Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Bridge Load Rate - BLD Engineering / Geo-tech Reports - 6/17/1998
memorandum TO: Bob George/Chuck Ruth FIRE FROM: M. Myint Lwin DATE: June 17, 1998 MARSHAL SUBJECT:Load Rating of Bridges "Why do we need to load rate new bridges which have been designed to HS20 or HS25 Loading?" has been a topic of much discussion in the last few years. In April 1998,the State Bridge Engineers from Alaska, Oregon, and Washington sent a joint letter to Mr. David Densmore, Chief Bridge Engineer, FHWA,.for clarification. Mr. Densmore agreed that the inventory rating corresponds to the design load and the calculations made in the design document the inventory rating for new bridges. However, Mr. Densmore contended that, in order to comply with the NBIS and the AASHTO Manual for Condition Evaluation of Bridges, calculations must be made to determine and support the operating rate of each structure. In summary, it remains the FHWA's position that calculations made for design are sufficient to document the inventory rating and calculations must be made to determine the operating rating of bridges in operation. In view of the FHWA's position and the heavy design workload in the Design Section, I establish the following policy regarding the load rating of bridges: "The Bridge Preservation Section is responsible for the bridge inventory and load rating of existing and new bridges in accordance with the NBIS and the AASHTO Manual for Condition Evaluation of Bridges, latest edition. The bridge Design Section generally will not be required to load rate new bridges/designs. However, for the more complex structures where computer models are used in the design/analysis, a copy of the computer models shall be made and submitted to the Bridge Load Rating Engineer in the Bridge Preservation Section." This policy takes effect immediately and supersedes any conflicting instructions in the current Bridge Design Manual. The following presumptive ratings may be used pending load rating of new bridges: For HS20 Designs: Inventory Rating= 36 tons and Operating Rating= 60 tons. For HS25 Designs: Inventory Rating=45 tons and Operating Rating= 75 tons. (LRFD HL93 Loading may considered as equivalent to HS25 for presumptive ratings.) The current AASHTO Manual for Condition Evaluation for Bridges is presently being revised under NCHRP Project 12-46 to incorporate procedures for the load rating of bridges using the LRFD philosophy. MML:617 Concrete Technology McKernan Hatchery Bridge (Washington State Department of Fish and Wildlife) Structural Design Calculations June 10, 2016 w. J�®R. SHFg9 ®4 F WA?Niy�F f 2 ,n�9GCT2R�L EN��� SS�ONA;L SHEARER DESIGN LLC. Bridge Design, Construction Engineering and Infrastructure Aesthetics 3613 Phinney Ave N#B Seattle,WA 98103 (206)781-7830 SHEARER DESIGN LLC jj SHEET JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS INDEX 1. Introduction 1 2. Girders 3 3. Traffic Barrier Post& Connection to Girder 154 4. Girder Connection to Abutment 176 5. Elastomeric Bearing Pad _ _ _ 187 6/10/2016 2:28 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran HatcheryMesign\Calcs\01 -INDEX.docx SHEARER DESIGN ImI® ®EN �® SHEET G R:S' `fie € , JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS INTRODUCTION 6/10/2016 1:15 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\10-INTRODUCTION.docx SHEARER DESIGN LLC jj SHEET 2of189 JOB N0. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS Introduction: The attached structural design calculations cover the following items: • Girder design (18 inch voided slabs) • Traffic barrier connection to girders, including check of traffic barrier post for transfer of load to anchors set in girders • Dowel connection at girder ends - Thermal and shrinkage movement - Seismic analysis • Elastomeric bearing pads Due to the volume of calculation output for girder design, only output for the left exterior girder are provided. Output for the other girders is similar. These calculations reference information found in the project documents: McKernan Hatchery "Bridge &Walkway Installation" plans, sheets 14-16 and specifications, appendix B. Design criteria: • AASHTO Bridge Design Specifications, 7t" Edition with 2015 interim revisions - Girders Dowel connection to abutments Traffic barrier collision force (TL-1) - Elastomeric bearing pads • ACI 318-11 - Anchors for traffic barrier attachment to girders 6/10/2016 1:15 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\l0-INTRODUCTION.docx SHEARER DESIGN l�l ON®® . SHEET 3 of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS GIRDERS 6/10/2016 1:18 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Desig n\Cal cs\20-GIRDERS.docx SHEARER DESIGN LLC ENEE SHEET 4of 189 106 N0. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/8/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Voided Slab Weight CHECKED BY DRS 18"Deep Voided Slab Girder Cross Sectional Area H 18 in Height W 48 in Width Al 864 in' =H W Subtotal Area Subtract C in Chamfer at bottom corners A2 0.5 in' =0.5 CZ Subtotal Area D1 7 in Diameter of void D2 7 in Diameter of void D3 7 in Diameter of void A3 115.4535 inZ =Y-(ac Di2/4) Subtotal Area A 748.0465 in' =A1-A2-A3 Total Area 5.194767 ft2 Girder Weight wc 0.165 kcf Concrete unit weight L 42 ft Girder total length Wper_ft 0.857 klf =A wc Weight per foot WTotal 36.00 kip =L w Total weight Wper_sf 0.214 ksf =Wtotal L W/12 Weight per square foot Wper sf_limit 225 ksf Maximum allowed girder weight Check • Girder Weight 6/10/2016,1:44 PM 1 of 1 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Girders\Girder Weight SHEARER I L.L® ® SHEET OF Bridge Design,Construction Engineering,Infrastructure Aesthetics DATJOBE N®° ��� ,,p y. ®ATE PROJECT �"f-K /MC-8,0 't'y l it ® COMPUTE®BY L� SUBJECT <_ (-) V=oQH= CHECKED SY �vaSI-► � t rN la.�S G�X.3 XlY (9 posrS) Z— '9s x S ��3Z 5� 304"- "> Z//0 6xix!/'/,Y yy 'rP 'U6 S ma'o--f W X 15 FesT o 151 -Y x y 05'x 9oasr���fZ' = t Z7 s'\-F 67ruI-4A-1 d,P Alt P� 9 � x3 =3 /\y 357p� T-r-> �sP\.F x y,9371-5' _ /73 6 of 169 SHEARER DESIGN L L C SHEET OF Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO, Zd �� ��� jf DATE PROJECT Ar-l////�I�A) �479jg / 1064 COMPUTED BY SUBJECT G l.4;,'& _1,AW CHECKED BY�R S IsUAA Tz> Zxs r/� ``c,ts 4.� DE�e9a;c \COA4S 1� /,V O",r 1b ��1 �•��� 5,gyp C-7- !,.tP�--,S C;A •`-%off t-O AD (S D L) S l�= S t G� Ga SP�GtF'Gt' .ce1 ®,3!L-+-,F P 0 G(e66-L TO L®A;Q CAS&,� to Ai fire �a C Z,!5 0 S /l/jn ew4 6� lb G oV4 4 � pa YMd2- Page 1 of 4 7 of 189 WSDOT Girder Schedule For Span 1 Girder A June 10, 2016 11:07:56 am PGSuperl Copyrights 2016,WSDOT,All Rights Reserved Version 2.9.0 - Built on May 112015 SNEAKER DESIGN LLC Noso Project Properties Bridge MCKERNAN HATCHERY BRIDGE Name Bridge ID Company Shearer Design Engineer RPD Job Number 0287 Comments PROJECT NO.MN:H37;14-1 File \\SHEARERSERVER\Jobs\0287 Mckeran Hatchery\Design\Calcs\Girders\PGSuper\0287 McKernan Hatchery Bridge(3-7in voids).pgs Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 2 of 4 8 of 189 Library Usage Master Library Publisher: Default libraries installed with PGSuper Master Library File:C:\Program Files(x86)\WS DOT\PGSuper\WS DOT.I br Master Library Date Stamp:April 1, 2015 3:50:49 pm Library Entry Source Girders 1'-6"Voided Slab(McKernan) Project Library Traffic Barriers McKernan Post Rail Project Library Project Criteria WSDOT LRFD-US Units(Copy 1) Project Library Vehicular Live Load OL1 Master Library Vehicular Live Load OL2 Master Library Load Rating Criteria WSDOT Master Library Long. Reinforcement data for Span 1, Girder A does not match Girder Library entry 1'-6"Voided Slab(McKernan) Notes Symbol Definition L9 Length of Girder LS Length of Span FoS I Face of Support Debond Point where bond begins for a debonded strand PSXFR Point of prestress transfer CS Critical Section for Shear H H from end of girder or face of support 1.5H 1.51-1 from end of girder or face of support HP Harp Point Pick Point Support point where girder is lifted from form Bunk Point Point where girder is supported during transportation Status Items Level Description Warning Magnitude of Distributed load is zero Info The Lever Rule is to be used for all cases where Ranges of Applicability for Load Distribution Factor Equations are Exceeded.Otherwise,factors are computed using the Equations. Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 3 of 4 9 of'189 The Specification Check was Successful Span 1 Girder A Girder Height End 1 Type End 2 Type "A"Dimension at CL Bearings 0" Location of Lifting Loops, L 1'-6" Lt d Location of Lead Shipping Support, LL 1'-6" Location of Trailing Shipping Support, LT 1'-6" t1 90.00 deg t2 90.00 deg P1 6" P2 6" Plan Length(Along Girder Grade) 42'-0" fc(at 28 days) 6.000 KSI f'ci(at Release) 5.000 KSI Number of Straight Strands # Number of Temporary Strands # E 41/2„ Straight Strands to Extend, End 1 Straight Strands to Extend, End 2 Straight Strands to Debond Group 1 Strands to Debond 156 Sleeved Length at Ends to Prevent Bond 3'70" Group 2 Strands to Debond 11 12 Sleeved Length at Ends to Prevent Bond 6'-0" Group 3 Strands to Debond Sleeved Length at Ends to Prevent Bond - Lower bound camber at 40 days,50%of D40 5/$.' Upper bound camber at 120 days, D120 11/2" V1 4 V2 3" Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 4 of 4 10 of 189 V3 12 V4 5" V5 11 V6 6" *End Types to be determined by the Designer. **Intermediate Diaphragm Type to be determined by the Designer. ***Ld to be determined by the Designer. #Prestressing information could not be included in the girder schedule because strand input is not consistent with the standard WSDOT details. Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Pagel of 143 I I of 189 Details Report For Span 1 Girder A June 10, 2016 11:09:06 am PGSuperl Copyright z 2016,WSDOT,All Rights Reserved Version 2.9.0-Built on May 112015 SHEARER DE tic Project Properties Bridge Name MCKERNAN HATCHERY BRIDGE Bridge ID Company Shearer Design Engineer RPD Job Number 0287 Comments PROJECT NO.MN:H37;14-1 File \\SHEARERSERVER\Jobs\0287 Mckeran Hatchery\Design\Calcs\Girders\PGSuper\0287 McKernan Hatchery Bridge(3-7in voids).pgs Bride: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 2 of 143 12 of 189 Library Usage Master Library Publisher:Default libraries installed with PGSuper Master Library File:C:\Program Files(x86)\WSDOT\PGSuper\WSDOT.Ibr Master Library Date Stamp:April 1,2015 3:50:49 pm Library Entry Source Girders V-6"Voided Slab(McKernan) Project Library Traffic Barriers McKernan Post Rail Project Library Project Criteria WSDOT LRFD-US Units(Copy 1) Project Library Vehicular Live Load 01-1 Master Library Vehicular Live Load 012 Master Library Load Rating Criteria WSDOT Master Library Long.Reinforcement data for Span 1,Girder A does not match Girder Library entry 1'-6"Voided Slab(McKernan) Notes Symbol Definition L9 Length of Girder Ls Length of Span FoS Face of Support Debond Point where bond begins for a debonded strand PSXFR Point of prestress transfer CS Critical Section for Shear H H from end of girder or face of support 1.5H 1.5H from end of girder or face of support HP Harp Point Pick Point Support point where girder is lifted from form Bunk Point Point where girder is supported during transportation Status Items Level Description Warning Magnitude of Distributed load is zero Info The Lever Rule is to be used for all cases where Ranges of Applicability for Load Distribution Factor Equations are Exceeded.Otherwise,factors are computed using the Equations. Bridge: MCKERNAN HATCH... Job: 0287 6/10/201.6 Page 3 of 143 13 of 139 Alignment Details Direction:N 90'00'00.00"E Ref.Point:0+00.00(E(X)0.000,N(Y)0.000) Profile Details Station:0+00.00 Elevation:0.000 ft Grade:0% Superelevation Details Section I Station I Left Slope Right Slope Crown Point Offset (f ift) (fti t) (ft) 1 0+00.00 01 01 0.000 Deck Elevations Deck Elevations over Girder Webs Notes Web Offsets are measured from and normal to the centerline girder Station,normal offset,and deck elevations are given for 10th points between bearings Span 1 Girder Web CL Brg 0.1Le 0.2Ls 0.3Ls 0.4Ls 0.51-s 0.6Ls 0.7Ls 0.8Ls 0.9Ls CL Brg A 1 Web Offset(ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 g0+41.50 Station 0+00.50 0+04.60 0+08.70 0+12.80 0+16.90 0+21.00 0+25.10 0+29.20 0+33.30 0+37.40 Offset(ft) 4.000 L 4.000 L 4.000 L 4.000 L 4.000 L 4.000 L 4.000 L 4.000 L 4.000 L 4.0 00 L Elev(ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000 0.000 Bridge Description General Bridge Information Number of Spans 1 Girder Type T-6"Voided Slab(McKernan) Concrete Properties Element Type Fci Ecl PC Ec jw js Da99 fct Ec Creep Shrinkage (KSI) (KSI) (KSI) (KSI) (kip/ft) (kip/ft3) (in) (KSI) K1 K2 Kt K2 K1 K2 Span 1 Girder A Normal Weight Concrete 5.000 4903 6.000 5208 0.165 0,155 0.750 N/A 1 1 1 F1 1 1 jw=Unit weight including reinforcement(used for dead load calculations) js=Unit weight(used to compute Ec) De99=Maximum aggregate size fct=Average splitting tensile strength of lightweight aggregate concrete Ki=Correction factor for aggregate type in predicting average value K2=Correction factor for aggregate type in predicting upper and lower bounds Piers Station Bearing Skew Angle Boundary Diaphragm-Back Diaphragm-Ahead Condition Height Width Loading Location(*) Height Width Loading Location(*) (in) (in) (in) (in) Abutment 1 0+00.00 N 0°00'00.00"E 0*00'00.00"L Hinged 0.000 0.000 Ignore weight N/A Abutment 2 0+42.00 N 0°00'00.00"E 0°00'00.00"L Hinged 0.000 0.000 Ignore weight N/A (')Distance from Abutment/Pier Line to Centroid of Diaphragm Pier Connections Back Ahead Bearing Bearing End End Support Bearing Bearing End End Support Offset Offset Distance Distance Width Offset Offset Distance Distance Width (in) Measure (in) Measure (in) (in) Measure (in) Measure (in) Abutment 6.000 Measured From 6.000 Measured From CL 18.000 1 Abutment Line and Bearing along Girder Along Girder Centerline Centerline Abutment 6.000 Measured From and 6.000 Measured From CL 18.000 RritioP' MCKF.RNANT HATCH Tnh• W97 6/10/901 Fi Page 4 of 143 14• of 189 Back Ahead Bearing Bearing End End Support Bearing Bearing End End Support Offset Offset Distance Distance Width Offset Offset Distance Distance Width (in) Measure (in) Measure (in) (in) Measure (in) Measure (in) 2 Normal to Abutment Bearing and Normal to Line Abutment Line Spans li #Girders Start of Span End of Span Joint Spacing Datum Joint Spacing Datum 3 Between A&C:0.000 in 1 1 Between A&C:0.000 in 1 Joint Spacing Datum (1)Measured