinf. Mid # 11 tot 5 11 5 93.00 465.0 4 Longitudinal Reinf. Sides # 8 tot 6 8 6 93.00 558.0 5 Vertical Hook # 5 tot 36 '— 5 108 4.50 466.0 6 Field Stimjp 'B' #6@6712" 6 120 48.00 5760.0 ; 7 At Column Stirrup 'C #6 total 15 6 15 48.33 725.0 _ 1 _—_ 8 End Stirrups 'A' # 6 total 2 6 4 29.34 117.4 9 Other End Stirrup #6@6" 6 14 6.77 94.8 i 10 At Column Brace #5 tot 12 5 36 21.00 756.0 1 , 2 1 . 3 Right Bridge 1 Longitudinal Reinf. Top # 14 tot IB bundled 1 14 18 103.00 1854.0 2 Longitudinal Reinf. Bot #11 tot 14 bundled 11 14 92.00 1288.0 3 Longitudinal Reinf. Mid # 11 tot 5 11 5 93.00 ! 465.0 4 Longitudinal Reinf. Sides # B tot 6 8 6 93.00 1 558.0 5 Vertical Hook # 5 tot 36 5 108 4.50 486.0 6 Field Stirmp 'B' #6@6"/12" 6 120 48.00 5760.0 7 At Column Stin-up 'C #6 total 15 6 15 48.33 725.0 —.--——. 8 End Stimjps 'A' # 6 total 2 r 6 4 29.34 117.4 . 1 9 Other End Stirrup #6@6" 6 14 6.77 94.8 i 10 At Column Brace #5 tot 12 5 36 21.00 756.0 j 4 i j 7 1 1 — •—•—— —™— 6 ^ [ 1 Total Length: 0 0 2484 13394 0 1116 0 0 3506 3708 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 0 2591 20118 0 2980 0 0 18627 28366 0 date: 10/1 5/02 Total Steel Weight: 72682 pounds BAR REINFORCING STEEL STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. Approach Slabs JOB NO. 1153 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. Approach Slabs JOB NO. 1153 BY: Rafael Juarez CALC. CHECK Item Size No, of bars Length Total Length - Each Size 1 Item Size No, of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 2 No. 10 No. n No. 14 No. 18 AbuUnent 1 Lt Bridge 1 1 Longitudinal Bars, top # 6 total 6 —— 6 6 83.50 501,0 2 Longitudinal Bars, bot # 9 total 9 9 9 72.50 i 652.5 ' f •— 3 " •——-—-— Comer Reinforcement # 5 total 4 5 4 15.00 60.0 .j \ _ 4 Transverse Reinf. Top # 5 @ 12" ' 5 83 14.00 1162.0 5 !Transverse Stin-ups #6@12" 6 72 30.00 2160.0 1 6 Longitudinal Bars, mid # 9 total 7 9 7 76.50 535.5 7 Longitudinal Bars, side # 4 total 9 4 9 75.00 675.0 8 Front Reinforcement # 5 @ 12" 5 72 2.75 198.0 1 i 9 Inclined Reinforcement # 6 total 7 6 7 14.00 98.01 10 — 11 — Abutment IRt Bridge [ Longitudinal Bars, top # 6 total 6 6 6 83.50 501,0 Longitudinal Bars, bot # 9 total 9 9 9 72,50 652.5 1 Comer Reinforcement # 5 total 4 • 5 4 15.00 60.0 Transverse Reinf. Top # 5 @ 12" 5 83 14.00 1162.0 1 Transverse Stirrups # 6 @ 12" 6 72 30.00 2160.0 Longitudinal Bars, mid # 9 total 7 9 7 76.50 535.5 i Longitudinal Bars, side # 4 total 9 4 9 75.00 675.0 i 1 1 Front Reinforcement # 5 @ 12" 5 72 2.75 198.0 Inclined Reinforcement # 6 total 7 „ 6 7 14.00 98.0 . . j • _i. i • • 1"—•— "——— ~ 1 ] j 1 i 1 — I Total Length: 0 1350 2840 5518 0 0 2376 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 902 2962 8288 0 0 8078 0 0 0 0 date:10/15/02 Total Steel Weight: 20230 pounds r O BAR REINFORCING STEEL STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. Approach Slabs JOB NO. 11 53 BY: Rafael Juarez CALC. CHECK X STRUCTURE : Rancho Santa Fe Road, Bridge DIST. 11 CO. SD RTE. BRIDGE No. P.M. Approach Slabs JOB NO. 11 53 BY: Rafael Juarez CALC. CHECK Item Size No. of bars Length Total Length - Each Size 1 Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 2 No. 10 No. 11 No. 14 No. 18 Abutment 4 Lt Bridge i \—.