normal to the alignment at the abutment/pier line (2)Measured normal to the alignment at the centerline of bearing (3)Measured at and along the abutment/pier line (4)Measured at and along the centerline of bearing Span 1 Girder Girder Type V-6"Voided Slab(McKernan) Slab Offset at Start("A"Dimension) 0.000 in Slab Offset at End("A"Dimension) 0.000 in Strand Fill Type Sequence of Permanent Strands Type of Adjustable Web Strands Adjustable Straight Number of Straight Strands 26 4 debonded Straight Strand Pjack 1142.51 kip Number of Adjustable Straight Strands 0 Adjustable Straight Strand Pjack 0.00 kip Total Number of Permanent Strands 26 Number of Temporary Strands 0 Temporary Strand Pjack 0.00 kip Distance from top of girder to CG of Adjustable Straight strands 0.000 in Release Strength Yc/ 5.000 KSI Final Strength Pc 6.000 KSI Prestressing Strand(Permanent) 0.600 in Dia.Grade 270 Low Relaxation Prestressing Strand(Temporary) 10.600 in Dia.Grade 270 Low Relaxation Deck Geometry Deck Type No Deck Wearing Surface Wearing Surface:Overlay Overlay Weight=0.000 PSF Ove-day Depth 000 000 Deck Reinforcement Reinforcement:AASHTO M31(A615)-Grade 60 Top Mat Cover:2.000 in Bottom Mat Cover:2.000 in Primary Reinforcement-Longitudinal reinforcement running the full length of the bridge Mat Bars Lump Sum (in2/ft) Top None @ 18.000 AND 0.180 Bottom None @ 18.000 AND 0.270 Supplemental Reinforcement-Negative moment reinforcement at continuous piers Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 5 of 143 15of189 No supplemental reinforcement Span Data Strand Eccentricity for Span 1 Girder A Location from Location from Eccentricity Strand Slope End of Girder Left Support Straight Adjustable Straight Temporary All Permanent Average Maximum (ft) (ft) (in) (in) (in) (wl Temp) (w/o Temp) (1:n) (1:n) (in) (in) (0.01-9)0.000 4.036 4.036 4.036 0.500 (0.01-s)0,000 4.036 4,036 4.036 0.628 4.036 4.036 4.036 (FoS)0.750 4.036 4.036 4.036 (H)1.500 1.000 4.036 4.036 4.036 (Bar Develop.)2.041 (Bar Develop.)1.541 4.027 4.027 4.027 2.750 (H)2.250 4.027 4.027 4.027 (PSXFR,Debond)3.000 (PSXFR,Debond)2.500 4.027 4.027 4.027 (1.51-1)3,000 4.071 4.071 4.071 (0.1L9)4.200 3.700 4.129 4.129 4.129 4.600 (0.1 Ls)4.100 4.162 4.162 4.162 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 4.270 4,270 4.270 5.628 4.279 4.279 4.279 (0.21-9)8.400 7.900 4.436 4.436 4.436 8.700 (0.2Ls)8.200 4.456 4.456 4.456 (PSXFR)9.000 (PSXFR)8.500 4.475 4.475 4.475 11,628 4.475 4.475 4.475 (0.31-9)12.600 12.100 4.475 4.475 4.475 12.800 (0.3Ls)12.300 4.475 4.475 4.475 (0.41-9)16.800 16.300 4.475 4.475 4.475 16.900 (0.4Ls)16.400 4.475 4.475 4.475 (0.5L9)21.000 (0.5Ls)20.500 4.475 4.475 4.475 25.100 (0.61-s)24.600 4.475 4.475 4.475 (0.6L9)25.200 24.700 4.475 4.475 4.475 29.200 (0.7Ls)28.700 4.475 4.475 4.475 (0.7L9)29.400 28.900 4.475 4.475 4.475 29.372 4.475 4.475 4.475 (PSXFR)33.000 (PSXFR)32.500 4.475 4.475 4.475 33.300 (0.8Ls)32.800 4.456 4.456 4.456 (0.81-9)33.600 33.100 4.436 4.436 4.436 35.372 4.279 4.279 4.279 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 4.270 4.270 4.270 37.400 (0.91-s)36.900 4.162 4.162 4.162 (0.9L9)37.800 37.300 4.129 4.129 4.129 (1.51-1)38.000 4.071 4.071 4.071 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 4.027 4.027 4.027 39.250 (H)38:750 4.027 4.027 4.027 (Bar Develop.)39.959 (Bar Develop.)39.459 4.027 4.027 4.027 (H)40.500 40.000 4.036 4.036 4.036 (FoS)40.250 4.036 4.036 4.036 40.372 4.036 4.036 4.036 41.500 (1.01-s)41.000 4.036 4.036 4.036 (1.0L9)42.000 4.036 4.036 4.036 Eccentricities measured from neutral axis of non-composite section Positive values indicate strands are below the neutral axis Span 1 Girder A Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 6 of 143 16 of 189 Girder Length=42.000 ft Span Length=41.000 ft(CL Bearing to CL Bearing) Left End Distance=0.500 ft(Overhang,CL Bearing to End of Girder,Measured Along Girder) Right End Distance=0.500 ft(Overhang,CL Bearing to End of Girder,Measured Along Girder) Section Properties Left Traffic Barrier Area=342.000 in2 Left Traffic Barrier Iyy=92596.5 in4 Left Traffic Barrier Yb=28.500 in Left Exterior Traffic Barrier Weight=0.045 kip/ft Distance from CG of Left Exterior Traffic Barrier to Left Edge of Deck=-3.000 in Right Traffic Barrier Area=.342.000 in2 Right Traffic Barrier Iyy=92596.5 in4 Right Traffic Barrier Yb=28.500 in Right Traffic Barrier Weight=0.045 kip/ft Distance from CG of Right Exterior Traffic Barrier to Right Edge of Deck=-3.000 in Span 1 Girder Girder Ec=5208 KSI Girder Ec!=4903 KSI Bending Stiffness of Entire Bridge Section at mid-span El.=3.49e+008 kip-in2(used to compute Live Load Deflections per LRFD 3.6.1.3.2) Elyy=2.02e+010 kip-in2 Stage:Casting Yard,Section:Non-composite Location from Area Depth Ix I Yt Yb St Sb kt(in) kb(in) Perimeter End of Girder (in) (in) (in4) (in4) (in) (in) (in3) (in3) (Top (Bottom (in) (ft) kern kern point) point) (0.01-9)0.000 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 0.500 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 1.128 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 1.250 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 (H)1.500 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 1.505 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (Bar Develop.)2.041 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (CS)2.417 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.41 3.4041 3.356 129.657 2.750 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (PSXFR,Debond)3.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 3.500 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (0.1 L9)4.200 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 4.600 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 ,(PSXFR,Debond)6.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 6.128 739.546 18.000 22496.9 1476.55.0 9.0641 8.936 -2482.1 2517.41 3.404 3.356 129.657 (0.2L9)8.400 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 8.700 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (PSXFR)9.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3,356 129.657 12,128 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (0.3L9)12.600 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 12.800 739.546 18.000 22496.9 147655.0 9.064 8,936 -2482.1 2517.41 3.4041 3.356 1129.657 (0.4L9)16.800 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129,657 16.900 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (0.5L9)21.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 25.100 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (0.6L9)25.200 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 29.200 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (0.7L9)29.400 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3,356 129.657 29.872 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (PSXFR)33.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 33.300 739.546 18.000 22496.9 147655.01 9.0641 8.936 -2482.1 2517.4 3.404 3.356 129.657 ' (0.8L9)33.600 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 7 of 143 17 of 189 Location from Area Depth Ix I Yt Yb St Sb kt(in) kb(in) Perimeter End of Girder (in) (in) 04) (in4) (in) (in) (in) On) (Top (Bottom (in) (ft) kern kern point) point) 35.872 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (PSXFR,Debond)36.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 37.400 739.54E 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.4041 3.356 129.657 (0.9L9)37.800 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 38.500 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.35E 129.657 (PSXFR,Debond)39.000 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 39.250 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (CS)39.583 739.546 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129.657 (Bar Develop.)39.959 739.54E 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.356 129,657 40.495 739.54E 18.000 22496.9 147655.0 9.064 8.936 -2482.1 2517.4 3.404 3.3561 129.657 (H)40.500 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 40.750 855.000 18.000 22850.9 161Q22.6 9.055 8.945 -2523,E 2554.6 2.988 2.952 129.657 40.872 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.6 2.988 2.952 129.657 41.500 855.000 18.000 22850.9 161022.6 9.055 8.945 -2523.6 2554.E 2.988 2.952 129.657 (1.0L9)42.000 855.000 18.000 22850.9 161022.E 9.055 8.945 -2523.E 2554.E 2.988 2.952 129.657 User Defined Loads Locations are measured from left support. Point loads were not defined for this girder Distributed Loads Stage Load Start End Start End Description Case Location Location Magnitude Magnitude (ft) (ft) (kip/ft) (kip/ft) Bridge Site 2 DW 0.000 41.000 0.300 0.300 SIDL=75 psf x 4'wide=300 Of=0.3 klf per girder Bridge Site 3 LL+IM 0.000 41.000 0.000 0.000 PED LL=90 psf x 4'wide=360 plf=0.36 kif per girder Bridge Site 3 LL+IM 0.000 41.000 0.100 0.100 Snow LL=25 psf x 4'wide=100 plf=0.1 klf Moment loads were not defined for this girder Moments, Shears, and Reactions Load Responses-Casting Yard Casting Yard Location from Girder End of Girder Moment Shear (ft) (kip-ft) (kip) (0.01-9)0.000 0.00 -17.99 17.99 0.500 8.87 17.50 (H)1.500 25.89 16.52 (Bar Develop.)2.041 34.71 16.07 2.750 45.88 15.46 (PSXFR,Debond)3.000 49.72 15.25 (0.1 L9)4.200 67.42 14.24 4.600 73.04 13.90 (PSXFR,Debond)6.000 91.67 12.71 (0.2Lg)8.400 119.73 10.68 8.700 122.90 10.42 (PSXFR)9.000 125.99 10.17 (0.3L9)12.600 157.10 7.12 12.800 158.51 6.95 (0.4Lg)16.800 179.53 3.56 16.900�870 7 (0.5Lg)21.000 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 8 of 143 18 of 189 Location from Girder End of Girder Moment Shear (ft) (kip-ft) (kip) 25.100 179.88 -3.47 (0.61-g)25.200 179.53 -3.56 29.200 158.51 -6.95 (0.7L9)29.400 157.10 -7.12 (PSXFR)33.000 125.99 -10.17 33.300 122.90 -10.42 (0.81-g)33.600 119.73 -10.68 (PSXFR,Debond)36.000 91.67 -12.71 37.400 73.04 -13.90 (0.91-9)37.800 67.42 -14.24 (PSXFR,Debond)39.000 49.72 -15.25 39.250 45.88 -15.46 (Bar Develop.)39.959 34.71 -16.07 (H)40.500 25.89 -16.52 41.500 8.87 -17.50 (1.OLg)42.000 0.00 -17.99 Load Responses-Bridge Site Moments Location from Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (ft) Max Min Max Min Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (O.OL,)0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (DO) (DO) (FO) (FO) 0.628 10.80 0.00 0.00 0.00 0.38 0.38 0.00 0.00 53.66 0.00 28.62 0.00 (DO) (DO) (FO) (FO) (FoS)0.750 12.85 0.00 0.00 0.00 0.45 0.45 0.00 0.00 63.82 0.00 34.00 0.00 (DO) (DO) (FO) (FO) 1.000 17.01 0.00 0.00 0.00 0.60 0.60 0.00 0.00 84.43 0.00 44.88 0.00 (DO) (DO) (FO) (FO) 1.005 17.10 0.00 0.00 0.00 0.60 0.60 0.00 0.00 84.83 0.00 45.09 0.00 (DO) (DO) (FO) (FO) 1.125 19.07 0.00 0.00 0.00 0.67 0.67 0.00 0.00 _ 94.61 0.00 50.24 0.00 (DO) (DO) (FO) (FO) (Bar Develop.)1.541 25.83 0.00 0.00 0.00 0.91 0.91 0.00 0.00 127.90 0.00 67.67 0.00 (DO) (DO) (FO) (FO) (CS)1.917 31.81 0.00 0.00 O.00 1.12 1.12 0.00 0.00 157.17 0.00 82.87 0.00 (DO) (DO) (FO) (FO) (H)2.250 37.01 0.00 0.00 0.00 1.31 1.31 0.00 0.00 182.49 0.00 95.93 0.00 (DO) (DO) (FO) (FO) (PSXFR,Debond)2.500 40.85 0.00 0.00 0.00 1.44 1.44 0.00 0.00 201.10 0.00 105.46 0.00 (DO) (DO) (FO) (FO) (1.5H)3.000 48.37 0.00 0.00 0.00 1.71 1.71 0.00 0.00 237.34 0.00 123.86 0.00 (DO) (DO) (FO) (FO) 3.700 58.54 0.00 0.00 0.00 2.07 2.07 0.00 0.00 285.84 0.00 148.12 0.00 (DO) (DO) (FO) (FO) (0.1 Ls)4.100 64.17 0.00 0.00 0.00 2.27 2.27 0.00 0.00 312.39 0.00 161.18 0.00 (DO) (DO) (FO) (FO) (PSXFR,Debond)5.500 82.79 0.00 0.00 0.00 2.93 ' 2.93 0.00 0.00 398.61 0.00 202.40 0.00 (DO) (DO) (FO) (FO) 5.628 84.42 0.00 0.00 0.00 2.99 2.99 0.00 0.00 405.99 0.00 205.82 0.00 (DO) (DO) (FO) (FO) 7.900 110.86 0.00 0.00 0.00 3.92 3.92 0.00 0.00 522.20 0.00 268.56 0.00 (DO) (DO) (FO) (FO) (0.21-s)8,200 114.02 0.00 0.00 0.00 4.03 4.03 0.00 0.00 535.50 0.00 276.00 0.00 (DO) (DO) (FO) (FO) (PSXFR)8.500 117.11 0.00 0.00 0.00 4.14 4.14 0.00 0.00 548.32 0.00 283.24 0.00 (DO) (DO) (FO) (FO) 11.628 144.78 0.00 0.00 0.00 5.12 5.12 0.00 0.00 653.52 0.00 346.66 0.00 (DO) (DO) (FO) (FO) 12.100 148.23 0.00 0.00 0.00 5.25 5.25 0.00 0.00 664.87 0.00 354.32 0.00 (DO) (DO) (FO) (FO) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 9 of 143 19 of 189 Location from Girder Diaphragm Slab Haunch Traffic Barrier overlay *Design Live Load *Fatigue Live Load Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) Max Min Max Min Max Min Max Min (ft) (kiP ft) (kiP ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (0.3Ls)12.300 149.64 0.00 0.00 0.00 5.30 5.30 0.00 0.00 669.33 0.00 357.42 0.00 (DO) (DO) (FO) (FO) 16.300 170.65 0.00 0.00 0.00 6.04 6.04 0.00 0.00 742.55 0.00 400.50 0.00 (DO) (DO) (FO) (FO) (0.41-s)16.400 171.00 0,00 0.00 0.00 6.05 6.05 0.00 0.00 743.67 0.00 401.12 0.00 (DO) (DO) (FO) (FO) (0.5Ls)20.500 178.13 0.00 0.00 0.00 6.30 6.30 0.00 0.00 749.60 0.00 407.10 0.00 (D1) (DO) (FO) (FO) (0.6Ls)24.600 171.00 0.00 0.00 0.00 6.05 6.05 0.00 0.00 743.67 0.00 401.12 0.00 (DO) (DO) (FO) (FO) 24.700 170.65 0.00 0.00 0.00 6.04 6.04 0.00 0.00 742.55 0.00 400.50 0.00 (DO) (DO) (FO) (FO) (0.71-s)28.700 149.64 0.00 0.00 0.00 5.30 5.30 0.00 0.00 669.33 0.00 357.42 0.00 (DO) (DO) (FO) (FO) 28.900 148.23 0.00 0.00 0.00 5.25 5.25 0.00 0.00 664.87 0.00 354.32 0.00 (DO) (DO) (FO) (FO) 29.372 144.78 0.00 0.00 0.00 5.12 5.12 0.00 0.00 653.52 0.00 346.66 0.00 (DO) (DO) TO) (FO) (PSXFR)32.500 117.11 0.00 0.00 0.00 4.14 4.14 0.00 0.00 548.32 0.00 283.24 0.00 (DO) (DO) (FO) (FO) (0.8L5)32.800 114.02 0.00 0.00 0.00 4.03 4.03 0.00 0.00 535.50 0.00 276.00 0.00 (DO) (DO) (FO) (FO) 33.100 110.86 0.00 0.00 0.00 3.92 3.92 0.00 0.00 522.20 0.00 268.56 0.00 (DO) (DO) (FO) (FO) 35.372 84.42 0.00 0.00 0.00 2.99 2.99 0.00 0.00 405.99 0.00 205.82 0.00 (DO) (DO) (FO) (FO) (PSXFR,Debond)35.500 82.79 0.00 0.00 0.00 2.93 2,93 0.00 0.00 398.61 0.00 202.40 0.00 (DO) (DO) (FO) (FO) (0.9L5)36.900 64.17 0.00 0.00 0.00 2.27 2.27 0.00 0.00 312.39 0.00 161.18 0.00 (DO) (DO) (FO) (FO) 37.300 58.54 0.00 0.00 0.00 2.07 2.07 0.00 0.00 285.84 0.00 148.12 0.00 (DO) (DO) (FO) (FO) (1.51-1)38.000 48.37 0.00 0.00 0.00 1.71 1.71 0.00 0.00 237.34 0.00 123.86 0.00 (DO) (DO) (FO) (FO) (PSXFR,Debond)38.500 40.85 0.00 0.00 0.00 1.44 1.44 0.00 0.00 201.10 0.00 105.46 0.00 (DO) (DO) (FO) (FO) (H)38.750 37.01 0.00 0.00 0.00 1.31 1.31 0.00 0.00 182.49 0.00 95.93 0.00 (DO) (DO) (FO) (FO) (CS)39.083 31.81 0.00 0.00 0.00 1.12 1.12 0.00 0.00 157.17 0.00 82.87 0.00 (DO) (DO) (FO) (FO) (Bar Develop.)39.459 25.83 0.00 0.00 0.00 0.91 0.91 0.00 0.00 127.90 0.00 67.67 0.00 (DO) (DO) (FO) (FO) 39.875 19.07 0.00 0.00 0.00 0.67 0.67 0.00 0.00 94.61 0.00 50.24 0.00 (DO) (DO) (FO) (FO) 39.995 17.10 0.00 0.00 0.00 0.60 0.60 0.00 0.00 84.83 0.00 45.09 0.00 (DO) (DO) (FO) (FO) 40.000 17.01 0.00 0.00 0.00 0.60 0.60 0.00 0.00 84.43 0.00 44.88 0.00 (DO) (DO) (FO) (FO) (FoS)40.250 12.85 0.00 0.00 0.00 0.45 0.45 0.00 0.00 63.82 0.00 34.00 0.00 (DO) (DO) (FO) (FO) 40.372 10.80 0.00 0.00 0.00 0.38 0.38 0.00 0.00 53.66 0.00 28.62 0.00 (D0) (DO) (FO) (FO) (1.OLs)41.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (DO) (DO) (FO) (FO) *Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Moments-User Defined Loads Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ft) Max Min Max Min Max Min Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (O.OLS)0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.628 0.00 0.00 0.00 0.001 0.00 0.00 3.80 3.80 1.27 1.27 (FoS)0.750 0.00 0.00 0.00 0.00 0.00 0.00 4.53 4.53 1.51 1.51 1.000 0.00 0.00 0.00 0.00 0.00 0.00 6001 6.00 2.001 2.00 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 10 of 143 20 of 189 Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ft) Max Min Max Min Max Min Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) 1.005 0.00 0.00 0.00 0.00 0.00 0.00 6.03 6.03 2.01 2.01 1.125 0.00 0.00 0.00 0.00 0.00 0.00 6.73 6.73 2.24 2.24 (Bar Develop.)1.541 0.00 0.00 0.00 0.00 0.00 0.00 9.12 9.12 3.04 3.04 (H)2.250 0.00 0.00 0.00 0.00 0.00 0.00 13.08 13.08 4.36 4.36 (PSXFR,Debond)2.500 0.00 0.00 0.00 0.00 0.00 0.00 14.44 14.44 4.81 4.81 (1.5H)3.000 0.001 0.00 0.00 0.00 0.00 0.00 17.10 17.1b 5.70 5.70 3.700 0.00 0.00 0.00 0.00 0.00 0.00 20.70 20.70 6.90 6.90 (0.1 Ls)4.100 0.00 0.00 0.00 0.00 0.00 0.00 22.69 22.69 7.56 7.56 (PSXFR,Debond)5.500 0.00 0.00 0.00 0.00 0.00 0.001 29.29 29.29 9.76 9.76 5.628 0.00 0.00 0.00 0.00 0.00 0.00 29.86 29.86 9.95 9.95 7.900 0.00 0.00 0.00 0.00 0.00 0.00 39.22 39.22 13.07 13.07 (0.21-s)8.200 0.00 0.00 0,00 0.00 0.00 0.00 40.34 40.34 13.45 13.45 (PSXFR)8.500 0.00 0.00 0.00 0.00 0.00 0.00 41.44 41.44 13.81 13.81 11.628 0.00 0.00 0.00 0.00 0.00 0.00 51.23 51.23 17.08 17.08 12.100 0,00 0.00 0.00 0.00 0.00 0.00 52.45 52,45 17.48 17.48 (0.3Ls)12.300 0.00 0.00 0.00 0.00 0.00 0.00 52.95 52.95 17.65 17.65 16.300 0.00 j 0.00 0-00 0.00 0.00 0.00 60.39 60.39 20.13 20.13 (0.4Ls)16.400 0.00 0.00 0.00 0.00 0.00 0.00 60.52 60.52 20.17 20.17 (0.5LS)20.500 0.00 0.00 0.00 0.00 0.00 0.00 63.04 63.04 21.01 21.01 (0.61-5)24.600 0.00 0.00 0.00 0.00 0.00 0.00 60.52 60.52 20.17 20.17 24.700 0.00 0.00 0.00 0.00 0.00 0.00 60.39 60.39 20.13 20.13 (0.71-s)28.700 0.00 0.00 0.00 0.00 0.00 0.00 52.95 52.95 17.65 17.65 28.900 0.00 0.00 0.00 0.00 0.00 0.00 52.45 52.45 17.48 17.48 29.372 0.00 0.00 O.bO 0.00 0.00 0.00 51,23 51.23 17.08 17.08 (PSXFR)32.500 0.00 0.00 0.00 0.00 0.00 0.00 1 41.44 41.441 13.81 13.81 (0.8Ls)32.800 0.00 0.00 0.00 0.00 0.00 0.00 40.34 40.34 13.45 13.45 33.100 0.00 0.00 0.00 0.00 0.00 0.00 39.22 39.22 13.07 13.07 35.372 0.00 0.00 0.00 0.00 0.00 0.00 29.86 29.86 9.95 9.95 (PSXFR,Debond)35,500 0.00 0.00 0.00 0.00 0.00 0.00 29.29 29.29 9.76 9.76 (0.9L5)36.900 0.00 0.00 0.00 0.00 0.00 0.00 22.69 22.69 7.56 7.56 37.300 0.00 0.00 0.00 0.00 0.00 O.OD 20.70 20.70 6.90 6.90 (1.5H)38.000 0.00 0.00 0.00 0.00 0.00 0.00 17.10 17.10 5.70 5.70 (PSXFR,Debond)38.500 0.00 0.00 0.00 0.00 .0.00 0.00 14.44 14.44 4.81 4.81 (H)38.750 0.00 0.00 0.001 0.001 0.00 0.00 13.08 13.08 4.36 4.36 (Bar Develop.)39.459 0.00 0.00 0.00 0.00 0.00 0.00 9.12 9.12 3.04 3.04 39.875 0.00 0.00 0.00 0.00 0.00 0.001 6.73 6.731 2.241 2.24 39.995 0.00 0.00 0.00 0.00 0.00 0.00 6.03 6.03 2.01 2.01 40.000 0.001 0.00 0.00 0.00 0.00 0.00 6.00 6.00 2.00 2.00 (FoS)40.250 0.00 0.00 0.00 0.00 0.00 0.00 4.53 4.53 1.51 1.51 40.372 0.00 0.001 0.001 0.001 0.00 0.00 3.80 3.80 1.27 1.27 (1.OL5)41.000 0.00 0.00 0.00 0.00 0.001 0.00 0.00 0.00 0.00 0.00 Shears Location from Girder Diaphragm Slab Haunch Traffic Barrier Overlay `Design Live Load *Fatigue Live Load Left Support (kip) (kip) (kip) (kip) (ft) Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (O.OLS)0.000 17.50 0.00 0.00 0.00 0.61 0.61 0.00 0.00 87.08 0.00 46.67 0.00 (DO) (DO) (FO) (FO) 0.628 16.89 0.00 0.00 0.00 0.60 0.60 0.00 0.00 85.21 -0.66 45.55 -0.56 (DO) (DO) (FO)I (FO) (FoS)0.750 16.77 0.00 0.00 0.00 0.59 0.59 0.00 0.00 84.85 -(0 78 45.33 -0.67 (DO) (DO) (F0) (FO) 1.000 16.52 0.00 0.00 0.00 0.58 0.58 0.00 0.00 84.11 1.05 44.88 0.90 (DO) (DO) (FO) (FO) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 11 of 143 21 of 189 Location from Girder I Diaphragm Slab Haunch Traffic Barrier I Overlay *Design Live Load *Fatigue Live Load Left Support (kip) (kip) (kip) (kip) Max Min Max Min Max Min Max Min (ft) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 1.005 16.52 0.00 0.00 0.00 0.58 0.58 0.00 0,00 84.10 -1.05 44.87 -0.90 (DO) . (DO) (FO) (FO) 1.125 16.42 0.00 0.00 0.00 0.58 0.58 0.00 0.00 83.74 -1.18 44.65 -1.01 (DO) (DO) (FO) (FO) (Bar Develop.)1.541 16.07 0.00 0.00 0.00 0.57 0.57 0.00 0.00 82.51 -1.62 43.91 -1.38 (DO) (DO) (FO) (FO) (CS)1.917 15.75 0.00 0.00 0.00 0.56 0.56 0.00 0.00 81.41 -2.02 43.23 -1.72 (DO) (DO) (FO) (FO) (H)2.250 15.46 0.00 0.00 0.00 0.55 0.55 0.00 0.00 80.43 -2.38 42.63 -2.02 (DO) (DO) (FO) (FO) (PSXFR,Debond)2.500 15.25 0.00 0.00 0.00 0.54 0.54 0.00 0.00 79.69 -2.64 42.19 -2.24 (DO) (DO) (FO) (FO) (1.5H)3.000 14.83 0.00 0.00 0.00 0.52 0.52 0.00 0.00 78.22 -3.18 41.29 -2.69 (DO) (DO) (FO) (FO) 3.700 14.24 0.00 0,00 0.00 0.50 0.50 0.00 0.00 76.18 -3.95 40.03 -3.32 (DO) (DO) (FO) (FO) (0.1 Ls)4.100 13.90 0.00 0.00 0.00 0.49 0.49 0.00 0.00 75.01 -4.39 39.31 -3.68 (DO) (DO) (FO) (FO) (PSXFR,Debond)5.500 12.71 0.00 0.00 0.00 0.45 0.45 0.00 0.00 70.95 -5.95 36.80 -4.94 (DO) (DO) (FO) (FO) 5.628 12.60 0.00 0.00 0.00 0.45 0.45 0.00 0.00 70.58 -6.13 36.57 -5.05 (DO) (D1) (FO) (FO) 7.900 10.68 0.00 0.00 0.00 0.38 0.38 0.00 0.00 64.06 -10.06 34.00 -7.09 (DO) (D1) (FO) (FO) (0.2LS)8.200 10.42 0.00 0.00 0.00 0.37 0.37 0.00 0.00 63.21 -10.58 33.66 -7.36 (DO) (D1) (FO) (FO) (PSXFR)8.500 10.17 0.00 0.00 0.00 0.36 0.36 0.00 0.00 62.35 -11.11 33.32 -7.63 (DO) (D1) (FO) (FO) 11.628 7.52 0.00 0.00 0.00 0.27 0.27 0.00 0.00 53.54 -16.67 29.81 -10.44 (DO) (D1) (FO) TO) 12.100 7.12 0.00 0,00 0.00 0.25 0.25 0.00 0.00 52.22 -17.52 29.28 -10.86 (DO) (D1) (FO) (FO) (0.3L5)12.300 6.95 0.00 0.00 0.00 0.25 0.25 0.00 0.00 51.66 -17.89 29.06 -11.04 (DO) (D1) (FO) (FO) 16.300 3.56 0.00 0.00 0.00 0.13 0.13 0.00 0.00 41.58 -25.27 24.57 -15.15 (D1) (D1) (FO) (FO) (0.41-5)16.400 3.47 0.00 0.00 0.00 0.12 0.12 0.00 0.00 41.38 -25.46 24.46 -15.26 (D1) (D1) (FO) (FO) (0.5L5)20.500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 33.29 -33.29 19.86 -19.86 (D1) (D1) (FO) (FO) (0.61-s)24.600 -3.47 0.00 0.00 0.00 -0.12 -0.12 0.00 0.00 25.46 -41.38 15.26 -24.46 (D1) (D1) (FO) (FO) 24.700 -3.56 0.00 0.00 0.00 -0.13 -0.13 0.00 0.00 25.27J-41.58 15.15 -24.57 (D1) (FO) (FO) (0.7L5)28.700 -6.95 0.00 0.00 0.00 -0.25 -0.25 0.00 0.00 17.89 11.04 -29.06 (D1) (FO) (FO) 28.900 -7.12 0.00 0.00 0.00 -0.25 -0.25 0.00 0.00 17.52 10.86 -29.28 (D1) (FO) (FO) 29.372 -7.52 0.00 0.00 0.00 -0.27 -0.27 0.00 0.00 16.67 -53.54 10.44 -29.81 (D1) (DO) (FO) (FO) (PSXFR)32.500 -10.17 0.00 0.00 0.00 -0.36 -0.36 0.00 0.00 11.11 -62.35 7.63 -33.32 (D1) (DO) (FO) (FO) (0.8Ls)32.800 -10.42 0.00 0.00 0.00 -0.37 -0.37 0.00 0.00 10.58 -63.21 7.36 -33.66 (D1) (DO) - (FO) (FO) 33.100 -10.68 0.00 0.00 0.00 -0.38 -0.38 0.00 0.00 10.06 -64.06 7.09 -34.00 (D1) (DO) (FO) .(FO) 35.372 -12.60 0.00 0.00 0.00 -0.45 -0.45 0.00 0.00 6.13 -70.58 5.05 -36.57 (D1) (DO) (FO) (FO) (PSXFR,Debond)35.500 -12.71 0.00 0.00 0.00 -0.45 -0.45 1 0.00 0.00 5.95 -70.95 4.94 -36.80 (DO) (DO) (FO) (FO) (0.9L5)36.900 -13.90 0.00 0.00 0.00 -0.49 -0.49 0.00 0.00 4.39 75.01 3.68 -39.31 (DO) (DO) (FO) (FO) 37.300 -14.24 0.00 0.00 0.00 -0.50 -0.50 0.00 0.00 3.95 -76.18 3.32 -40.03 (DO) (DO) (FO) (FO) (1.5H)38.000 -14.83 0.00 0.00 0.00 -0.52 -0.52 0.00 0.00 3.18 .78.22 2.69 -41.29 (DO) (DO) (FO) TO) (PSXFR,Debond)38.500 -15.25 0.00 0.00 0.00 -0.54 -0.54 0.00 0.00 2.64 -79.69 2.24 -42.19 (DO)I (DO) (FO) (FO) BMge: MCKFRNAN HATCH... Job: 0287 6/10/2016 Page 12 of 143 22 of 189 Location from Girder Diaphragm Slab Haunch Traffic Barrier Overlay .Design Live Load *Fatigue Live Load Left Support (kip) (kip) (kip) (kip) (ft) Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (H)38.750 -15.46 0.00 0.00 0.00 -0.55 -0.55 0.00 0.00 2.38 -80.43 2.02 -42.63 (DO) (DO) (FO) (FO) (CS)39.083 -15.75 0.00 0.00 0.00 -0.56 -0.56 0.00 0.00 2.02 -81.41 1.72 -43.23 (DO) (DO) (FO) (FO) (Bar Develop.)39.459 -16.07 0.00 0.00 0.00 -0.57 -0.57 0.00 0.00 1.62 -82.51 1.38 -43.91 (DO) (DO) (FO) (FO) 39.875 -16.42 0.00 0.00 0.00 -0.58 -0.58 0.00 0.00 1.18 -83.74 1.01 -44.65 (DO) (DO) (FO) (FO) 39.995 -16.52 0.00 0.00 0.00 -0.58 -0.58 0.00 0.00 1.05 -84.10 0.90 -44.87 (DO) (DO) (FO) (FO) 40.000 -16.52 0.00 0.00 0.00 -0.58 -0.58 0.00 0.00 1.05 -84.11 0.90 -44.88 (DO) (DO) (FO) (FO) (FoS)40.250 -16.77 0.00 0.00 0.00 -0.59 -0.59 0.00 0.00 0.78 -84.85 0.67 -45.33 (DO) (DO) (FO) (FO) 40.372 -16.89 0.00 0.00 0.00 -0.60 -0.60 0.00 0.00 0.66 -85.21 0.56 -45.55 (DO) (DO) (FO) (FO) (1.OL5)11.000 -17.50 0.00 0.00 0.00 -0.61 -0.61 0.00 0.00 0.00 -87.08 0.00 -46.67 (DO) (DO) (FO) (FO) Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Shear-User Defined Loads Location from Bridge Site 1 Bridge Site 2 Left Support (ft) User DC User DW User DC User DW User LL+IM Max I Min I Max Min Max Min Max Min Max Min I(kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (O.OL,)0.000 0.00 0.00 0.00 0.00 0.00 0.00 6.15 6.15 2.05 2.05 0.628 0.00 0.00 0.00 0.00 0.00 0.00 5.96 5.961 1.99 1.99 (FoS)0.750 0.00 0.00 0.00 0.00 0.00 0.00 5.92 5.92 1.97 1.97 1.000 0.00 0.00 0.00 0.0010.001 0.00 5.85 5.85 1.95 1.95 1.005 0.00 0.00 0.00 0.00 0.00 0.00 5.85 5.85 1.95 1.95 1.125 0.00 0.00 0.00 0.00 0.00 0.00 5.81 5.81 1.94 1.94 (Bar Develop.)1.541 0.0010-001 0.00 0.00 0.00 0.00 5.69 5.69 1.90 1.90 (H)2.250 0.001 0.001 0.00 0.00 0.00 0.00 5.471 5.471 1.83 1.83 (PSXFR,Debond)2.500 0.00 0.00 0.00 0.00 0.00 0.00 5.40 5.40 1.80 1.80 (1.51-1)3.000 0.00 0.00 0.00 0.0010.001 0.00 5.25 5.25 1.75 1.7.5 3.700 0.00 0.00 0.00 0.00 0.00 0.00 5.04 5.04 1.68 1.68 (0.1Ls)4.100 0.00 0.00 0.00 0.00 0.00 0.00 4.92 4.92 1.64 1.64 (PSXFR,Debond)5,500 0.00 0.00 0.00 0.00 0.00 0.00 4.50 4.50 1.50 1.50 5.628 0.00 0.00 0.00 0.00 0.00 0.00 4.461 4.461 1.49 1.49 7.900 0.00 0.00 0.00 0.00 0.00 0.00 3.78 3.78 1.26 1.26 (0.21-s)8.200 0.00 0.00 0.00 0.00 0.00 0.00 3.69 3.69 1.23 1.23 (PSXFR)8.500 0.00 0.00 0.00 0.00 0.00 0.00 3.60 3.60 1.20 1.20 11.628 0.00 0.00 0.00 0.00 0.00 0.00 2.66 2.66 0.89 D.89 12.100 0.00 0.00 0.00 0.00 0.00 0.00 2.52 2.52 0.84 0.84 (0.3Ls)12.300 0.00 0.00 0.00 0.00 0.00 0.00 2.46 2.46 0.82 0.82 16.300 0.00 0.00 0.00 0.00 0.00 0.00 1.26 1.26 0.42 0.42 (0.41-s)16.400 0.00 0.00 0.00 0.00 0.00 0.00 1.23 1.23 0.41 0.41 (0.5L5)20.500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (0.6L5)24.600 0.00 0.00 0.00 0.00 0.00 0.00 -1.23 -1.23 -0.41 -0.41 24.700 0.00 0.00 0.00 0.00 0.00 0.00 -1.26 -1,26 -0.42 -0.42 (0.7L5)28.700 0.00 0.00 0.00 0.00 0.00 0.00 -2.46 -2.46 -0.82 -0.82 28.900 0.00 0.00 0.00 0.00 0.00 0.00 -2.52 -2.52 -0.84 -0.84 29.372 0.00 0.00 0.00 0.00 0.00 0.00 -2.66 -2.66 -0.89 -0.89 (PSXFR)32.500 0.00 0.00 0.00 0.00 0.00 0.00 -3.60 -3.60 -1.20 -1.20 (0.81-5)32.800 O.DO 0.00 0.00 0.00 0.00 0.00 -3.69 -3.69 -1.23 -1.23 33.100 0.00 0.00 0.00 0.00 0.00 0.00 -3.78 -3.78 -1,26 -1.26 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 13 of 143 23 of 139 Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ff) Max Min Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) 35.372 0.00 0.00 O.OD 0.00 0.00 0.00 -4.46 -4.46 -1.49 -1.49 (PSXFR,Debond)35.500 0.00 0.00 0.00 0.00 0.00 0.00 -4.50 -4.50 -1.50 -1.50 (0.9L5)36.900 0.00 0.00 0.00 0.00 0.00 0.00 -4.92 -4.92 -1.64 -1.64 37.300 0.00 0.00 0.00 0.00 0.00 0.00 -5.04 -5.04 -1.68 -1.68 (1.5H)38.000 0.00 0.00 0.00 0.00 0.00 0.00 -5.25 -5.25 -1.75 -1.75 (PSXFR,Debond)38.500 0.00 0.00 0.00 0.00 0.00 0.00 -5.40 -5.40 -1.80 -1.80 (H)38.750 0.00 0.00 0.00 0.00 0.00 0.00 -5.47 -5.47 -1.82 -1.82 (Bar Develop.)39.459 0.00 0.00 0.00 0.00 0.00 0.00 -5.69 -5.69 -1.90 -1.90 39.875 0.00 0.00 0.00 0.00 0.00 0.00 -5.81 -5.81 -1.94 -1.94 39.995 0.00 0.00 0.00 0.00 0.00 0.00 -5.85 -5.85 -1.95 -1.95 40.000 0.00 0.00 0.00 0.00 0.00 0.00 -5.85 -5.85 -1.95 -1.95 (FoS)40.250 0.00 0.00 0.00 0.00 0.00 0.00 -5.92 -5.92 -1.97 -1.97 40.372 0.00 0.00 0:00 0.00 0.00 0.00 -5.96 -5.96 -1.99 -1.99 (1.OL5)41.000 0.00 0.00 0.00 0.00 0.00 0.00 -6.15 -6.15 -2.05 -2.05 Total Girderline Reactions at Abutments and Piers Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load (kip) (kip) (kip) (kip) Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) .