—.. - — 1 Longitudinal Bars, top # 6 total 6 ——^ 6 6 92.00 552.0 1 — 2 Longitudinal Bars, bot # 9 total 9 9 9 80.50 r 724.5 3 Corner Reinforcement # 5 total 4 5 4 15.00 60.0 : 4 Transverse Reinf. Top # 5 @ 12" 5 92 14.00 1288.0 i 5 Transverse Stinups # 6 @ 12" 6 80 30.00 2400.0 1 6 Longitudinal Bars, mid # 9 total 7 9 7 86.00 602.0 7 Longitudinal Bars, side # 4 total 9 4 9 84.00 756.0 8 Front Reinforcement # 5 @ 12" 5 84 2.75 231,0 1 9 Inclined Reinforcement # 6 total 7 6 7 14.00 98.0 1 j 10 j i 1 , . , _—.—,—.j —„-—.—. 1 11 ' Abutment 4 Rt Bridge i , Longitudinal Bars, top # 6 total 6 6 6 101,00 606.0 Longitudinal Bars, bot # 9 total 9 9 9 89.50 805.5 i Corner Reinforcement # 5 total 4 5 4 15.00 60.0 1 — — — — Transverse Reinf, Top # 5 @ 12" 5 100 14.00 1400.0 Transverse Stirrups # 6 @ 12" 6 1—' ^ 89 30.00 2670.0 i J . Longitudinal Bars, mid # 9 total 7 9 7 94.00 658.0 Longitudinal Bars, side # 4 total 9 4 9 92.00 ' 828.0 Front Reinforcement # 5 @ 12" 5 94 2.75 258.5 Inclined Reinforcement # 6 total 7 6 7 14.00 i 98.0 j —. 1—, '- 1 i 1 1 i ! \ 1 Total Length: 0 1584 3298 6424 0 0 2790 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 1058 3439 9649 0 0 9486 0 0 0 0 date:! 0/15/02 Total Steel Weight: 23632 pounds o o AppSlab 1 BAR REINFORCING STEEL STRUCTURE : Ponsettia Lane OH (Widening) BRIDGE No. Approach Slabs CALC. X DIST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 At abutment 1 Lt slab (B4.04 ft wide) ' j , 1 Approach longitudinal #4 cont tot 4 4 28.50 114,0 2 Approach transverse #4@ 18" 4 21 83.56 ! 1754.8i i ! 3 4 Approach longitudinal Approach longitudinal #6@12" # 5 cont tot 4 6 5 84 4 28.50 28.50 - • -114.0 2394.0 5 Transverse 'b' bars #5@ 12" 5 31 81,56 1 2528.4 i 6 Longitudinal 'a' bars #8@6' 8 164 29.50 ' i 4838.0 j 7 Transverse sidewalk # 5 x 4'-0" @ 5" 5 73 4,00 — 1 292,0: 8 9 Bar chair Front Stirrup # 4 tot 232 #4@6" 4 4 232 168 1.56 7.00 361.9 1176.0 10 Front 'L' bar #4@6" 4 168 2,67 448.6 11 Parallel to the PN # 5 total 4 5 4 83.56 334.2^ At abutment 1 Lt slab (84.04 ft wide) .1 . . 1 - - - - 1 Approach longitudinal #4 cont tot 4 4 4 28,50 114.0 . L 1 2 /Vpproach transverse # 4 @ 18" 4 21 83.56 i 1754.8 3 Approach longitudinal #6@ 12" 6 84 28.50 2394.0 4 5 Approach longitudinal Transverse 'b' bars # 5 cont tot 4 #5@ 12" 5 - 5 4 31 28.50 81.56 114.01 : 2528.4T -— 6 Longitudinal 'a' bars #8@6" 8 164 29.50 1 1 4838.0 7 Transverse sidewalk # 5 X 4'-0" @ 5" 5 73 4.00 292.0 8 Bar chair # 4 tot 232 4 232 1.56 361.9 j 9 10 Front Stirrup Front 'L* bar #4@6" #4@6" 4 4 168 ^ 168 7.00 2.67 1176.0 448,6 • -i- -._ ... . : —_ 11 Parallel to the PN # 5 total 4 5 4 83,56 334.2 1 1 ^ , , Total Length: Wt. Per Foot: Wt. Per Size: 0 0.376 0 7710 0.668 5151 6537 1.043 6818 4788 1.502 7192 0 2.044 0 9676 2.670 25835 0 3.400 0 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 date:9/l 5/00 Total Steel Weight: 44995 pounds n Ap^Sib 4 n BAR REINFORCING STEEL STRUCTURE : Ponsettia Lane OH (Widening) DIST. n CO. SD RTE. BRIDGE No. Approach Slabs JOB NO. 1095 BY: Geoff Warrick CALC. CHECK X STRUCTURE : Ponsettia Lane OH (Widening) DIST. n CO. SD RTE. P.M. Approach Slabs JOB NO. 1095 BY: Geoff Warrick CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 At abutment 4 Lt slab (92.55 ft wide) i 3 Apprciach longitudinal #4 cont tot 4 4 4 28.50 114.0 5 Approach transverse #4@ 18" 4 21 92.05 1933.1 i 1 2 AppnDach longitudinal #6@ 12" 6 92 28.50 2622.0 1 Appnsach longitudinal # 5 cont tot 4 5 4 28.50 114.0 7 Transverse 'b' bars #5@ 12" 5 31 90.05 2791.6 4 Longitudinal 'a' bars #8@6" 8 180 29.50 5310.0 6 Transverse sidewalk # 5 X 4'-0" @ 5" 5 73 4.00 292.0 8 Bar chair # 4 tot 232 4 248 1.56 386.9 9 Front Stirrup #4@6" 4 184 7.00 1288.0 10 Front "L" bar #4@6" 4 184 2.67 491.3 i j 11 Parallel to the PN # 5 total 4 5 4 92.05 368.21 ~ • At abutment 4 Rt slab {101.5 ft wide) 3 Approach longitudinal #4 cont tot 4 4 4 28.50 114.0 , i 5 Approach transverse #4@ 18" 4 21 ] 101.00 2121.0 2 Approach longitudinal #6@ 12" 6 101 28.50 2878.5 1 1 Approach longitudinal # 5 cont tot 4 5 4 28.50 114.0 7 Transverse 'b' bars #5@ 12" 5 31 99 3069.0 • 4 Longitudinal 'a' bars #8@6" 8 198 29.50 5841.01 • 6 Transverse sidewalk # 5 X 4'-0" @ 5" 5 73 4.00 292.0 j 8 Bar chair # 4 tot 232 4 272 1.56 424.3 1 9 Front Stiraip #4@6" 4 202 7.00 1414.0 r 10 Front 'L' bar #4@6" 4 202 2.67 539.3 11 Parallel to the PN # 5 total 4 5 4 101 404.0 Total Length: 0 8826 7445 5501 0 11151 0 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 5896 7765 8262 0 29773 0 0 0 0 0 date:10/15/00 Total Steel Weight: 51695 pounds o LT BAR REINFORCING STEEL Lt/Rt WingwaUs €>AtHit4 Lt STRUCTURE : Ponsettia Lane OH (Widening) DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1095 BY: Geoff Warrick o CALC. CHECK Item Size No. of bars Length Total Length -Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Right Wingwall 4 Bottom brace #4 total 2 4 2 13.43 26.9 1 5 Top brace #11 total 2 11 2 24.72 49.4 3 Vertical bars OF #4 @ 12" 4 20 16.87 337.4 3 Vertical bars IF #4 @ 12" 4 5 16.87 84.4 i 3 Vertical U Bars #4@ 12" 4 6, 12.91 77.5 1 ; 1 1 J • 1 j 1 Longitudinal Bars OF #4 @ 12" 4 3 24.72 74.2 1 1 1 Longitudinal Bars OF avg #4 @ 12" 4 11 20.97 230.7 ' 1 1 i ; ! 