(kip) (kip) (kip) (kip) Abutment 1 17.99 0.00 0.00 0.00 0.63 0.63 0.00 0.00 87.08 0.00 46.67 0.00 (DO) (DO) (FO) (FO) Abutment 2 17.99 0.00 0.00 0.00 0.63 0.63 0.00 0.00 87.08 0.00 46.67 0.00 (DO) (DO) (FO) (FO) *Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Girder Bearing Reactions Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load (kip) (kip) (kip) (kip) Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 17.99 0.00 0.00 0.00 0.63 0.63 0.00 0.00 87.08 0.00 46.67 0.00 (DO) (DO) (FO) (FO) Abutment 2-Back 17.99 0.00 0.00 0.00 0.63 0.63 0.00 0.00 87.08 0.00 46.67 0.00 (DO) (DO) (FO) (FO) Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Total Girderline Reactions at Abutments and Piers-User Defined Loads Bridge Site 1 Bridge Site 2 User DC User DW User DC User DW User LL+IM Max Min Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1 0.00 0.00 0.00 0.00 0.00 0.00 6.15 6.15 2.05 2.05 Abutment 21 0.00 0.00 LOO 0.00 0.00 0.00 6.15 6.15 2.05 2.05 Girder Bearing Reactions-User Defined Loads Bridge Site 1 Bridge Site 2 User DC User DW User DC User DW User LL+IM Max Min Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 0.00 0.00 0.00 0.00 0.00 O.OD 6.15 6.15 2.05 2.05 Abutment 2-Back 0.00 0.00 0.00 10.00 0.00 0.00 6.15 6.15 2.05 2.05 Displacements Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 14 of 143 24 of 189 Location from Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load Left Support (in) (in) (in) (in) (ft) Max Min Max Min Max Min Max Min (in) (in) (in) (in) (in) (in) (in) (in) (O.OLS)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 (DO) (DO) (FO) (FO) 0.628 -0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.092 0.000 -0.042 (DO) (DO) (FO) (FO) (FoS)0.750 -0.027 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.110 0.000 -0.051 (DO) (DO) (FO) (FO) 1.000 -0.036 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 0.000 -0.147 0.000 -0.068 (DO) (DO) (FO) (FO) 1.005 -0.036 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 0.000 -0.148 0.000 -0.068 (DO) (DO) (FO) (FO) 1.125 -0.040 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 0.000 -0.165 0.000 -0.076 (DO) (DO) (FO) (FO) (Bar Develop.)1.541 -0.055 0.000 0.000 0.000 -0.002 -0.002 0.000 0.000 0.000 -0.226 0.000 -0.104 (60) (DO) (FO) (FO) (CS)1.917 -0.069 0.000 0.000 0.000 -0.002 -0.002 0.000 0.000 0.000 -0.281 0.000 -0.129 (DO) (DO) (FO) (FO) (H)2.250 -0.080 0.000 0.000 0.000 -0.003 -0.003 0.000 0.000 0.000 -0.329 0.000 -0.151 (DO) (DO) (FO) (FO) (PSXFR,Debond)2.500 -0.089 0.000 0.000 0.000 -0.003 -0.003 0.000 0.000 0.000 -0.365 0.000 -0.168 (DO) (DO) (FO) (FO) (1.51-1)3.000 -0.107 0.000 0.000 0.000 -0.004 -0,004 0.000 0.000 0.000 -0.437 0.000 -0.201 (DO) (DO) (FO) (FO) 3.700 -0.131 0.000 0.000 0.000 -0.005 -0.005 0.000 0.000 0.000 -0.536 0.000 -0.247 (DO) (DO) (FO) (FO) (0.1 LS)4.100 -0.144 0.000 0.000 0.000 -0.005 -0.005 0.000 0.000 0.000 -0.592 0.000 -0.273 (D0) (DO) (FO) (FO) (PSXFR,Debond)5.500 -0.191 0.000 0.000 0.000 -0.007 -0.007 0.000 0.000 0.000 -0.783 0.000 -0.362 (DO) (DO)I (FO) (FO) 5.628 -0.195 0.000 0.000 0.000 -0.007 -0.007 0.000 0.000 0.000 -0.800 0.000 -0.370 (DO) (DO) (FO) (FO) 7.900 -0.265 0.000 0.000 0.000 -0.009 -0.009 0.000 0.000 0.000 -1.087 0.000 -0.504 (DO) (DO) (FO) (FO) (0.21-S)8.200 -0.273 0.000 0.000 0.000 -0.010 -0.010 0.000 0.000 0.000 -1.122 0.000 -0.521 (DO) (DO) (FO) (FO) (PSXFR)8.500 -0.282 0.000 0.000 0.000 -0.010 -0.010 0.000 0.000 0.000 -1.157 0.000 -0.537 (DO) (DO) (FO) (FO) 11.628 -0.360 0.000 0.000 0.000 -0,013 -0.013 0.000 0.000 0.000 -1.476 0.000 -0.691 (DO) (DO) (FO) (FO) 12.100 -0.370 0.000 0.000 0.000 -0.013 -0.013 0.000 0.000 0.000 -1.517 0.000 -0.711 (DO) (DO) (FO) (FO) (0.31-S)12.300 -0.374 0.000 0.000 0.000 -0.013 -0.013 0.000 0.000 0.000 -1.533 0.000 -0.719 (DO) (DO) (FO) (FO) 16.300 -0.437 0.000 0.000 0.000 -0.015 -0.015 0.000 0.000 1 0.000 -1.784 0.000 -0.841 (DO) (DO) (FO) (FO) (0.41-S)16.400 -0.438 0.000 0.000 0.000 -0.016 -0.016 0.000 0.000 0.000 -1.788 0.000 -0.843 (DO) (DO) (FO) (FO) (0.5LS)20.500 -0.460 0.000 0.000 0.000 -0.016 -0.016 0.000 0.000 0.000 -1.871 0.000 -0.875 (DO) (DO) (FO) (FO) (0.61-S)24.600 -0.438 0,000 0.000 0,000 -0.016 -0.016 0.000 0.000 0.000 -1.788 0.000 -0.843 (DO) (DO) (FO) (FO) 24.700 -0.437 0.000 0.000 0.000 -0.015 -0.015 0.000 0.000 0.000 -1.784 0.000 -0.841 (DO) (DO) (FO) (FO) (OILS)28.700 -0.374 0.000 0.000 0.000 -0.013 -0.013 0.000 0.000 0.000 -1.533 0.000 -0.719 (DO) (DO) (FO) (1`0) 28.900 -0.370 0.000 0.000 0.000 -0.013 -0.013 0.000 0.000 1 0.000 -1.517 0.000 -0.711 (DO) (DO) (FO) (FO) 29.372 -0.360 0.000 0.000 0.000 -0.013 -0.013 0.000 0.000 0.000 -1.476 0.000 -0.691 (DO) (DO) (FO) (FO) (PSXFR)32.500 -0.282 0.000 0.000 0.000 -0.010 -0.010 0.000 0.000 0.000 -1.157 0.000 -0.537 (DO) (DO) (FO) (FO) (0.8LS)32.800 -0.273 0.000 0.000 0.000 -0.010 -0.010 0.000 0.000 0.000 -1.122 0.000 -0.521 (DO) (DO) I (FO) 33.100 -0.265 0.000 0.000 0.000 -0.009 -0.009 0.000 0.000 0.000 -1.087 0.000 -0.504 (DO) (DO) (FO) (FO) 35.372 -0.195 0.000 0.000 0.000 -0.007 -0.007 0.000 0.000 0.000 -0.800 0.000 -0.370 (DO) (DO) •(FO) (FO) (PSXFR,Debond)35.500 -0.191 0.000 0.000 0.000 -0.007 IT 0.0001 0.000 -0.7831 0.000 -0.362 (DO) (DO) (FO) (FO) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 15 of 143 25 of 189 Location from Girder Diaphragm Slab Haunch Traffic Barrierl Overlay °Design Live Load Fatigue Live Load Left Support (in) (in) (in) (in) (ft) Max Min Max Min I Max Min Max Min (in) (in) (in) (in) (in) (in) (in) (in) (0.91-5)36.900 -0.144 0.000 DODO 0.000 -0.005 -0.005 0.000 0.000 0.000 0.592 6.000 0.273 37.300 -0.131 0.000 0.000 0.000 -0.005 -0.005 0.000 0.000 0.000 -0.536 D.000 -0.247 (DO) (DO) (FO) (FO) (1.5H)38.000 -0.107 0.000 O.ODO 0.000 -0.004 -0.004 0.000 0.000 0.000 -0.437 0.000 -0.201 (DO) (DO) (FO) (FO) (PSXFR,Debond)38.500 -0.089 0.000 0.000 0.000 -0.003 -0.003 0.000 0.000 0.000 -0.365 0.000 -0.168 (DO) (DO) (FO) (FO) (H)38.750 -0,080 0.000 0.000 0.000 -0.003 -0.003 0.000 0.000 0.000 -0.329 0.000 -0.151 (DO) (DO) (FO) (FO) (CS)39.083 -0.069 0.000 0.000 0.000 -0.002 -0.002 0.000 0.000 0.000 -0.281 0.000 1 -0.129 (DO) (DO) (FO) (FO) (Bar Develop.)39.459 -0.055 0.000 0.000 0.000 -0.002 -0.002 0.000 0.000 0.000 -0.226 0.000 -0.104 (DO) (DO) (FO) (FO) 39.875 -0.040 0.000 0.000 0.000 -0.001 I-0.001 0.000 0.000 0.000 -0.165 0.000 -0.076 (DO) (DO) (FO) (FO) 39.995 -0.036 0,000 0.000 0.000 -0.001 -0.001 0.000 0.000 0.000 -0.148 0.000 -0.068 (DO) (DO) (FO) (FO) 40.000 -0.036 0.000 0.000 0.000 -0.001 -0.001 0.000 0.000 0,000 -0.147 0.000 -0.068 (DO) (DO) (FO) (FO) (FoS)40.250 -0.027 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 -0.110 0.000 -0.051 (DO) (DO) (FO) (FO) 40.372 -0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.092 0.000 -0.042 (DO) (DO) (FO) (FO) (1.O1-s)41.000 0.000 0.000 0.000 0.000 0.000 0.000 O.ODO 0.000 0.000 0.000 0.000 0.000 (DO) (DO) (FO) (FO) Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Displacements-User Defined Loads Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ft) Max Min Max Min Max Min Max Min Max Min (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (O.OLS)0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 O.ODO 0.000 0.628 0.000 0.000 0.000 0.000 0.000 0.000 -0.008 -0.008 -0.003 -0.003 (FoS)0.750 0.000 0.000 0.000 0.000 0.000 0.000 -0.010 -0.010 -0.003 -0.003 1.000 0.000 10.000 10.000 0.000 0.000 0.000 -0.013 -0.013 -0.004 -0.004 1.005 0.000 0.000 0.000 0.000 0.000 0.000 -0.013 -0.013 -0.004 -0.004 1.125 0.000 0.000 10.000 0.000 0.000 0.000 -0.014 -0.014 -0.005 -0.005 (Bar Develop.)1.541 0.000 0.000 10.000 0.000 0.000 0.000 -0.020 -0.02M -0.007 (H)2.250 0.000 0.000 0.000 0.000 0.000 0,000 -0.028 E -0.009 (PSXFR,Debond)2.500 0.000 0.000 0.000 0.000 0.000 0.000 -0.032 -0.011 (1.5H)3.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.038 -0.013 3.700 0.000 0.000 0.000 O.ODO 0.000 0.000 -0,046 -0.015 (0.1 LS)4.100 0.000 0.000 0.000 0.000 0.000 0.000 -0.051 -0.017 (PSXFR,Debond)5.500 0.000 0.000 0.000 0.000 0.000 0.000 -0.068 -0.068 -0.023 -0.023 5.628 0.000 0.000 0.000 0.000 0.000 0.000 -0.069 -0.069 -0.023 -0.023 7.900 0.000 0.000 0.000 0.000 0.000 0.000 -0.094 -0.094 -0.031 -0.031 (0.21-s)8.200 0.000 0.000 0.000 0.000 0.000 0.000 -0.097 -0.097 -0.032 -0.032 (PSXFR)8.500 0.000 0.000 0.000 0.000 0.000 O.DOO -0.100 -0.1DO -0.033 -0.033 11.628 0.000 0.000 0.000 0.000 0.000 0.000 -0.127 -0.127 -0.042 -0.042 12.100 0.000 0.000 0.000 0.000 0.000 0.000 -0.131 -0.131 -0.044 -0.044 (0.31-s)12.300 0.000 0.000 0.000 0.000 0.000 0.000 -0.132 -0.132 -0.044 -0.044 16.300 0.000 0.000 0.000 0.000 0.000 0.000 -0.155 -0.155 -0.052 -0.052 (0.4L5)16,400 0.000 0.000 0.000 0.000 0.000 0.000 -0.155 -0.155 -0.052 -0.052 (0.5L5)20.500, 0.000 0.000 0.000 0.000 0.000 0.000 -0.163 -0.163 -0.054 -0.054 (0.6L5)24.600 0.000 0.000 0.000 0.000 0.000 0.000 -0.155 -0.155 -0.052 -0.052 24.700 0.000 0.000 0.000 0.000 0.000 0.000 -0.155 -0.155 -0.052 -0.052 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 16 of 143 26 of 189 Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW Use DC User DW User LL+IM (ft) Max I Min Max Min Max Min Max Min Max Min (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) (0.7L5)28.700 0.000 0.000 0.000 0.000 0.000 0.000 -0.132 -0.132 -0.044 -0.044 28.900 0.000 0,000 0.000 0.000 0.000 0.000 -0.131 -0.131 -0.044 -0.044 29.372 0.000 0.000 0,000 0.000 0.000 0.000 -0.127 -0.127 -0.042 -0.042 (PSXFR)32.500 0.000 0.000 0.000 O.ODD 0.000 0.000 -0.100 -0.100 -0.033 -0.033 (0.8Ls)32.800 0.000 0.000 0.000 0.000 0.000 0.000 -0.097 -0.097 -0.032 -0.032 33.100 0.000 j 0.000 0.000 0.000 0.000 0.000 -0.094 -0.094 -0.031 -0.031 35.372 0.000 0.000 0.000 0.000 0.000 0.000 -0.069 -0.069 -0.023 -0.023 (PSXFR,Debond)35.500 0.000 0.000 0.000 0.000 0.000 0.000 -0.068 -0.068 -0.023 -0,023 (O.9Ls)36.900 O.00D 0.000 0.000 0.000 0.000 0.000 -0.051 -0.051 -0.017 -0.017 37,300 0.000 0.000 0.000 0,000 0.000 0.000 j-0.046 j-0.046 -0.015 -0,015 (1.5H)38.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.038 -0.038 -0.013 -0.013 (PSXFR,Debond)38.500 0.000 0.000 0.000 0.000 0.000 0.000 -0.032 -0.032 -0.011 -0,011 (H)38.750 0.000 0.000 0.000 0.000 0.000 0.000 -0.028 -0.028 -0.009 -0.009 (Bar Develop.)39.459 0.000 0.000 0.000 0.000 0.000 0.000 -0.020 -0.020 -0.007 -0.007 39.875 0.000 0.000 0.000 0.000 0.000 0.000 -0.014 -0.014 -0.005 -0.005 39.995 0.000 0.000 0.000 0.000 0.000 0.000 -0.013 -0.013 -0.004 -0.004 40.000 0.000 10.000 0.000 0.000 0.000 0.000 -0.013 -0.013 -0.004 -0.004 (FoS)40.250 0.000 0.000 0.000 0.000 0.000 0.000 -0.010 -0.010 -0.003 -0.003 40.372 0.000 0.000 0.000 O.00D 0.000 0.000 -0,008 -0.008 -0.003 -0.003 (1.OL5)41.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0001 .000 0.000 0.000 0.000 Rotations Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load (rad) (rad) (rad) (rad) Max Min Max Min Max Min Max Min (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) Abutment 1-Ahead -0.003 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 -0.012 0.000 -0.006 (DO) (DO) (FO) (FO) Abutment 2-Back 0.003 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.012 0.000 0.006 0.000 (DO) (DO) (FO) (FO) Live Load values are per lane and include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Rotations-User Defined Loads Bridge Site 1 Bridge Site 2 User DC User DW User DC User DW User LL+IM Max Min Max Min Max Min Max Min Max Min (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) Abutment 1-Ahead 0.000 0.000 0.000 0.000 0.000 0.000 -0.001 -0.001 -0,000 -0.000 Abutment 2-Back 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.000 0.000 Displacements for the LRFD Optional Deflection Live Load(LRFD 3.6.1.3.2) Location from D1 D2 D Left Support (in) (in) Controlling (ft) (in) (O.OLS)0.000 0.000 0.000 0.000 0.628 -0.030 -0.014 -0.030 (FoS)0.750 -0.036 -0.017 -0.036 1.000 -0.048 -0.023 -0.048 1.005 -0.048 -0.023 -0.048 (Bar Develop.)1.541 -0.074 -0.035 -0.074 (CS)1.917 -0.092 -0.044 -0.092 (H)2.250 -0.108 -0.051 -0.108 (PSXFR,Debond)2.500 -0.120 -0.057 -0.120 (1.511)3.000 -0.144 -0.068 -0.144 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 17 of 143 27 of 189 Location from D1 D2 D Left Support (in) (in) Controlling (ft) I (in) 3,700 -0.176 -0.084 -0.176 (0.1 Ls)4.100 -0.194 -0.092 -0.194 (PSXFR,Debond)5.500 -0.257 -0.122 -0.257 5.628 -0.263 -0.125 -0.263 7,900 -0.357 -0.169 -0.357 (0.21-s)8.200 -0.369 -0.175 -0.369 (PSXFR)8.500 -0.380 -0.180 -0.380 11,628 -0.485 -0.230 -0.485 12.100 -0.498 -0.236 -0.498 (0.3Ls)12.300 -0.504 -0.239 -0.504 16.300 -0.585 -0.279 -0.585 (0.4Ls)16.400 -0.587 -0.279 -0.587 (0.5Ls)20.500 -0.614 -0.292 -0.614 (0.6Ls)24.600 -0.587 -0.279 -0.587 24.700 -0.585 -0.279 -0.585 (0.71-s)28.700 -0.504 -0.239 -0.504 28.900 -0.498 -0.236 -0.498 29.372 -0.485 -0.230 -0.485 (PSXFR)32.500 -0.380 -0.180 -0.380 (0.8Ls)32.800 -0.369 -0.175 -0.369 33.100 -0.357 -0.169 -0.357 35.372 -0.263 -0.125 -0.263 (PSXFR,Debond)35.500 -0.257 -0.122 -0.257 (0.9Ls)36.900 -0.194 -0.092 -0.194 37.300 -0.176 -0.084 -0.176 (1.51-1)38.000 -0.144 -0.068 -0.144 (PSXFR,Debond)38.500 -0.120 -0.057 -0.120 (H)38.750 -0.108 -0.051 -0.108 (CS)39.083 -0.092 -0.044 -0.092 (Bar Develop.)39.459 -0.074 -0.035 -0.074 39.995 -0,048 -0.023 -0.048 40.000 -0.048 -0.023 -0.048 (FoS)40.250 -0.036 -0.017 -0.036 40.372 -0.030 -0.014 -0.030 (1.01-s)41.000 0.000 0.000 0.000 D1=LRFD Design truck without lane load and including impact D2=0.25`(Design truck)+lane load,including impact D(Controlling)=Max(D1,D2) El=Bridge El/Number of Girders Live Load Distribution Factor=(Multiple Presence Factor)(Number of Lanes)/(Number of Girders) Responses-Casting Yard Stage Moment Location from DC Service I End of Girder (kip-ft) (kip-ft) (ft) (0.01-9)0.000 0.00 0.00 0.500 8.87 8.87 1.128 19.68 19.68 1.250 21.73 21.73 (H)1.500 25.89 25.89 1.505 25.97 25.97 1.625 27.95 27.95 (Bar Develop.)2.041 34.71 34.71 (CS)2.417 40.68 40.68 Rrirlcre- MCKF.RNAN HATCH... 7oh- 0297 6/10/201 F Page 18 of 143 28 of 189 Location from DC Service I End of Girder (kip-ft) (kip-ft) (ft) 2.750 45.88 45.88 (PSXFR,Debond)3.000 49.72 49.72 3.500 57.24 57.24 (0.1 L9)4.200 67.42 67.42 4.600 73.041 73.04 (PSXFR,Debond)6.000 91.671 91.67 6.128 93.291 93.29 (0.21-9)8.400 119.73 119.73 8.700 122.90 122.90 (PSXFR)9.000 125.99 125.99 12.128 153.65 153.65 (0.3L9)12.600 157.10 157.10 12.800 158.511 158.51 (0.4L9)16.800 179.53 179.53 16.900 179.88 179.88 (0.51-9)21.000 187.00 187.00 25.100 179.88 179.88 (0.6L9)25.200 179.53 179.53 29.200 158.511 158.51 (0.71-9)29.400 157.10 157.10 29.872 153.65 153.65 (PSXFR)33.000 125.99 125.99 33.300 122.90 122.90 (0.81-9)33.600 119.73 119.73 35.872 93.291 93.29 (PSXFR,Debond)36.000 91.67 91.67 37.400 73.04 73.04 (0.91-9)37.800 67.42 67.42 38.500 57.24 57.24 (PSXFR,Debond)39.000 49.72 49.72 39.250 45.88 45.88 (CS)39.583 40.68 40.68 (Bar Develop.)39.959 34.71 34.71 40.375 27.95 27.95 40.495 25.97 25.97 (H)40.500 25.89 25.89 40.750 21.731 21.73 40.872 19.68 19.68 41.500 8.87 8.87 (1.01-9)42.000 0.00 0.00 Responses-Girder Placement Moment Location from DC Service I End of Girder (kip-ft) (kip-ft) (ft) (0.01-s)0.000 0.00 0.00 0.628 10.80 10.80 (FoS)0.750 12.85 12.85 1.000 17.011 17.01 1.005 17.10 17.10 1.125 19.07 19.07 (H)2.250 37.01 37.01 (PSXFR,Debond)2.500 40.85 40.85 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 19 of 143 29.0f 189 Location from DC I Service I End of Girder (kip-ft) (kip-ft) (ft) (1.5H)3.000 48.371 48.37 3,700 58.541 5754 (0.1 Ls)4.100 64.17 64.17 (PSXFR,Debond)5.500 82.791 82.79 5.628 84.421 84.42 7.900 110.86 110.86 (0.21-s)8,200 114.02 114.02 (PSXFR)8.500 117.11 117.11 11.628 144.78 144.78 12.100 148.23 148.23 (0.31-5)12.300 149.64 149.64 16.300 170.65 170.65 (0.41-s)16.400 171.00 171.00 (0.51-5)20.500 178.13 178.13 (ML,)24.600 171.00 171.00 24.700 170.65 170.65 (0.7Ls)28.700 149.64 149.64 28.900 148.231 148.23 29.372 144.78 144.78 (PSXFR)32.500 117.11 ' 117.11 (0.8L5)32.800 114.02 114.02 33.100 110MI 110.86 35.372 84.42 84.42 (PSXFR,Debond)35.500 82.79 82.79 (0.91-5)36.900 64.17 64.17 37.300 58.54 58.54 (1.5H)38.000 48.37 48.37 (PSXFR,Debond)38.500 40.85 40.85 (H)38.750 37.01 37.01 39.875 19.07 19.07 39.995 17.10 17.10 40.000 17.01 17.01 (FoS)40.250 12.85 12.85 40.372 10.80 10.80 (1.OLs)41.000 0.00 0.00 Shear _ Location from DC Service I End of Girder (kip) (kip) (ft) (0.01-5)0.000 17.50 17.50 0.628 16.89 16.89 (FoS)0.750 16.77 16.77 1.000 16.52 16.52 1.005 16.52 16.52 1.125 16.42 16.42 (H)2.250 15.46 15.46 (PSXFR,Debond)2.500 15.25 15.25 (1.5H)3.000 14.831 14.83 3.700 14.24 14.24 (0.1 Ls)4.100 13.90 13.90 (PSXFR,Debond)5.500 12.71 12.71 5.628 12.60 12.60 7.900 10.68 10.68 10.42 10.42 Bridge- MCKERNAN HATCH... Job: 0287 6/10/2016 Page 20 of 143 30 of 189 Location from DC Service I End of Girder (kip) (kip) (ft) (0.2L5)8.200 (PSXFR)8.500 10.17 10.17 11.628 7.52 7.52 12.100 7.12 7.12 (0.3Ls)12.300 6.95 6.95 16.300 3.56 3.56 (0.41-5)16.400 3.47 3.47 (0.51-s)20.500 0.00 0.00 (0.6L5)24.600 -3.47 -3.47 24.700 -3.56 -3.56 (0.7Ls)28.700 -6.95 -6.95 28.900 -7.12 -7.12 29.372 -7.52 -7.52 (PSXFR)32.500 -10.17 -10.17 (0.8L5)32.800 -10.42 -10.42 33.100 -10.68 -10.68 35.372 -12.60 -12.60 (PSXFR,Debond)35.500 -12,71 -12.71 (0.9L5)36.900 -13.90 -13.90 37.300 -14.24 j -14.24 (1.5H)38.000 -14.83 -14.83 (PSXFR,Debond)38.500 -15.25 -15.25 (H)38.750 -15.46 7.46 39.875 -16.42 -16.42 39.995 -16.52 -16.52 40.000 -16.52 -16.52 (FoS)40.250 -16.77 -16.77 40.372 -16.89 -16.89 (1.OLs)41.000 -17.50 -17.50 Total Girderline Reactions at Abutments and Piers DC Service 1 (kip) (kip) Abutment 1 ]7.99EE Abutment 2 .99 Girder Bearing Reactions DC Service I (kip) (kip) Abutment 1-Ahead 17.99 17.99 Abutment 2-Back 17.99 17.99 Responses-Temporary Strand Removal Stage Moment Location from DC Service I End of Girder (kip-ft) (kip-ft) (ft) (O.OLs)0.000 0.00 0.00 0.628 0.00 10.80 (FoS)0.750 0.00 12.85 1.000 0.00 17.01 1 1.005 0.00 17.10 1.125 0.00 19.07 (H)2.250 0.00 37.01 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 21 of 143 31 of 139 Location from DC Service I End of Girder (kip-ft) (kip-ft) (ft) (PSXFR,Debond)2.500 0.00 40.85 (1.5H)3.ODO 0.00 48.37 3.700 0.00 58.54 (0.1 Ls)4.100 0.00 64.17 (PSXFR,Debond)5.500 0.00 82.79 5.628 0.00 84.42 7.900 0.00 110.86 (0.2Ls)8.200 0.00 114.02 (PSXFR)8.500 0.00 117.11 11.628 0.00 144.78 12.100 0.00 148.23 (0.3L5)12.300 0.00 149.64 16.300 0.00 170.65 (0.4L5)16.400 0.00 171.00 (0.5L5)20.500 0.00 178.13 (0.6Ls)24.600 0.00 171.00 24.700 0.00 170.65 (0.7Ls)28.700 0.00 149.64 28.900 0.001 148.23 29.372 0.00 144.78 (PSXFR)32.500 0.00 117.11 (0.8L5)32.800 0.00 114.02 33.100 0.00 110.86 35.372 0.00 84.42 (PSXFR,Debond)35.500 0.00 82.79 (0.9Ls)36.900 0.00 64.17 37.300 0.00 58.54 (1.5H)38.000 0.00 48.37 (PSXFR,Debond)38.500 0.00 40.85 (H)38.750 0.00 37.01 39.875 0.00 19.07 39.995 0.00 17.10 40.000 0.00 17.01 (FoS)40.250 0.00 12.85 40.3721 0.001 10.80 (1.OLs)41.000 0.00 0.00 Shear Location from DC Service I End of Girder (kip) (kip) (ft) (O.OLs)0.000 0.00 17.50 0.628 0.00 16.89 (FoS)0.750 0.00 16.77 1.000 0.00 16.52 1.005 0.00 16.52 1.125 0.00 16.42 (H)2.250 0.00 15.46 (PSXFR,Debond)2.500 0.00 15.25 (1.5H)3.000 0.001 14.83 3.700 0.00 14.24 (0.1 Ls)4.100 0.00 13.90 (PSXFR,Debond)5.500 0.00 12.71 5.628 0.00 12.60 7.900 0.00 10.68 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 22 of 143 32 of 189 Location from DC Service I End of Girder (kip) (kip) (ft) (0.2L5)8.200 0.00 10.42 (PSXFR)8.500 0.00 10.17 11.628 0.00 7.52 12.100 0.00 7.12 (0.31-s)12.300 0.00 6.95 16.300 0.00 3.56 (0.41-s)16.400 0.00 3.47 (0.5Ls)20.500 0.00 0.00 (0.61-s)24.600 0.00 -3.47 24.700 0.00 -3.56 (0.71-5)28.700 0.00 -6.95 28.900 0.00 -7.12 29.372 0.00 -7.52 (PSXFR)32.500 0.00 -10.17 (0.8L5)32.800 0.00 -10.42 33.100 0.00 -10.68 35.372 0.00 -12.60 (PSXFR,Debond)35.500 0.00 -12.71 (0.9L5)36,900 0.00 -13.90 37.300 0.00 -14.24 (1.5H)38.000 0.00 -14.83 (PSXFR,Debond)38.500 0.00 -15.25 (H)38.750 0.00 -15.46 39.875 0.00 -16.42 39.995 0.00 -16.52 40.000 0.00 -16.52 (FoS)40.250 0.00 -16.77 40.372 0.00 -16.89 (1.01-s)41.000 0.00 17.50 Total Girderline Reactions at Abutments and Piers DC Service I (kip) (kip) Abutment 1 0.00 17.99 Abutment 2 0.00 1 17.99 Girder Bearing Reactions DC Service 1 (kip) (kip) Abutment 1-Ahead 0.00 17.99 Abutment 2-Back 1 0.00 1 17.99 Responses-Deck and Diaphragm Placement(Bridge Site 1) Moment Location from DC DW 4DC iDW Service Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (ft) (0.01-s)0.000 0.00 0.00 0.00 0.00 0.00 0.628 0.00 0.00 10.80 0.00 10.80 (FoS)0.750 0.00 0.00 12.85 0.00 12.85 1,000 0.001 0.00 17.01 0.00 17.01 1.005 0.00 0.00 17.10 0.00 17.10 1.125 0.00 0.00 19.07 0.00 19.07 (Bar Develop.)1.541 0.001 0.00 25.83 0.00 25.83 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 23 of 143 33 o f g a9 Location from DC DW 4 DC 4DW Service I Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (ft) (H)2.250 0.00 0.00 37.D1 0.00 37.01 (PSXFR,Debond)2.500 0.00 0.00 40.85 0.00 40.85 (1.51-1)3.000 0.00 0.00 48.37 0.00 48.37 3.700 0.00 0.00 58.54 0.00 58.54 (0.1 Ls)4.100 0.00 0.00 64.17 0.00 64.17 (PSXFR,Debond)5.500 0.00 0.00 82.79 0.00 82.79 5.628 0.00 0.00 84.42 0.00 84.42 7.900 0.00 0.00 110.86 0.00 110.86 (0.2L5)8.200 0.00 0.00 114.02 0.00 114.02 (PSXFR)8.500 0.00 0.00 117.11 0.00 117.11 11.628 0.00 0.00 144.78 0.00 144.78 12.100 0.00 0.00 148.23 0.00 148.23 (0.3Ls)12.300 0.00 0.00 149.64 0.00 149.64 16.300 0,001 0.00 170.65 0.00 170.65 (0.41-s)16.400 0.00 0.00 171.00 0.00 171.00 (0.5Ls)20.500 0.00 0.00 178.13 0.00 178.13 (0.61-s)24.600 0.00 0.00 171.00 0.00 171.00 24.700 0.00 0.00 170.65 0.00 170.65 (0.71-s)28.700 0.00 0.00 149.64 0.00 149.64 28.900 0.00 0.00 148.23 0.00 148.23 29.372 0.00 0.00 144.78 0.00 144.78 (PSXFR)32.500 0.00 0.00 117.11 O.OD 117.11 (0.8Ls)32.800 0.00 0.00 114.02 0.00 114.02 33.100 0.00 0.00 110.86 0.00 110.86 35.372 0.00 0.00 84.42 0.00 84.42 (PSXFR,Debond)35.500 0.00 0.00 82.79 0.00 82.79 (0.91-s)36.900 0.00 0.00 64.17 O.OD 64.17 37.300 0.00 0.00 58.54 O.OD 58.54 (1.5H)38.000 0.00 0.00 48.37 0.00 48.37 (PSXFR,Debond)38.500 0.00 0.00 40.85 0.00 40.85 (H)38.750 0.00 0.00 37.01 O.OD 37.01 (Bar Develop.)39.459 0.00 0.00 25.83 0.00 25.83 39.875 0.00 0.00 19.07 0.00 19.07 39.995 0.00 0.00 17.10 0.00 17.10 40.000 0.001 0.001 17.01 0.00 17.01 (FoS)40.250 0.00 0.00 12.85 0.00 12.85 40.372 0.00 0.00 10.80 0.00 10.80 (1.OL5)41.000 0.00 0.00 0.00 0.00 0.00 Shear Location from DC DW YDC 4DW Service Left Support (kip) (kip) (kip) (kip) (kip) (ft) (0.01-5)0.000 0.00 0.00 17.50 0.00 17.50 0.628 0.00 0.00 16.89 0.00 16.89 (FoS)0.750 0.00 0.00 16.77 0.00 16.77 1.000 0.00 1 0.001 16.52 0.00 16.52 1.005 0.00 0.00 16.52 0.00 16.52 1.125 0.00 0.00 16.42 0.00 16.42 (Bar Develop.)1.541 0.00 0.00 16.07 0.00 16.07 (H)2.250 0.00 0.00 15.46 0.00 15.46 (PSXFR,Debond)2.500 0.00 0.00 15.25 0.001 15.25 (1.51-1)3.000 0.0010.001 14.83 0.00 14.83 3.700 0.00 0.00 14.24 0.00 14.24 (0.1Ls)4.10; 0.00 0.00 13.90 0.00 13.90 Bridae: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 24 of 143 34 of 189 Location from DC DW 4DC 4DW Service Left Support (kip) (kip) (kip) (kip) (kip) (ft) (PSXFR,Debond)5.500 0.00 0.00 12.71 0.00 12.71 5.628 0.00 0.00 12.60 0.00 12.60 7,900 0.00 0.00 10.68 0.00 10.68 (0.2Ls)8.200 0.00 0.00 10.42 0.00 10.42 (PSXFR)8.500 0.00 0.00 10.17 0.00 10.17 11,628 0.00 0.00 7.52 0.00 7.52 12.100 0.00 0.00 7.12 0.00 7.12 (0.3Ls)12.300 0.00 0.00 6.95 0.00 6.95 16.300 0.00 0.00 3.56 0.00 3.56 (0.4L5)16.400 0.00 0.00 3.47 0.00 3.47 (0.5Ls)20.500 0.00 0.00 0.00 0.00 0.00 (0.61-s)24.600 0.00 0.00 -3.47 0.00 -3.47 24.700 0.00 0.00 -3.56 0.00 -3.56 (0.7L5)28.700 0.00 0.00 -6.95 0.00 -6.95 28.900 0.00 0.00 -7.12 0.00 -7.12 29.372 0.00 0.00 -7.52 0.00 -7.52 (PSXFR)32.500 0.00 0.00 -10.17 0.00 -10.17 (0.8Ls)32.800 0.00 0.00 -10.42 0.00 -10.42 33.100 0.00 0.00 -10.68 0.00 -10.68 35.372 0.00 0.00 -12.60 0.00 -12.60 (PSXFR,Debond)35.500 0.00 0.00 -12.71 0.00 -12.71 (0.9Ls)36.900 0.00 0.00 -13.90 0.00 -13.90 37.300 0.00 0.00 -14.24 0.00 -14.24 (1.51-1)38.000 0.00 0.00 -14.83 0.00 -14.83 (PSXFR,Debond)38.500 0.00 0.00 -15.25 0.00 -15.25 (H)38.750 0.00 0.00 -15.46 0.00 -15.46 (Bar Develop.)39.459 0.00 0.00 -16.07 0.00 16.07 39.875 0.00 0.00 -16.42 0.00 -16.42 39.995 0.00 0.00 -16.52 0.00 -16.52 40.000 0.00 0.00 -16.52 0.00 -16.52 (FoS)40.250 0.00 0.00 -16.77 0.00 -16.77 40.372 0.00 0.00 -16.89 0.00 -16.89 (1.OLs)41.000 0.00 0.00 -17.50 0.00 -17.50 Total Girderiine Reactions at Abutments and Piers DC DW 4DC 4DW ServiceI (kip) (kip) (kip) (kip) (kip) Abutment 1 0.00 0.00 17.99 0.00 17.99 Abutment 2 0.00 0.00 17.991 0.00 17.99 Girder Bearing Reactions DC DW 4DC 4DW Service1 (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 1 0.001 0,001 17.99 0.00 17.99 Abutment 2-BackI O.001 0.001 17.99 0.00 17.99 Responses-Final without Live Load(Bridge Site 2) Moment Location from DC DW 4DC 4DW Service Left Support (ft) Max I Min Max Min Max Min Max Min Max I Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (0.01-S)0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.628 0.38 0.38 3.80 3.80 11.18 11.18 3.80 3.80 14.99 14.99 (FoS)0.750 0.45 0.45 4.53 4.53 13.31 13.311 4.53 4.53 17.83 17.83 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 25 of 143 35 of 189 Location from DC DW £DC £DW Service Left Support Max Min Max Min Max Min Max Min Max I Min (ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft)I(kip-ft) 1.000 0.60 0.60 6.00 6.00 17.61 17.61 6.00 6.00 23.61 23.61 1.005 0.60 0.60 6.03 6.03 17.70 17.70 6.03 6.03 23.73 23.73 1.125 0.67 0.67 6.73 6.73 19.75 19.75 6.73 6.73 26.47 26.47 (Bar Develop.)1.541 0.91 0.91 9.12 9,12 26.75 26.75 9.12 9.12 35.87 35.87 (H)2.250 1.31 1.31 13.08 13.08 38.32 38.32 13.08 13.08 51.39 51.39 (PSXFR,Debond)2.500 1.441 1.44 14.44 14.44 42.29 42.291 14.44 14.44 56.731 56.73 (1.5H)3.000 1.711 1.71 17.10 17.10 50.08 50.08 17.10 17.10 67.181 67.18 3.700 2.07 2.07 20.70 20.70 60.61 60.61 20.70 20.70 81.311 81.31 (0.1 Ls)4.100 2.27 2.27 22.69 22.69 66.44 66.44 22.69 22.69 89.13 89.13 (PSXFR,Debond)5.500 2.93 2.93 29.29 29.29 85.72 85.72 29.29 29.29 115.01 115.01 5.628 2.99 2.99 29.86 29.86 87.40 87.40 29.86 29.86 117.27 117.27 7,900 3.92 3.92 39.22 39.22 114.78 114.78 39.22 39.22 154.00 154.00 (0.2Ls)8.200 4.03 4.03 40.34 40.34 118.06 118.06 40.34 40.34 158.40 158.40 (PSXFR)8.500 4.14 4.14 41.44 41.44 121.26 121.26 41.44 41.44 162.69 162.69 11.628 5.12 5.12 51.23 51.23 149.90 149.90 51.23 51.23 201.13 201.13 12.100 5.25 5.25 52.45 52.45 153.47 153.47 52.45 52.45 205.93 205.93 (0.3L5)12.300 5.30 5.30 52.95 52.95 154.93 154.93 52.95 52.95 207.88 207.88 16.300 6.041 6.04 60.39 60.39 176.69 176.69 60.39 60.39 237.08 237.08 (0.4L5)16.400 6.05 6.05 60.52 60.52 177.05 177.05 60.52 60.52 237.57 237.57 (0.51-s)20.500 6.30 6.30 63.04 63.04 184.43 184.43 63.04 63.04 247.47 247.47 (0.6Ls)24.600 6.05 6.05 60.52 60.52 177.05 177.05 60.52 60.52 237.57 237.57 24.700 6.041 6.04 60.39 60.39 176.69 176.69 60.39 60.39 237.08 237.08 (0.7L5)28.700 5.30 5.30 52.95 52.95 154.93 154.93 52.95 52.95 207.88 207.88 28.900 5.25 5.25 52.45 52.45 153.47 153.47 52.451 52.45 205.93 205.93 29.372 5.12 5.12 51.23 51.23 149,90 149.90 51.23 51.23 201.13 201.13 (PSXFR)32.500 4.14 4.14 41.44 41.44 121.26 121.26 41.44 41.44 162.69 162.69 (0.81-s)32.800 4.03 4.03 40.34 40.34 118.06 118.06 40.34 40.34 158.40 158.40 33.100 3.921 3.92 39.22 39.22 114.78 114.78 39.22 39.22 154.00 154.00 35.372 2.99 2.99 29,86 29.86 87.40 87.40 29.86 29.86 117.27 117.27 (PSXFR,Debond)35.500 2.93 2.93 29.29 29.29 85.72 85.72 29.29 29.29 115.01 115.01 (0.9L5)36.900 2.27 2.27 22.69 22.69 66.44 66.44 22.69 22.69 89.13 89.13 37.300 2.07 2.07 20,70 20.70 60.61 60.61 20.70 20.70 81.31 81.31 (1.5H)38.000 1.71 1.71 17.10 17.10 50.08 50.08 17.10 17.10 67.18167.18 (PSXFR,Debond)38.500 1.44 1.44 14.44 14.44 42.29 42.29 14.44 14.44 56.731 56.73 (H)38.750 1.31 1.31 13.08 13.08 38.32 38.32 1a.08 13.08 51.39 51.39 (Bar Develop.)39.459 0.91 0.91 9.12 9.12 26.75 26.75 9.12 9.12 35.871 35.87 39.875 0.67 0.67 6.731 6.731 19.75 19.75 r 6.73 6.73 26.471 26.47 39.995 0.60 0.60 6.03 6.03 17.70 17.70 6.03 6.03 23.73 23.73 40.000 0.60 0.60 6.00 6.00 17.61 17.61 6.00 6.00 23.61 23.61 (FoS)40.250 0.45 0.45 4.53 4.53 13.31 13.311 4.53 4.53 17.83 17.83 40.372 0.38 0.38 3.80 3.80 11.18 11.18 3.80 3.80 14.99 14.99 (1.OL5)41.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00 Shear Location from DC DW £DC £DW I Service Left Support Max Min I Max Min Max Min Max Min Max Min (ft) (kip) (kip) (kip) (kiP) (kip) (kip) (kip) (kip) (kip) (kip) (O.OLS)0.000 0.61 0.61 6.15 6.15 18.12 18.12 6.15 6.15 24.27 24.27 0.628 0.60 0.60 5.96 5.96 17.48 17.48 5.96 5.96 23.45 23.45 (FoS)0.750 0.59 0.59 5.92 5.92 17.36 17.36 5.92 5.92 23.29 23.29 1.000 0.58 0.58 5.85 5.851 17.11 17.11 5.851 5.851 22.96 22.96 1.005 0.58 0.58 5.85 5.85 17.10 17.10 5.85 5.85 22.95 22.95 1.125 0.58 0.58 5.81 5.81 17.00 17.00 5.81 5.81 22.81 22.81 (Bar Develop.)1.541 0.571 0.571 5.69 5.69 16.631 16.63 5.69 5.69 22.32 22.32 Rrirwa• TUCYRRNAN NAT(T4 Tnh• OU7 Page 26 of 143 36 of 189 Location from DC DW £DC £DW I Service Left Support (ft) Max Min Max Min Max Min Max Min I Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (H)2.250 0.55 0.55 5.47 5.47 16.01 16.01 5.47 5.47 21.49 21.49 (PSXFR,Debond)2.500 0.54 0.54 5.40 5,40 15.79 15.79 5.40 5.40 21.19 21.19 (1.5H)3.000 0.52 0.52 5.25 5.25 15.35 15.35 5.25 5.25 20.60 20.60 3.700 0.50 0.50 5.04 5.04 14.74 14.74 5.04 5.04 19.78 19.78 (0.1 LS)4.100 0.49 0.49 4.92 4.92 14.39 14.39 4.92 4.92 19.31 19.31 (PSXFR,Debond)5.500 0.45 0.45 4.50 4.50 13.16 13.16 4.50 4.50 17.66 17.66 5.628 0.45 0.45 4.46 4.46 13.05 13.05 4.461 4.461 17.51 17.51 7.900 0.38 0.38 3.78 3.78 11.06 11.06 3.78 3.78 14.84 14.84 (0.21-5)8.200 0.37 0.37 3.69 3.69 10.79 10.79 3.69 3.69 14.48 14.48 (PSXFR)8.500 0.36 0.36 3.60 3.60 10.53 10.53 3.60 3.60 14.13 14.13 11.628 0.27 0.27 2.66 2.66 7.78 7.78 2.66 2.66 10.45 10.45 12.100 0.25 0.25 2.52 2.52 7.37 7.37 2.52 2.52 9.89 9.89 (0.3L5)12.300 0.25 0.25 2.46 2.46 7.19 7.19 2.46 2.46 9.65 9.65 16.300 0.13 0.13 1.26 1.26 3.69 3.69 1.26 1.26 4.95 4.95 (0.4Ls)16.400 0.12 0.12 1.23 1.23 3.60 3.60 1.23 1.23 4.83 4.83 (0.5Ls)20.500 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (0.61-s)24.600 -0.12 -0.12 -1.23 -1.23 -3.60 -3.60 -1.23 -1.23 -4.83 -4.83 24.700 -0.13 -0.13 -1.26 -1.26 -3.69 -3.69 -1.26 -1.26 -4.95 -4.95 (0.71-s)28.700 -0.25 -0.25 -2.46 -2.46 -7.19 -7.19 -2.46 -2.46 -9.65 -9.65 28.900 -0.25 -0.25 -2.52 -2.52 -7.37 -7.37 -2.52 -2.52 -9.89 -9.89 29.372 -0.27 -0.27 -2.66 -2.66 -7.78 -7.78 -2.66 -2.66 -10.45 -10.45 (PSXFR)32.500 -0.36 -0.36 -3.60 -3.60 -10.53 -10.53 -3.60 -3.60 -14.13 -14.13 (0.81-5)32.800 -0.37 -0.37 -3.69 -3.69 -10.79 -10.79 -3.69 -3.69 -14.48 -14.48 33.100 -0.38 -0.38 -3.78 -3.78 -11.06 -11.06 -3.78 -3.78 -14.84 -14.84 35.372 -0.45 -0.45 -4.46 -4.46 -13.05 -13.05 -4.46 -4.46 -17.51 -17.51 (PSXFR,Debond)35.500 -0.45 -0.45 -4.50 -4.50 -13.16 -13.16 -4.50 -4.50 -17.66 -17.66 (0.9Ls)36.900 -0.49 -0.49 -4.92 -4.92 -14.39 -14.39 -4.92 -4.92 -19.31 -19.31 37.300 -0.50 -0.50 -5.04 -5.04 -14.74 -14.74 -5.04 -5.04 -19.78 -19.78 (1.5H)38.000 -0.52 -0.52 -5.25 -5.25 -15.35 -15.35 -5.25 -5.25 -20.60 -20.60 (PSXFR,Debond)38.500 -0.54 -0.54 -5.40 -5.40 -15.79 -15.79 -5.40 -5.40 -21.19 -21.19 (H)38.750 -0.55 -0.55 -5.47 -5.47 -16.01 -16.01 -5.47 -5.47 -21.49 -21.49 (Bar Develop.)39.459 -0.57 -0.57 -5.69 -5.69 -16.63 -16.63 -5.69 -5.69 -22.32 -22.32 39.875 -0.58 -0.58 -5.81 -5.81 -17.00 -17.00 -5.81 -5.81 -22.81 -22.81 39.995 -0.58 -0.58 -5.85 -5.85 -17.10 -17.10 -5.85 -5.85 -22.95 -22,95 40.000 -0.58 -0.58 -5.85 -5.85 -17.11 -17.11 -5.85 -5.85 .22.96 -22.96 (FoS)40.250 -0.59 -0.59 -5.92 -5.92 -17.36 -17.36 -5.92 -5.92 -23.29 -23.29 40.372 -0.60 -0.60 -5.96 -5.96 -17.48 -17.48 -5.96 -5.96 -23.45 -23.45 (1.oLs)41.000 -0.61 -0.61 -6.15 -6.15 -18.12 -18.12 -6.15 -6.15 -24.27 -24.27 Total Girderline Reactions at Abutments and Piers DC DW £DC £DW I Service] Max Min Max Min Max I Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1 0.63 0.63 6.15 6.15 18.62 18.62 6.15 6.15 24.77 24.77 Abutment 2 0.63 0.63 6.15 6.15 18.62 18.62 6.15 6.15 24.77 24.77 Girder Bearing Reactions DC DW £DC I Service I Max Min Max Min Max Min Max Min I Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 0.63 0.63 6.15 r.15 18.62 18.62 6.15 6.15 24.77 24.77 Abutment 2-Back 0.63 0.63 6.15 6.15 18.62 18.62 6.15 6.15 24.77 24.77 Responses-Final with Live Load(Bridge Site 3) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 27 of 143 37 of 189 Live Load Distribution Factors Location from Strength/Service Fatigue/One Lane Left Support (ft) +M -M V R +M -M V R (O.OLs)0.000 0.600 --- 0.600 0.600 0.500 --- 0.500 0.500 0.628 0.600 ---10.600 0.500 --- 0.500 (FoS)6.750 0.600 ---10.600 0.500 --- 0.500 1.000 0.600 --- 0.600 0.500 --- 0.500 1.005 0.600 --- 0.600 0.500 --- 0.500 (Bar Develop.)1.541 0.600 --- 0.600 0.500 --- 0.500 (CS)1.917 0.600 --- 0.600 0.500 --- 0.500 (H)2.250 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)2.500 0.600 --- 0.600 0.500 --- 0.500 (1.51-1)3.000 0.600 ---10.600 10.5001--- 0.500 3.700 0.600 --- 0.600 0.500 --- 0.500 (0.1 LS)4.100 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)5.500 0.600 --- U00 0.500 --- 0.500 5.628 0.600 --- 0.600 0.500 --- 0.500 7.900 0.600 ---10.600 0.500 --- 0.500 (0.2L5)8.200 0.600 --- 0.600 0.500 --- 0.500 (PSXFR)8.500 0.600 --- 0.600 0.500 --- 0.500 11.628 0.600 --- 0.600 0.500 --- 0.500 12.100 0.600 --- 0.600 0.500 --- 0.500 (0.3Ls)12.300 0.600 --- 0.600 0.500 --- 0.500 16.300 0.600 j---jO.600 O.500 --- 0.500 (OALs)16.400 0.600 --- 0.600 0.500 --- 0.500 (0.51-5)20.500 0.600 --- 0.600 0.500 --- 0.500 (0.61-5)24.600 0.600 --- 0.600 0.500 --- 0.500 24.700 0.600 ---10.600 0.500 --- 0.500 (0.7Ls)28.700 0.600 --- 0.600 0.500 --- 0.500 28.900 0.600 ---10.600 0.500 --- 0.500 29.372 0.600 --- 0.600 0,500 --- 0.500 (PSXFR)32.500 0.600 --- 0.600 0.500 --- 0.500 (0.8Ls)32.800 0.600 --- 0.600 0.500 --- 0.500 33.100 0.600 --- 0.600 0.500 --- 0.500 35.372 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)35.500 0.600 ---10.600 0.500 --- 0.500 (0.9Ls)36.900 0.600 --- 0.600 0.500 --- 0.500 37.300 0.600 --- 0.600 0.500 --- 0.500 (1.5H)38.000 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)38.500 0.600 --- 0.600 0.500 --- 0.500 (H)38.750 0.600 --- 0.600 0.500 --- 0.500 (CS)39.083 0.600 --- 0.600 0.500 --- 0.500 (Bar Develop.)39.459 0,600 --- 0.600 0.500 --- 0.500 39.995 0.600 --- 0.600 10.500 --- 0.500 40,000 0.600 --- 0.600 0.500 --- 0.500 (FoS)40.250 0.600 --- 0.600 0.500 --- 0.500 40.372 0.600 --- 0.600 0.500 --- 0.500 (1.OL5)41,000 0.600 --- 0.600 0.600 0.500 --- 0.500 0.500 Note that the lever rule used to compute distribution factors if the range of applicability requirements are exceeded. Moment Location from DC DW £DC £DW Left Support (ft) Max Min Max Min Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (0.01-5)0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.628 0.00 0.00 0.00 0.00 11.18 11.18 3.80 3.80 R,; 7 .o• AT!-'TIT?T -NT A\T TT A'rPT.T T-I,• 0»Q7 Page 28 of 143 38 of 189 Location from DC DW £DC £DW Left Support (ft) Max Min Max Min Max Min Max Min (kip-ft)I(kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (FoS)0.750 0.00 0.00 0.00 0.00 13.31 13.31 4.53 4.53 1.000 0.00 0.00 0.00 0.00 17.61 17.61 6.00 6.00 1.005 0.00 0.00 0.00 0.001 17.70 17.70 6.03 6.03 1.125 0.00 0.00 0.00 0.00 19.75 19.75 6.73 6.73 (Bar Develop.)1.541 0.00 0.00 0.00 0.00 26.75 26.75 9.12 9.12 (CS)1.917 0.001 0.00 0.00 0.00 32.93 32.93 11.24 11.24 (H)2.250 0.00 0.00 0.00 0.00 38.32 38.32 13.08 13.08 (PSXFR,Debond)2.500 0.00 0.00 0.00 0.00 42.29 42.29 14.44 14.44 (1.51-1)3.000 0.001 0.00 0.001 0.001 50.08 50.081 17.10 17.10 3.700 0.001 0.00 0.00 0.00 60.61 60.61 20.70 20.70 (0.1 Ls)4.100 0.00 0.00 0.00 0.00 66.44 66.44 22.69 22.69 (PSXFR,Debond)5.500 0.00 0.00 0.00 0.00 85.72 85.72 29.29 29.29 5.628 0.00 0.00 0.00 0.00 87.40 87.40 29.86 29.86 7.900 0.00 0.00 0.00 0.00 114.78 114.78 39.22 39.22 (0.2L5)8.200 0.00 0.00 0.00 0.00 118.06 118.06 40.34 40.34 (PSXFR)8.500 0.00 0.00 0.00 0.00 121.26 121.26 41.44 41.44 11.628 0.00 0,00 0.00 0.00 149.90 149.90 51.23 51.23 12.100 0.00 0.00 0.00 0.00 153.47 153.47 52.45 52.45 (0.3Ls)12.300 0.00 0.00 0.00 0.00 154.93 154.93 52.95 52.95 16.300 0.00 0.00 0.00 0.00 176.69 176.69 60.39 60.39 (0.4L5)16.400 0.00 0.00 0.00 0.00 177.05 177.05 60.52 60.52 (0.5Ls)20.500 0.00 0.00 0.00 0.00 184.43 184.43 63.04 63.04 (0.6Ls)24.600 0.00 0.00 0.00 0.00 177.05 177.05 60.52 60.52 24.700 0.00 0.00 0.00 0.00 176.69 176.69 60.39 60.39 (0.7Ls)28.700 0.00 0.00 0.00 0.00 154.93 154.93 52.95 52.95 28.900 0.00 0.00 0.00 0.00 153.47 153.47 52.45 52.45 29.372 0,00 0.00 0.00 0.00 149.90 149.90 51.23 51.23 (PSXFR)32.500 0.00 0.00 0.00 0.00 121.26 121.26 41.44 41.44 (0.8L5)32.800 0.00 0.00 0.00 0.00 118.06 118.06 40.34 40.34 33.100 0.00 0.00 0.00 0.00 114.78 114.78 39.22 39.22 35.372 0.00 0.00 0.00 0.00 87.40 87.40 29.86 29.86 (PSXFR,Debond)35.500 0.00 0.00 0.00 0.00 85.72 85.72 29.29 29.29 (0.9Ls)36.900 0.00 0.00 0.00 0.00 66.44 66.44 22.69 22.69 37.300 0.00 0.00 0.00 0.00 60.61 60.61 20.70 20.70 (1.5H)38.000 0.00 0.00 0.00 0.00 50.08 50.08 17.10 17.10 (PSXFR,Debond)38.500 0.00 0.00 0.00 0.00 42.29 42.29 14.44 14.44 (H)38.750 0.00 0.00 0.001 0.001 38.32 38.32 1 13.08 13.08 (CS)39.083 0.00 0.00 0.00 0.00 32.93 32.93 11.24 11.24 (Bar Develop.)39.459 0.00 0.00 0.00 0.00 26.75 26.75 9,12 9.12 39.875 0.00 0.00 0.00 0.00 19.75 19.75 6.73 6.73 39.995 0.00 0.00 0.00 0.00 17.70 17.70 6.03 6.03 40.000 .0.001 0.00 0.00 0.00 17.61 17.61 6.001 6.00 (FoS)40.250 0.00 0.00 0.001 0.001 13.31 13.31 4.53 4.53 40.372 0.00 0.00 0.00 0.00 11.18 11.18 3.80 3.80 (1.OLs)41.000 0.00 0.00 0.00 0.00 0.00 0.00 0.001H .00 0.00 Moment-Design Vehicles Location from Total Live Load Left Support =LL+IM Design *LL+IM Fatigue (ft) Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) (O.OLS)0.000 0.00 0.00 0.00 0.00 0.628 33.47 1.27 15.58 1.27 (FoS)0.750 39.80 1.51 18.51 1.51 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 29 of 143 39 of 139 Location from Total Live Load Left Support *LL+IM Design *LL+IM Fatigue (ft) Max Min Max Min (kip-ft) (kip-ft) (kip-ft) (kip-ft) 1.000 52.66 2.00 24.44 2.00 1.005 52.911 2.01 24.55 2.01 1.125 59.01 2.24 27.36 2.24 (Bar Develop.)1.541 79.78 3.04 36.88 3.04 (CS)1.917 98.05 3.75 45.18 3.75 (H)2.250 113.85 4.36 52.32 4.36 (PSXFR,Debond)2.500 125.48 4.81 57.54 4.81 (1.51-1)3.000 148.11 5.70 67.631 5.70 3.700 178.41 6.90 80.96 6.90 (0.1 L)4.100 195.00 7.56 88.16 7.56 (PSXFR,Debond)5.500 248.93 9.76 110.96 9.76 5.628 253.55 9.95 112.87 9.95 7.900 326.40 13.07 147.36 13.07 (0.21-s)8.200 334.75 13.45 151.45 13.45 (PSXFR)8.500 342.80 13.81 155.43 13.81 11.628 409.19 17.08 190.41 17.08 12.100 416.41 17.48 194.65 17.48 (0.3Ls)12.300 419.25 17.65 196.36 17.65 16.300 465.661 20.13 220.38 20.13 (0.4Ls)16.400 466.37 20.17 220.73 20.17 (0.5Ls)20.500 470.78 21.01 224.56 21.01 (0.6Ls)24.600 466.37 20.17 220.73 20.17 24.700 465.661 20.13 220.38 20.13 (0.71-s)28.700 419.25 17.65 196.36 17.65 28.900 416.411 17.48 194.65 17.48 29.372 409.19 17.08 190.41 17.08 (PSXFR)32.500 342.80 13.81 155.43 13.81 (0.81-s)32.800 334.75 13.45 151.45 13.45 33.100 326.40 13.07 147.36 13.07 35.372 253.55 9.95 112.87 9.95 (PSXFR,Debond)35.500 248.93 9.76 110.96 9.76 (0.91-s)36.900 195.00 7.56 88.16 7.56 37.300 178.41 6.90 80.96 6.90 (1.51-1)38.000 148.11 5.70 67.63 5.70 (PSXFR,Debond)38.500 125.48 4.81 57.54 4.81 (H)38.750 113.851 4.36 52.32 4.36 (CS)39.083 98.0513.75 45.18 3.75 (Bar Develop.)39.459 79.781 3.04 36.88 3.04 39.875 59.011 2.24 27.361 2.24 39.995 52.91 2.01 24.55 2.01 40.000 52.66 2.00 24.44 2.00 (FoS)40.250 39.80 1.51 18.51 1.51 40.372 33.47 1.27 15.58 1.27 (1.01-s)41.000 0.00 0.00 0.00 0.00 Live Load values are per girder and include impact. Moment Location from Design Left Support Service I Service III I Fatigue I Strength 1 (ft) Max Min Max Min Max Min Max Min *Deck (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (0.0Ls)0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.628 48.46 16.26 41.76 16.001 30.86 9.40 78.25 14.761 14.76 Rrir1ffP• MCTKF.RNAN HATCH Tnh ()2R7 Page 30 of 143 40 of 189 Location from Design Left Support (ft) Service I Service III I Fatigue I Strength t Max Min Max Min Max Min Max Min *Deck (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (FoS)0.750 57.63 19.34 49.67 19.04 36.68 11.18 93.07 17.56 17.56 1.000 76.27 25.61 65.74 25.21 48.47 14.81 123.16 23.25 23.25 1.005 76.63 25.74. 66.05 25.33 48.70 14.88 123.75 23.36 23.36 1.125 85.48 28.72 73.68 28.27 54.28 16.601 138.04 26.07 26.07 (Bar Develop.)1.541 115.65 38.91 99.69 38.30 73.25 22.50 186.74 35.32 35.32 (CS)1.917 142.221 47.92 122.61 47.17 89.86 27.70 229.61 43.50 43.50 (H)2.250 165.251 55.75 142.48 54.88 104.18 32.24 266.75 50.61 50.61 (PSXFR,Debond)2.500 182.20 61.54 157.11 60.58 114.68 35.58 294.10 55.87 55.87 (1.5H)3.000 215.281 72.88 185.66 71.74 135.04 42.14 347.43 66.161 66.16 3.700 259.721 88.21 224.04 1 86.83 1162.09 51.01 419.03 80.08 80.08 (0.1 Ls)4.100 284.13 96.69 245.13 95.18 176.80 55.91 458.33 87.78 87.78 (PSXFR,Debond)5.500 363.94 124.77 314.15 122.82 223.95 72.15 586.71 113.27 113.27 5.628 370.82 127.22 320.11 125.23 227.93 73.56 597.76 115.49 115.49 7.900 480.40 167.08 415.12 164.46 298.04 96.61 773.51 151.68 151.68 (0.21-s)8.200 493.15 171.85 426.20 169.16 306.37 99.37 793.90 156.01 156.01 (PSXFR)8.500 505.50 176.51 436.94 173.741 314.49 102.071 813.64 160.24 160.24 11.628 610.32 218.21 528.48 214.79 386.18 126.18 980.30 198.10 198.10 12.100 622.34 223.41 539.05 219.92 394.93 129.1-9 999.24 202.82 202.82 (0.3Ls)12.300 627.13 225.53 543.28 222.00 398.48 130.42 1006.77 204.74 204.74 16.300 702.74 257.21 609.61 253.19 449.11 148.74 1126.36 233.50 233.50 (0.4Ls)16.400 703.94 257.74 610.67 253.71 449.88 149.04 1128.24 233.99 233.99 (0.5Ls)20.500 718.24 268.48 624.09 264.28 460.58 155.25 1148.95 243.73 243.73 (0.6Ls)24.600 703.94 257.74 610.67 253.71 449.88 149.04 1128.24 233.99 233.99 24.700 702.74 257.21 609.61 253.19 449.11 148.74 1126.36 233.50 233.50 (0.7Ls)28.700 627.13 225.53 543.28 222.00 398.48 130.42 1006.77 204.74 204.74 28.900 622.34 223.41 539.05 219.92 394.93 129.19 999.24 202.82 202.82 29.372 610.32 218.21 528.48 214.79 386.18 126.18 980.30 198.10 198.10 (PSXFR)32.500 505.50 176.51 436.94 173.74 314.49 102.07 813.64 160.24 160.24 (0.8Ls)32.800 493.15 171.85 426.20 169.16 306.37 99.37 793.90 156.01 156.01 33.100 480.40 167.08 415.12 164.46.298.04 96.61 773.51 151.68 151.68 35.372 370.82 127.22 320.11 125.23 227.93 73.56 597.76 115.49 115.49 (PSXFR,Debond)35.500 363.94 124.77 314.15 122.82 223.95 72.15 586.71 113.27 113.27 (0.9Ls)36,900 284.13 96.69 245.13 95.18 176.80 55.91 458.33 87.78 87.78 37.300 259.72 88.21 224.04 86.83 162.09 51.01 419.03 80.08 80.08 (1.5H)38.000 215.28 72.88 185.66 71.74 135.04 42.14 347.43 66.16 66.16 (PSXFR,Debond)38.500 182.20 61.54 157.11 60.58 114.68 35.58 294.10 55.87 55.87 (H)38.750 165.25 55.75 142.48 54.88 104.18 32.241 266.75 50.61 50.61 (CS)39.083 142.22 47.92 122.61 47.17 89.86 27.70 229.61 43.50 43.50 (Bar Develop.)39.459 115.65 38.91 99.69 38.30 73.25 22.50 186.74 35.32 35.32 39.875 85.48 28.72 73.68 28.27 54.28 16.60 138.04 26.07 26.07 39.995 76.631 25.74 66.05 25.33 48.70 14.88 123.75 23.36 23.36 40.000 76.27 25.61 65.741 25.211 48.47 14.81 123.16 23.25 23.25 (FoS)40.250 57.63 19.34 49.67 19.04 36.68 11.181 93.07 17.56 17.56 40.372 48.46 16.26 41.76 16.001 30.86 9.40 78.25 14.76 14.76 (1.OL 0.0 s)41.000 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 Deck moment(Mu)is for negative moment deck design. Shear Location from DC DW £DC £DW Left Support (ft) Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (O.OLs)0.000 0.00 0.00 0.00 0.00 18.12 18.12 6.15 6.15 0.628 0.00 0.00 0.00 0.00 17.48 17.48 5.96 5.96 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 31 of 143 41 of 189 Location from DC DW 4DC 4DW Left Support Max Min Max Min Max Min Max Min (ft) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (FoS)D.750 0.00 0.00 0.00 0.00 17.36 17.36 5.92 5.92 1.000 0.00 0.00 0.00 0.00 17.11 17.11 5.85 5.85 1.005 0.00 0.00 0.00 0.00 17.10 17.10 5.85 5.85 1.125 0.00 0.00 UO 0.00 17.00 17.00 5.81 5.81 (Bar Develop.)1.541 0.00 0,00 0.00 0.00 16.63 16.63 5.69 5.69 (CS)1.917 0.00 0.00 0.00 0.00 16.30 16.30 5.57 5.57 (H)2.250 0.00 0.00 0.00 0.00 16.01 16.01 5.47 5.47 (PSXFR,Debond)2.500 0.00 0.00 0.00 0.00 15.79 15.79 5.40 5.40 (1.5H)3.000 0.00 0.00 0.00 0.00 15.35 15.35 5.25 5.25 3.700 OAO 0.00 0.00 0.00 14.74 14.74 5.04 5.04 (0.1 Ls)4.100 0.00 0.00 0.00 0.00 14.39 14.39 4.92 4.92 (PSXFR,Debond)5.500 0.00 0.00 0.00 0.00 13.16 13.16 4.50 4.50 5.628 0.00 0.00 0.00 0.00 13.05 13.05 4.46 4.46 7.900 0.00 0.00 0.00 0.00 11.06 11.06 3.78 3.78 (0.21-s)8.200 0.00 0.00 0.00 0.00 10.79 10.79 3.69 3.69 (PSXFR)8.500 0.00 0.00 0.00 0.00 10.53 10.53 3.60 3.60 11.628 0.00 0.00 0.00 0.00 7.78 7.78 2.66 2.66 12.100 0.00 0.00 0.00 0.00 7.371 7.37 2.52 2.52 (0.3Ls)12.300 0.00 0.00 0.00 0.00 7.19 7.19 2.46 2.46 16.300 0.00 0.00 0.00 0.00 3.69 3.69 1.26 1.26 (0.41-s)16.400 0,00 0.00 0.00 0.00 3.60 3.60 1.23 1.23 (0,51-s)2D.500 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 (0.6Ls)24.600 0.00 0.00 0.00 0.00 -3.60 -3.60 -1.23 -1.23 24.700 0.00 0.00 0.00 0.00 -3.69 -3.69 -1.26 -1.26 (0.7Ls)28.700 0.00 0.00 0.00 0.00 -7.19 -7.19 -2.46 -2.46 28,900 0.00 0.00 0.00 0.00 -7.37 -7.37 -2.52 -2.52 29.372 O.00 0.00 0.00 0.00 -7.78 -7.78 -2.66 -2.66 (PSXFR)32.500 0.00 0.001 0.00 0.00 -10.53 -10.53 -3.60 -3.60 (0.81-s)32.800 0.00 0.00 0.00 0.00 -10.79 -10.79 -3.69 -3.69 33.100 0.00 0.001 0.00 0.00 -11.06 -11.06 -3.78 -3.78 35.372 0.00 0.00 0.00 0.00 -13.05 -13.05 -4.46 -4.46 (PSXFR,Debond)35.500 0.00 0.00 0.00 0.00 -13.16 -13.16 -4.50 -4.50 (0.91-s)36.900 0.00 0.00 0.00 0.00 -14.39 -14.39 -4.92 -4.92 37.300 0.00 0.00 0.00 0.00 -14.74 -14.74 -5.04 -5.04 (1.51-1)38.000 