2 Longitudinal Bars IF short #9@9" 9 3 15.53 46.6 ': i 2 Longitudinal Bars IF avg #9@9" 9 14 20.97 293.6 ' 1 Cross Diagonal #4@ 12 4 4 7,33 29.3 1 1 • ' ' ' j ~' •"• • J 1 Left Wingwall 1 r 1 j r ~ • — 4 Bottom brace #4 total 2 4 2 16.75 33.5 5 Top brace #11 total 2 11 2 28.70 57.4 i i 3 Vertical bars OF #4@ 12" 4 19 17.27 328,1 3 Vertical bars IF #4@ 12" 4 7 17.27 120.9 3 Vertical U bars #4@ 12" 4 18.44 129.1 1 1 1 1 Longitudinal Bars OF #4@ 12" 1 4 24.70 98.8 1 Longitudinal Bars OF avg #4@ 12" 4 12 21.30 255,6 2 Longitudinal Bars IF short #9@9" ~—— 9 4 13.67 54.7 2 Longitudinal Bars IF avg #9@9" 9 16 21.30 340.8 Total Length: 0 1826 0 0 0 0 736 0 107 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 1220 0 0 0 0 2501 0 568 0 0 date: 10/15/02 Total Steel Weight: 4289 pounds V r W\^. RT BAR REINFORCING STEEL Lt/Rt WingwaUs €>Abut 7 Rt. STRUCTURE : Ponsettia Lane OH (Widening) DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1095 BY: Geoff Warrick o CALC. CHECK Item Size No. of bars Length Total Length - Each Size Item Size No. of bars Length No. 3 1 No. 4 1 No. 5 | No. 6 | No. 7 1 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 Left Wingwall 4 Bottom brace #4 total 2 4 2 13.43 26,9 _ 1 _ _ 1 . _. 1 5 Top brace #11 total 2 11 2 24,72 • i 49.4 3 Vertical bars OF #4 @ 12" 4 20 16,87 337.4 3 Vertical bars IF #4@ 12" 4 5 16.87 84.4 3 Vertical U Bars #4@12" 4 6 12.91 77.5 J_ 1 Longitudinal Bars OF #4 @ 12" 4 4 24.72 98.9 J_ 1 Longitudinal Bars OF avg #4 @ 12' 4 11 20.97 230.7 2 Longitudinal Bars IF short #9 @ 9" 9 4 15.53 62.1 2 Longitudinal Bars IF avg #9 @ 9" 9 14 20.97 293.6 Cross Diagonal #4 @ 12 4 4 7.33 29.3 i Right Wingwall | i ; 4 Bottom brace #4 total 2 j 4 2 19.61 39,2 5 Top brace #11 total 2 11 2 26.50 53.0 3 Vertical bars OF #4 @ 12" 4 10 17.62 176.2 1 1 3 Vertical bars IF #4 @ 12" 4 4 17.62 70.5 3 Vertical U bars #4@ 12" 4 14 19.30 270.2 . 1 Longitudinal Bars OF #4 @ 12" 4 4 23.97 95.9 1 iLongitudinal BarsOFavg #4@12" 4 13 16.36 212.7 2 ILongitudinal Bars IF short #9 @ 9" 9 4 17.67 70.7 2 Longitudinal Bars IF avg #9 @ 9" 9 16 16.36 261.8 Total Length: Wt. Per Foot: Wt. Per Size: 0 0.376 0 1750 0.668 1169 0 1.043 0 0 1.502 0 0 2.044 0 0 2.670 0 688 3.400 2340 0 4.303 0 102 5.313 544 0 7.650 0 0 13.600 0 date: 10/15/02 Total Steel Weight: 4053 pounds JD I r Shkea;r..Lt-Rt BAR REINFORCING STEEL Lt/Rt Shear Keys &> Abut^ Lt STRUCTURE : Ponsettia Lane OH (Widening) BRIDGE No. CALC. X DIST. 11 CO. SD RTE. P.M. JOB NO. 1095 BY: Geoff Warrick CHECK Total Length • Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 18 1 Vertical Stirrup 6 Leged #5 total 5 5 5 29.50 147.5 2 Inside Vert. Bar #6 total 6 6 6 5.50 33.0 \ i i 3 Inside Horiz. Bar #5 total 6 5 6 15.88 95.3 J — 4 Backside Vert. Bar #6 total 6 6 6 14.63 87.8 1 1 i \ 1 Vertical Stirrup 6 Leged #5 total 5 5 5 29,50 147.5 1 [ I 2 Inside Vert. Bar #6 total 6 6 6 5.50 33.0 ! 1 1 3 Inside Horiz. Bar #5 total 6 5 6 15.88 95,3 ! 1 i 1 4 Backside Vert. Bar #6 total 6 6 6 14.63 87.8 1 ] i i ——; 1 ; 1 i . L . . r I • i —____ __ \ ^— i 1 1 Vertical Stirrup 6 Leged #5 total 5 5 5 29.50 147.5 2 Inside Vert. Bar #6 total 6 6 6 5.50 33.0 3 Inside Horiz. Bar #5 total 6 5 6 15.88 95.3 4 Backside Vert. Bar #6 total 6 6 6 14.63 87.8 1 i 1 Vertical Stirmp 6 Leged #5 total 5 5 5 29.50 i 147.5 1 2 Inside Vert. Bar #6 total 6 6 6 5.50 t ! 