0.00 0.00 0.00 0.00 -15.35 -15.35 -5.25 -5.25 (PSXFR,Debond)38.500 0.00 0.00 0.00 D.00 -15.79 -15.79 -5.40 -5.40 (H)38.750 0.00 0.00 0.00 0.00 -16.01 -16.01 -5.47 -5.47 (CS)39.083 0.00 0.00 0.00 D.00 -16.30 -16.30 -5.57 -5.57 (Bar Develop.)39.459 0.00 0.00 0.00 0.00 -16.63 -16.63 -5.69 -5.69 39.875 0.00 0.00 0.00 0.00 -17.00 -17.00 -5.81 -5.81 39.995 0.00 0.00 0.00 0.00 -17.10 -17.10 -5.85 -5.85 40.000 0.00 0.00 0.00 0.00 -17.11 -17.11 -5.85 -5.85 (FoS)40.250 0.00 0.00 0.00 0.00 -17.36 -17.36 -5.92 -5.92 40.372 0.00 0.00 0.00 0.00 -17.48 -17.48 -5.96 -5.96 (1.01-s)41.000 0.00 0.00 0.00 0.00 -18.12 -18.12 -6.15 -6.15 Shear-Design Vehicles Location from Total Live Load Left Support *LL+IM Design *LL+IM Fatigue (ft) Max I Min Max Min (kip) (kip) (kip) (kip) (0.01-s)O.ODD 54.30 2.05 25.39 2.05 0.628 53.12 1.59 24.76 171(FoS)0.750 52.89 1.51 24.64 1 RririoP• MCKFRNAN WATCH TA. (997 h�i ni�ni h Page 32 of 143 42 of 189 Location from Total Live Load Left Support *(ft) LL+IM Design *LL+IM Fatigue Max Min Max Min (kip) I (kip) (kip) (kip) 1.000 52.42 1.32 24.39 1.50 1.005 52.41 1.32 24.38 1.50 1.125 52.18 1.23 24.26 1.43 (Bar Develop.)1.541 51.40 0.92 23.85 1.20 (CS)1.917 50.70 0.65 23.47 1.00 (H)2.250 50.081 0.40 23.14 0.82 (PSXFR,Debond)2.500 49.611 0.21 22.89 0.68 (1.51-1)3.000 48.681 -0.16 22.391 0.40 3.700 47.39 -0.69 21.70 0.02 (0.1 Ls)4.100 46.65 -0.99 21.30 -0.20 (PSXFR,Debond)5.500 44.07 -2.07 19.90 -0.97 5.628 43.84 -2.19 19.77 -1.04 7.900 39.70 -4.77 18.26 -2.29 (0.21-s)8.200 39.15 -5.12 18.06 -2.45 (PSXFR)8.500 38.61 -5.46 17.86 -2.61 11.628 33.01 -9.12 15.79 -4.33 12.100 32.17 -9.67 15.48 -4.59 (0.3Ls)12.300 31.82 -9.91 15.35 -4.70 16.300 25.37 -14.74 12.71 -7.15 (0.4Ls)16.400 25.24 -14.86 12.64 -7.22 (0.5Ls)20.500 19.97 -19.97 9.93 -9.93 (0.6Ls)24.600 14.86 -25.24 7.22 -12.64 24.700 14.74 -25.37 7.15 -12.71 (0.7Ls)28.700 9.91 -31.82 4.70 -15.35 28.900 9.67 j -32.17 4.59 -15.48 29.372 9.12 -33.01 4.33 -15.79 (PSXFR)32.500 5.46 -38.61 2.61 -17.86 (0.81-s)32.800 5.12 -39.15 2.45 -18.06 33.100 4.77 -39.70 2.29 -18.26 35.372 2.19 -43.84 1.04 -19.77 (PSXFR,Debond)35.500 2.07 -44.07 0.97 -19.90 (0.9Ls)36.900 0.99 46.65, 0.20 -21.30 37.300 0.69 -47.39 -0.02 -21.70 (1.51-1)38.000 0.16 -48.68 -0.40 -22.39 (PSXFR,Debond)38.500 -0.21 -49.61 -0.68 -22.89 (H)38.750 -0.40 -50.08 -0.82 -23.14 (CS)39.083 -0.65 -50.70 -1.00 -23.47 (Bar Develop.)39.459 -0.92 -51.40 -1.20 -23.85 39.875 -1.23 -52.18 -1.43 -24.26 39.995 -1.32 -52.41 -1.50 -24.38 40.000 -1.32 -52.42 -1.50 -24.39 (FoS)40.250 -1.51 -52.89 -1.64 -24.64 40.372 -1.59 -53.12 -1.71 -24.76 (1.OLs)41.000 -2.05 -54.30 -2.05 -25.39 *Live Load values are per girder and include impact. Shear Location from Design Left Support Service I Service III Fatigue I Strength I (ft) Max I Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (0.01-s)0.000 78.57 26.32 67.71 25.91 50.21 15.21 126.90 23.89 0.628 76.561 25.04 65.94 24.72 48.86 14.28 123.75 22.40 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 33 of 143 �13 of 1.89 Location from Design Left Support Service I Service III Fatigue IT Strength I (ft) Max Min Max Min Max Miax Min (kip) (kip) (kip) (kip) (kip) (kiip) (kip) (FoS)0.750 76.171 24.79 .65.60 24.49 48.60 14.10 123.14 1 22.11 1.000 75.38 24.28 64.89 24.02 48.06 13.73 121.89 21.52 1.005 75.36 24.27 64.88 24.011 48.05 13.72 121.87 21.50 1.125 75.00 24.04 64.56 23.80 47.80 13.55 121.29 21.23 (Bar Develop.)1.541 73.73 23.25 63.45 23.06 46.93 12.97 119.28 20.29 (CS)1.917 72.58 22.53 62.44 22.40 46.15 12.44 117.47 19.43 (H)2.250 71.57 21.89 61.55 21.81 45.46 11.97 115.871 18.67 (PSXFR,Debond)2.500 70.81 21.41 60.88 21.36 44.94 11.61 114.67 18.10 (1.5H)3,000 69.29 20.44 59.55 20.481 43.89 10.91 112.27 16.95 3.700 67.17 19.09 57.69 19.23 42.43 9.92 108.91 15.34 (0.1L5)4.100 65.96 18,32 56.63 18.52 41.60 9.35 107.00 14.41 (PSXFR,Debond)5.500 61.73 15.59 52.92 16.01 38.68 7.38 100.32 11.15 5.628 61.35 15.32 52.58 15.76 38.41 7.20 99.72 10.81 7.900 54.53 10.06 46.59 11.02 34.80 3.99 88.961 4.05 (0.2Ls)8.200 53.64 9.36 45.80 10.39 34.33 3.57 87.54 3.15 (PSXFR)8.500 52.74 8.66 45.02 9.76 33.86 3.14 86.131 2.25 11.628 43.451 1.33 36.85 3.15 28.91 -1.27 71.49 -7.22 12.100 42.06 0.22 35.63 2.151 28.17 -1.94 69.29 -8.66 (0.3L5)12.300 41.47 -0.26 35.11 1.72 27.85 -2.22 68.36 -9.27 16.300 30.31 -9.80 25.24 -6.85 21.53 -8.26 50.89 -21.66 (0.4L5)16.400 30.06 -10.04 25.02 -7.06 21.37 -8.42 50.51 -21.97 (0.51-s)20.500 19.97 -19.97 15.98 -15.98 14.89 -14.89 34.95 -34.95 (0.61-s)24.600 10.04 -30.06 7.06 -25.02 8.42 -21,37 21.97 -50.51 24.700 9.80 1.30.31 6.85 -25.24 8.26 -21.53 21.66 -50.89 (0.7L5)28.700 0.26 -41.47 -1.72 -35.11 2.22 -27.85 9.27 -68.36 28.900 -0.22 -42.06 -2.15 -35.63 1.94 -28.17 8.66 -69.29 29.372 -1.33 -43.45 -3.15 -36.85 1.27 -28.91 7.22 -71.49 (PSXFR)32.500 -8.66 -52.74 -9.76 -45.02 -3.14 -33.86 -2.25 -86.13 (0.81-5)32.800 -9.36 -53.64 -10.39 -45.80 -3.57 -34.33 -3.15 -87.54 33.100 -10.06 -54.53 -11.02 -46.59 -3.99 -34.80 -4.05 -88.96 35.372 -15.32 -61.35 -15.76 -52.58 -7.20 -38.41 -10.81 -99.72 (PSXFR,Debond)35.500 -15.59 -61.73 -16.01 -52.92 -7.38 -38.68 -11.15 -100.32 (0.9Ls)36.900 -18.32 -65.96 -18.52 -56.63 -9.35 -41.60 -14.41 -107.00 37.300 -19.09 -67.17 -19.23 -57.69 -9.92 -42.43 -15.34 -108.91 (1.5H)38.000 -20.44 -69.29 -20.48 -59.55 -10.91 -43.89 -16.95 -112.27 (PSXFR,Debond)38.500 -21.41 -70.81 -21.36 -60.88 -11.61 -44.94 -18.10 -114.67 (H)38;750 -21.89 -71.57 -21.81 -61.55 -11.97 -45.46 -18.67 -115.87 (CS)39.083 -22.53 -72.58 -22.40 -62.44 -12.44 -46.15 -19.43 -117.47 (Bar Develop.)39.459 -23.25 -73.73 -23.06 -63.45 -12.97 -46.93 -20.29 -119.28 39,875 -24.04 -75.00 -23.80 -64.56 -13.55 -47.80 -21.23 -121.29 39.995 -24.27 -75.36 -24.01 -64.88 -13.72 -48.05 -21.50 -121.87 40.000 -24.28 -75.38 -24.02 -64.89 -13.73 -48.06 -21.52 -121.89 (FoS)40.250 -24.79 -76.17 -24.49 -65.60 -14.10 -48.60 -22.11 -123.14 40.372 -25.04 -76.56 -24.72 -65.94 -14.28 -48.86 -22.40 -123.75 (1.01-s)41.000 -26.32 -78.57 -25.91 -67.71 -15.21 -50.21 -23.89 -126.90 Total Girderline Reactions at Abutments and Piers DC DW I fDC £DW Max Min Max Min Max Min Max Min (kip) (kiP) (kip) (kip)I(kip)I(kip) (kip) (kip) Abutment 1 0.00 0.00 0.00 0.00 18.62 18.62 6.15 6.15 Abutment 2 0.00 0.00 0.00 0.00 18.62 18.62 6.15 6.15 R,;rinP• A/ft'V TF-PVA NT NOT('N Tnh• O?5Z7 Page 34 of 143 44 of 189 Total Girderline Reactions at Abutments and Piers-Design Vehicles(Including Impact) Total Live Load *LL+IM Design *LL+IM Fatigue Max Min Max Min (kip) (kip) Abutment 1 54.30 2.05 25.39 2.05 Abutment 2 54.30 2.05 25.39 2.05 *Live Load values are per girder and include impact. Total Girderline Reactions at Abutments and Piers (Including Impact) Design Service 1 I Service IIIf50.47 gue I Strength I Max Min Max Min Min Max Min (kip) (kip) (kip) (kip) (kip) Abutment 1 79.07 26.82 68.21 26.41 15.46 127.53 24.35 Abutment 2 79.07 26.82 68.21 26.41 50.47 15.46 127.53 24.35 Girder Bearing Reactions DC DW I 4DW Max Min Max Min Max Mni Max Min (kip) (kip) (kip) in (kip) (kip) (kip) (kip) Abutment 1-Ahead 0.00 0.00 0.00 0.00 18.62 18.62 6.15 6.15 Abutment 2-Back 0.00 0.00 0.00 0.00 18.62 18.62 6.15 6.15 Girder Bearing Reactions-Design Vehicles (Including Impact) Total Live Load *LL+IM Design *LL+IM Fatigue Max Min Max Min (kip) (kip) (kip) (kip) Abutment 1-Ahead 54.30 2.05 25.39 2.05 Abutment 2-Back 54.30 2.05 25.39 2.05 *Live Load values are per girder and include impact. Girder Bearing Reactions(Including Impact) Design Service I Service III Fatigue I Strength I Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 79.07 26.82 68.21 26.41 50.47 15.46 127.53 24.35 Abutment 2-Back 79.07 26.82 68.21 26.41 50.47 15.46 127.53 24.35 Live Load Reactions Without Impact Total Girderline Reactions at Abutments and Piers-Design Vehicles(Without Impact) Total Live Load *LLD sign *LL Fatigue Max I Min I Max I Min (kip) (kip) (kip) (kip) Abutment 1 43.29 2.051 22.34 2.05 Abutment 2 43.291 2.05 22.34 2.05 *Live Load values are per girder and do not include impact. Girder Bearing Reactions-Design Vehicles(Without Impact) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 35 of 143 of I';, Total Live Load *LL Design *LL Fatigue Max Min Max Min (kip) (kip) (kip) (kip) Abutment 1-Ahead 43.29 2.05 22.34 2.05 Abutment 2-Back 43.29 2.05 22.34 2.05 Live Load values are per girder and do not include impact. Stresses Product Load Stresses Casting Yard Stresses Location from ft fb End of Girder Girder Girder (ft) (KSI) (KSI) (0.01-9)0.000 0.000 0.000 0.500 -0.0421 0.042 (H)1.500 -0.123 0.122 (Bar Develop.)2.041 -0.168 0.165 2.750 -0.222 0.219 (PSXFR,Debond)3,000 -0.240 0.237 (0.1L9)4.200 -0.326 0.321 4.600 -0.3531 0.348 (PSXFR,Debond)6.000 -0.443 0.437 (0.2L9)8.400 -0.579 0.571 8.700 -0.594 0.586 (PSXFR)9.000 -0.609 0.601 (0.31-9)12.600 -0.760 0.749 12.800 -0.766 0.756 (0.41-g)16.800 -0.868 0.856 16.900 -0.870 0.857 (0.51-9)21.000 -0.904 0.891 25.100 -0.870 0.857 (0.6119)25.200 -0.868 0.856 29.200 -0.766 0.756 (0.71-9)29.400 -0.760 0.749 (PSXFR)33.000 -0.609 0.601 33.300 -0.594 0.586 (0.81-9)33.600 -0.579 0.571 (PSXFR,Debond)36.000 -0.443 0.437 37.400 -0.353 0.348 (0.91-9)37.800 -0.326 0.321 (PSXFR,Debond)39.000 -0.240 0.237 39.250 -0.222 0.219 (Bar Develop.)39.959 -0.168 0.165 (H)40.500 -0.123 0.122 41.500 -0.042 0.042 (1.01-9)42.000 0.000 0.000 Bridge Site Stress Location from Girder Diaphragm Slab Haunch Slab Traffic Barrier Overlay *Design Live Load *Fatigue Live Left Support (KSI) (KSI) (KSI) (KSI) Shrinkage I Load (ft) (KSI) Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (O.OLs)0.000 ft=0.000 ft=0.000 ft= ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft= ft= ft= ft=0.000 ft= ft=0.000 fb= fb=0,000 0.000 fb= fb=0.000 fb= fb= 0.000 0.000 0.000 fb= 0.000 fb= 0.000 fb- 0.000 0.000 0.000 fb- fb- fb= 0.000 fb= 0.000 0.000 0.000 0.000 0.000 0.000 72,;.7RA• T%4PV'Pl?RT ART T7 A TC'TT T-I,• MQ 7 All nf7n1 A Page 36 of 143 46 of 189 Location from Girder Diaphragm Slab Haunch Slab Traffic Barrier Overlay *Design Live Load *Fatigue Live Left Support (KSI) (KSI) (KSI) (KSI) Shrinkage Load (ft) (KSI) Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 0.628 ft= ft=0.000 ft= ft=0.000 ft=0.000 it= ft= ft= ft= ft= ft= it= ft= -0.051 fb=0.000 0.000 fb= fb=0.000 -0.002 -0.002 0.000 0.000 0.000 -0.255 0.000 -0.136 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.051 0.000 0.002 0.002 0.000 0.000 0.252 0.000 0.134 0,000 (FoS)0.750 ft= ft=0.000 ft= it=0.000 it=.0.000 ft= ft= ft= ft= ft= it= it= ft= -0.061 fb=0.000 0.000 fb= fb=0.000 -0.002 -0.002 0.000 0.000 0.000 -0.303 0.000 -0.162 fb_ fb 0.000 fb= fb= fb= fb_ fb= fb= fb= fb= 0.060 0.000 0.002 0.002 0.000 0.000 0.300 0.000 0.160 0.000 1.000 ft= it=0.000 it= ft=0.000 ft=0.000 ft= it= ft= it= ft= ft= ft= ft= -0.081 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0.000 -0.401 0.000 -0.213 fb fb- 0.00 0 fb- fb- fb- fb- fb- fb- fb- fb- 0.080 0.000 0.003 0.003 0.000 0.000 0.397 0.000 0.211 0.000 1.005 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= it= it= ft= ft= ft= -0.083 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0.000 -0.410 0.000 -0.218 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.081 0.000 0.003 0.003 0.000 0.000 0.404 0.000 0.215 0.000 1.125 ft= ft=0.000 ft= it=0.000 ft=a000 ft= ft= ft= it= ft= it= ft= ft= -0.092 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0.000 -0.457 0.000 -0.243 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.091 0.000 0.003 0.003 0.000 0.000 0.451 0.000 0.239 0.000 (Bar Develop.)1.541 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.125 fb=0.000 0.000 fb= fb=0.000 -0.004 -0.004 0.0.00 0.000 0.000 -0.618 0.000 -0.327 fb= fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.123 0.000 0.004 0.004 0.000 0.000 0.610 0.000 0.323 0.000 (CS)1.917 it= ft=0.000 ft= it=0.000 ft=0.000 ft= ft= it= ft= ft=, ft= it= it= -0.154 fb=0.000 0.000 fb= fb=0.000 -0.005 -0.005 0.000 0.000 0.000 -0.760 0.000 -0.401 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.152 0.000 0.005 0.005 0.000 0.000 0.749 0.000 0.395 0.000 (H)2.250 ft=I ft=0.000 ft= ft=O.ODO ft=0.000 it= ft= ft= ft= it= ft= it= ft= -0.179 fb=0.000 0.000 fb= fb=0.000 -0.006 -0.006 0.000 0.000 0.000 -0.882 0.000 -0.464 fb= fb= 0,000 fb= fb= fb= fb= fb= fb= fb= fb= 0.176 0.000 0.006 0.006 0.000 0.000 0.870 0.000 0.457 0.000 (PSXFR,Debond) ft= ft=0.000 ft= ft=0.000 ft=0.000 it= ft= ft= ft= ft= itt= ft= it= 2.500 -0.197 fb=0.000 0.000 fb= fb=0.000 -0.007 -0.007 0.000 0.000 0.000 -0.972 0.000 -0.510 fb_ fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.195 0.000 0.007 0.007 0.000 0.000 0.959 0.000 0.503 0.000 (1.511)3.000 ft= ft=0.000 ft= it=0.000 it=0.000 ft= ft= ft= ft= ft= ft= it= it= -0.234 fb=0.000 0.000 fb= fb=0.000 -0.008 -0.008 0.000 0.000 0.000 -1.147 0.000 -0.599 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.2311 0.000 1 0.008 0.008 0.000 0.0001 1.131 0.0001 0.5901 0.000 3.700 it= ft=0.000 it= ft=0.000 ft=0.000 ft= it= ft= it= it= ft= it= it= -0.283 fb=0.000 0.000 fb= fb=0.000 -0.010 -0.010 0,000 0.000 0.000 -1.382 0.000 -0.716 fb_ fb_ 0.000 fb= fb_ fb_ fb_ fb_ fb_ fb= fb= 0.279 0.000 0.010 0.010 0.000 0.000 1.363 0.000 0.706 0.000 (0.1 Ls)4.100 ft= ft=0.000 ft= ft=0.000 ft=0.000 - ft= ft= it= ft= it= ft= ft= ft= -0.310 fb=0.000 0.000 fb= fb=0.000 -0.011 -0.011 0.000 0.000 0.000 -1.510 0.000 -0.779 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.306 0.000 0.011 0.011 0.000 0.000 1.489 0.000 0.768 0.000 (PSXFR,Debond) ft= ft=0.000 ft= ft=0.000 ft=0.000 it= it= ft= it= ft= it= ft= ft= 5.500 -0.400 fb=0.000 0.000 fb= fb=0.000 -0.014 -0.014 0.000 0.000 0.000 -1.927 0.000 -0.979 fb_ fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.395 0.000 0.014 0.014 0.000 0.000 1.900 0.000 0.965 0.000 5.628 ft= ft=0.000 ft= it=0.000 ft=0.000 ft= ft= it= ft= it= ft= ft= ft= -0.408 fb=0.000 0.000 fb= fb=0.000 -0.014 -0.014 0.000 0.000 0.000 -1.963 0.000 -0.995 fb- fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.402 0.000 0.014 0.014 0.000 0.000 1.935 0.000 0.981 0.000 7.900 ft= ft=0.000 ft= it=0.000 it=moo it= ft= ft= ft= ft= ft= it= ft= -0.536 fb=0.000 0.000 fb= fb=0.000 -0.019 -0.019 0.000 0.000 0.000 -2.525 0.000 -1.298 fb fb= 0.000 fb= fb= fb= fb= fb= fb- fb= fb= 0.528 0.000 0.019 0.019 0.000 0.000 2.489 0.000 1.280 0.000 (0.2LS)8.200 it= ft=0.000 ft= it=0.000 it=0.000 it= it= it= ft= ft= ft= ft= ft= -0.551 fb=0.000 0.000 fb= fb=0.000 0.020 -0.020 0.000 0.000 0.000 -2.589 0,000 -1.334 fb- fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.544 0.000 0.019 0.019 0.000 0.000 2.553 0.000 1.316 0.000 (PSXFR)8.500 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= it= ft= 