33.0 1 • •• — 3 Inside Horiz. Bar #5 total 6 5 6 15.88 95.3 1 1 4 Backside Vert. Bar #6 total 6 6 6 14.63 87.8 i Total Length: 0 0 971 483 0 0 0 0 0 0 0 Wt. Per Foot: 0.376 0.668 1.043 1.502 2.044 2.670 3.400 4.303 5.313 7.650 13.600 Wt. Per Size: 0 0 1013 726 0 0 0 0 0 0 0 date: 10/15/02 Total Steel Weight: 1739 pounds A o ShkffiiL?,, Lt-Rt BAR REINFORCING STEEL Lt/Rt Shear Keys & Abut 1 Lt STRUCTURE : Ponsettia Une OH (Widening) DIST. 11 CO. SD RTE. BRIDGE No. P.M. JOB NO. 1095 BY: Geoff Warrick CALC. CHECK Item Size No. of bars Length Total Length - Each Size Item Size No. of bars Length No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 No. 11 No. 14 No. 1 8 1 Vertical Stinxip 6 Leged #5 total 5 5 5 29.50 1 147.5 . i 2 Inside Vert. Bar #6 total 6 6 6 5.50 33.0 1 3 Inside Horiz. Bar #5 total 6 5 6 14,43 86.6 i 4 Backside Veri. Bar #6 total 6 6 6 13.20 79.2 1 Vertical Stirrup 6 Leged #5 total 5 5 5 29.50 147.5 ——^ — j 2 Inside Vert. Bar #6 total 6 6 6 5.50 33,0 1 3 Inside Horiz. Bar #5 total 6 • -t— — 5 : 6 14.43 86.6 4 Backside Vert, Bar #6 total 6 6 6 13.20 79.2 "T ' ———— — [ 1 1 —— i 1 Vertical Stin-up 6 Leged #5 total 5 5 5 29.50 147.5 2 Inside Veri. Bar #6 total 6 6 6 5,50 33.0 3 Inside Horiz. Bar #5 total 6 5 6 14.43 86.6 4 Backside Veri. Bar #6 total 6 6 6 13.20 . 1 — 79.2 • '. ; ™ ——-——J 1 Vertical Stinxip 6 Leged #5 total 5 5 5 29.50 147.5 2 Inside Vert. Bar #6 total 6 6 6 5.50 33.0 3 Inside Horiz. Bar #5 total 6 5 6 14.43 86.6 4 Backside Veri. Bar #6 total 6 ! 6 6 13.20 79.2 t — — ——— \ ; 1 1 Total Length: Wt. Per Foot: Wt. Per Size: 0 0.376 0 0 0.668 0 936 1.043 977 449 1.502 674 0 2.044 0 0 2.670 0 0 3.400 0 0 4.303 0 0 5.313 0 0 7.650 0 0 13.600 0 date: 10/15/02 Total Steel Weight: 1651 pounds DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 0, = (uo)Czo .oX^i,-j<"\ z-i = 51-5 CY JOB SUBJECT DATE I BY CHECK J08 NO. SHEET Q-11 DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD. A-153 • SAN DIEGO, CA 92123-4491 PHONE (858) 514-8377 » FAX (858) 514-8608 30 - o 7' ^7 ^CY JOB SUBJECT DATE Ot 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 APP'2c>ACW SCA6 r[iii3 JOB SUBJECT t3ATE 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 \.o' / / I I I / 6 a ^YI 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 5 ^PAN^ AAA I DATE , JOB NO. BY P- J" SHEET Of CHECK SHEET Of JOB SUBJECT -7-3 y DOKKEN ENGINEERING 3914 MURPHY CANYON ROAD, A-153 • SAN DIEGO. CA 92123-4491 PHONE (858) 514-8377 • FAX (858) 514-8608 3 SPAMS , i^Z.^C,' -h l^7, (f ' + = 424, 4e> 5..^ LP JOB SUBJECT DATE . q 1^ 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 TCP OC SccpPc 2<B rO€ ot -2^10 ' VJ - 2 '"IS ' Rock Slept Protection, tyi Toe of siope, typ •Top of slope, typ ^'^'5e f4Ac?" ESriMAnS 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 BB 270*3ZOO — € fhncho Sarita Fe Root/ j-Qf^ o(r5^^e 2.ZO Toe ot siope, typ \JoL. OP ^rori ticcic SCOPE pf2cTBrrio<^ iro cV, r ^//'/ it - 3c'S.4 TOMS JOB SUBJECT DATE BY CHECK JOB NO, SHEET