0.566 fb=0.000 0.000 f, = fb=0.000 -0.020 -0.020 0.000 0.000 0.000 2.651 0.000 1.369 fb ib= 0.000 fb= ib= fb= fb fb fb= fb= fb= Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 37 of 143 47 of 189 Location from Girder Diaphragm Slab Haunch Slab Traffic Barrier Overlay `Design Live Load `Fatigue Live Left Support (KSI) (KSI) (KSI) (KSI) Shrinkage Load (ft) (KSI) Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 0:558 0.000 0.020 0.020 0.000 0.000 2.614 0.000 1.350 0.000 11.628 ft= ft=0.000 ft= ft=0.000 ft=0,000 ft= ft= ft= ft= ft= ft= ft= ft= -0.700 fb=0.000 0.000 fb= fb=0.000 -0.025 -0.025 0.000 0.000 0.000 -3.159 0.000 -1.676 fb- fb 0.000 fb fb fb fb fb= fb= fb= fb 0.690 0.000 0.024 0.0241 0.000 0.000 3.115 0.0001 1.652 0.000 12.100 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= f- t- f- t- f- t- ft- - -0.717 fb=0.000 0.000 fb= fb=0.000 -0.025 -0:025 0.000 0.000 0.000 -3.214 0.000 -1.713 fb= fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.707 0.000 1 0.025 0.025 0.000 0.000 3.169 0.000 1.689 0.000 (0.31-s)12.300 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.723 fb=0.000 0.000 fb= fb=0.000 -0.026 -0.026 0.000 0.000 0.000 -3.236 0.000 -1.728 fb fb 0.000 fb fb fb fb fb fb fb fb 0.713 0.000 0.025 0.025 0.000 0,000 3.191 0.000 1.704 O.ODO 16.300 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.825 fb=0.000 0.000 fb= fb=0.000 -0.029 -0.029 0.000 0.000 0.000 -3.590 0.000 -1.936 fb fb= 0.000 fb fb= fb= fb= fb= fb= fb= fb= 0.813 0.000 1 0.029 0.029 0.000 0.000 3.540 0.000 1.909 0.000 (0.41-s)16.400 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.827 fb=0.000 0.000 fb= fb=0.000 -0.029 -0.029 0.000 0.000 0.000 -3.595 0.000 -1.939 fb fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.815 0.000 0.029 0.029 0.000 0.000 3.545 0.000 1.912 0.000 (0.5L5)20.500 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.861 fb=0.000 0.000 fb= fb=0.000 -0.030 -0.030 0.000 0.000 0.000 -3.624 0.000 -1.968 fb fb 0.000 fb fb= fb= fb= fb= fb= fb= fb= 0.849 0.000 1 0.030 0.030 0.000 0.000 3.573 0.000 1.941 0.000 (0.6Ls)24.600 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.827 fb=0.000 0.000 fb= fb=0.000 -0.029 -0.029 0.000 0.000 0.000 -3.595 0.000 -1.939 fb= fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.815 0.000 0.029 0.029 0.000 0.000 3.545 0.000 1.912 0.000 24,700 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.825 fb=0.000 0.000 fb= fb=0.000 -0.029 -0.029 0.000 0.000 0.000 -3.590 0.000 -1.936 fb_ fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.813 0.000 0.029 0.029 0.000 0.000 3.540 0.000 1.909 0.000 (0.7L5)28.700 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft -0.723 fb=0.000 0.000 fb= fb=0.000 -0.026 -0.026 0.000 0.000 0.000 -3.236 0.000 -1.728 fb fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.713 0.000 0.025 0.025 0.000 0.000 3.191 0.000 1.704 0.000 28.900 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft -0.717 fb=0.000 0.000 fb= fb=0'. 00 -0.025 -0.025 0.000 0.000 0.000 -3.214 0.000 -1.713 fb= fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.707 0.000 1 0.025 0.025 0.000 0.000 3.169 O.00D 1.689 0.000 29.372 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.700 fb=0.000 0.000 fb= fb=0.000 -0.025 -0.025 0.000 0.000 0.000 -3.159 0.000 -1.676 fb_ fb_ 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.690 0.000 0.024 0.024 0.000 0.000 3.115 0.000 1.652 0.000 (PSXFR)32.5DO ft= ft=0.000 ft= ft 0.000 ft=0.000 ft= ft= ft= ft=. ft= ft= ft= ft= -0.566 fb=0.000 0.000 fb= fb=0.000 -0.020 -0.020 0.000 0.000 0.000 -2.651 0.000 -1.369 fb- fb- 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.558 0.000 1 0.020 0.020 0.000 0.000 2.614 0.000 1.350 O.ODO (0.8Ls)32.800 ft= ft=0.000 ft= ft=0,000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.551 fb=0.000 0.000 fb= fb=0,000 -0.020 -0.020 0.000 0.000 0.000 -2.589 0.000 -1.334 fb fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.544 0.000 0.019 0.019 0.000 0.000 2.553 0.000 1.316 0.000 33.100 ft= ft=0.000 ft= ft=0.000 ft=0,000 ft= ft= ft= ft= ft= ft= ft= ft= -0.536 fb=0.000 0.000 fb= fb=0.000 -0.019 -0.019 0.000 0.000 D.000 -2.525 0.000 -1.298 fb fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.528 0.000 0.019 0.019 0.000 0.000 2.489 0.000 1.280 0.000 35.372 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -D.408 fb=0.000 0.000 fb= fb=0.000 -0.014 -0.014 0.000 0.000 0.000 -1.963 0.000 -0.995 fb fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.402 0.000 0.014 0.014 0.000 0.000 1.935 0.000 0.981 0.000 (PSXFR,Debond) ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= 35.500 -0.400 fb=0.000 0.000 fb= fb=0.000 -0.014 -0.014 0.000 0.000 0.000 -1.927 0.000 -0.979 fb fb 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.395 0.000 0.014 0.014 0.000 O.00D 1.900 0.000 0.965 0.000 (0.9L5)36.900 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.310 fb=0.000 0.000 fb= fb=0.000 D.D11 0.011 0.000 0.000 0.000 -1.510 0.000 -0.779 Bride: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 38 of 143 48 of 189 Location from Girder Diaphragm Slab Haunch Slab Traffic Barrier Overlay *Design Live Load *Fatigue Live Left Support (KSI) (KSI) (KSI) (KSI) Shrinkage Load (ft) (KSI) Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) fb fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.306 0.000 0.011 0.011 0.000 0.000 1.489 0.000 0.768 0.000 37.300 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.283 fb=0.000 0.000 fb= fb=0.000 -0.010 -0.010 0.000 0.000 0.000 -1.382 0.000 -0.716 fb= fb 0.000 fb= fb= fb= fb= fb_ fb_ fb_ fb_ 0.279 0.000 0.010 0.010 0.000 0.000 1.363 0.000 0.706 0.000 (1.51-1)38.000 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.234 fb=0.000 0.000 fb= fb=0.000 -0.008 -0.008 0.000 0.000 0.000 -1.147 0.000 -0.599 fb- fb 0.000 fb- fb- fb- fb fb- fb- fb- fb- 0.231 0.000 0.008 0.008 0.000 0.000 1.131 0.000 0.590 0.000 (PSXFR,Debond) ft= ft 0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= 38.500 -0.197 fb=0.000 0.000 fb= fb=0.000 -0.007 -0.007 0.000 0.000 0.000 -0.972 0.000 -0.510 fb= fb 0.000 1fb fb= fb fb fb_ fb_ fb= fb= 0.195 0.000 0.007 0.007 0.000 0.000 0.959 0.000 0.503 0.000 (H)38.750 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.179 fb=0.000 0.000 fb= fb=0.000 -0.006 -0.006 0.000 0.000 0.000 -0.882 0.000 -0.464 fb= fb= 0.000 fb_ fb= fb= fb= fb= fb= fb= fb= 0.176 0.000 0.006 0.006 0.000 0.000 0.870 0.000 0.457 0.000 (CS)39.083 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.154 fb=0.000 0.000 -fb= fb=0.000 -0.005 -0.005 0.000 0.000 0.000 -0.760 0.000 -0.401 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.152 0.000 0.005 0.005 0.000 0.000 0.749 0.000 0.395 0.000 (Bar Develop.)39.459 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.125 fb=0.000 0.000 fb= fb=0.000 -0.004 -0.004 0.000 0.000 0.000 -0.618 0.000 -0.327 fb- fb= 0.000 fb= fb- fb= fb= fb= fb_ fb_ fb_ 0.123 0,000 0.004 0.004 0.000 0.000 0.610 0.000 0.323 0.000 39.875 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= 0.092 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0.000 -0.457 0.000 -0.243 fb fb 0.000 fb fb fb- fb- fb_ fb_ fb_ fb_ 0.091 0.000 0.003 0.003 0.000 0.000 0.451 0.000 0.239 0.000 39.995 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft=. ft= ft= ft= ft= -0.083 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0,000 -D.410 0.000 -0.218 fb_ fb_ 0.000 fb_ fb_ fb_ fb_ fb_ fb_ fb_ fb= 0.081 0.000 0.003 0.003 0.000 0.000 0.404 0.000 0.215 0.000 40,000 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.081 fb=0.000 0.000 fb= fb=0.000 -0.003 -0.003 0.000 0.000 0.000 -0.401 0.000 -0.213 fb= fb= 0.000 fb= fb= fb= fb= fb fb= fb- fb= 0.080 0.000 0.003 0.003 0.000 0.000 0.397 0.000 0.211 0.000 (FoS)40.250 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.061 fb=0.000 0.000 fb= fb=0.000 -0.002 -0.002 0.000 0.000 0.000 -0.303 0.000 -0.162 fb= fb= 0.000 fb= fb= fb= fb= fb= fb= fb= fb= 0.060 0.000 0.002 0.002 0.000 0.000 0.300 0.000 0.160 0.000 40.372 ft= ft=0.000 ft= ft=0.000 ft=0.000 ft= ft= ft= ft= ft= ft= ft= ft= -0.051 fb=0.000 0.000 fb= fb=0.000 -0.002 -0.002 0.000 0.000 0.000 -0.255 0.000 -0.136 fb= fb- 0.000 fb= fb= fb_ fb_ fb_ fb- fb_ fb_ 0.051 0.000 0.002 0.002 0.000 0.000 0.252 0.000 0.134 0.000 (1.OLs)41.000 ft=0.000 ft=0.000 ft= ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft= ft= ft= ft=0.000 ft= ft=0.000 fb= fb=0.000 0.000 fb= fb=0.000 fb= fb= 0.000 0.000 0.000 fb= 0.000 fb= 0.000 fb= 0.000 0.000 0.000 fb= fb= fb= 0.000 fb= 0.000 0.000 0.000 0.000 0.000 0.000 Live Load values are per lane and include impact. User Defined Loads Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ft) Max Min Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (O.OLs)0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.018 ft=-0.018 ft=-0.006 ft=-0.006 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.018 fb=0,018 fb=0.006 fb=0.006 (FoS)0.750 ft=0.000 ft=0.000 ft=O.ODO ft=0.000 ft=0.000 ft=0.000 ft=-0.022 ft=-0.022 ft=-0.007 ft=-0.007 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.021 fb=0.021 fb=0.007 fb=0.007 1.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.029 ft=-0.029 ft=-0.010 ft=-0.010 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.028 fb=0.028 fb=0.009 fb=0.009 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 39®f 143 9 of 189 Location from Bridge Site 1 Bridge Site 2 Left Support User DC User DW User DC User DW User LL+IM (ft) Max Min Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) ( 1.005 ff=0.000 ft=0.000 ff=0.D00 ft=0.000 ft=0.000 ft=0.000 ft=-0.029 ft=-0.029 ff=-0.010 ff=-0.010 fb=0.000 fb=0.000 fb=O.000 fb=0.000 fb=0.000 It,=0.000 fb=0.029 It,=0.029 fb=0.010 fb=0.010 1.125 ft=0.000 ff=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.033 ff=-0.033 ft=-0.011 ft=-0.011 fb=0.000 fb=0.000 fb=0.000 fb=0,000 fb=0.000 1 fb=0.000 fb=0.032 fb=0.032 fb=0.011 fb=0.011 (Bar Develop.)1.541 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ft=-0.044 ff=-0.044 ft=-0.015 ff=-0.015 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 It,=0.043 fb=0.043 fb=0.014 fb=0.014 (H)2.250 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ft=0.000 ft=0.000 ff=-0.063 ft=-0.063 ft=-0.021 ft=-0.021 fb=0.000 1 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0,000 It,=0.062 It,=0.062 fb=0.021 fb=0.021 (PSXFR,Debond)2.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.070 ft=-0.070 ft=-0.023 ft=-0.023 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.069 fb=0.069 It,=0.023 It,=0.023 (1.51-1)3.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.083 ft=-0.083 ft=-0.028 ft=-0.028 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.082 fb=0.082 It,=0.027 fb=0.027 3.700 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=-0.100 ff=-0.100 ft=-0.033 ft=-0.033 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.099 fb=0.099 fb=0.033 fb=0.033 (0.1 Ls)4.100 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=-0.110 ft=-0.110 ft=-0.037 ft=-0.037 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.108 fb=0.108 It,=0.036 fb=0.036 (PSXFR,Debond)5.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ft=-0.142 ft=-0.142 ft=-0.047 ff=-0.047 fb=0.000 fb=0.000 fb=0.000 .fb=0.000 fb=0.000 fb=0.000 fb=0.140 fb=0.140 fb=0.047 fb=0.047 5.628 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.144 ft=-0.144 ft=-0.048 ft=-0.048 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.142 It,=0.142 fb=0.047 fb=0.047 7.900 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.190 ft=-0.1 g0 ft=-0.063 ft=-0.063 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.187 fb=0.187 fti=0.062 fb=0.062 (0.2L5)8.200 ft=0.000 it=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ff=-0.195 ft=-0.195 ft=-0.065 ft=-0.065 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.192 fb=0.192 fb=0.064 fb=0.064 (PSXFR)8.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ft=-0.200 ft=-0.200 ft=-0.067 ft=-0.067 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.198 fb=0.198 It,=0.066 It,=0.066 11.628 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.248 ft=-0.248 ff=-0.083 ff=-0.083 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.244 fb=0.244 fb=0.081 It,=0.081 12.100 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ff=0.000 ft=-0.254 ft=-0.254 ft=-0.085 ft=-0.085 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.250 fb=0.250 fb=0.083 fb=0.083 (0.3Ls)12.300 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.256 ft=-0.256 ft=-0.085 ff=-0.085 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.252 fb=0.252 fb=0.084 fb=0.084 16.300 ft=0.000 ft=0.000 ff=0.000 ft=0.000 ff=0.000 ft=0.000 ft=-0.292 ft=-0.292 ft=-0.097 ff=-0.097 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.288 fb 0.288 fb=0.096 fb=0.096 (0.41-s)16.400 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 ft=-0.293 ff=-0.293 ft=-0.098 ft=-0.098 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb 0.288 It, 0.288 fb=0.096 fb=0.096 (0.5Ls)20.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=-0.305 ft=-0.305 ft=-0.102 ft=-0.102 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.300 It,=0.300 fb=0.100 fb=0.100 (0.61-s)24.600 .ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.293 ft=-0.293 ft=-0.098 ft=-0.098 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.288 It,=0.288 fb=0.096 fb=0.096 24.700 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.292 ft=-0.292 ff=-0.097 ft=-0.097 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.288 fb=0.288 fb.=0.096 fb=0.096 (0.7L5)28.700 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.256 ft=-0.256 ft=-0.085 ff=-0.085 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 It,=0,000 fb=0.252 fb=0.252 fb=0.084 It,=0.084 28.900 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.254 ff=-0.254 ft=-0.085 ff=-0.085 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 It,=0.250 fb=0.250 It,=0.083 fb=0.083 29.372 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.248 ft=-0.248 ft=-0.083 ft=-0.083 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 It,=0.000 It,=0.244 fb=0.244 It,=0.081 It,=0.081 (PSXFR)32.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=-0.200 ft=-0.200 ft=-0.067 ft=-0.067 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 It,=0.198 fb=0.198 It,=0.066 It,=0.066 (0.81-8)32.800 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.195 ft=-0.195 ft=-0.065 ft=-0.065 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.192 fb=0.192 fb=0.064 fb=0.064 33.100 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.1 g0 ft=-0.190 ft=-0.063 ft=-0.063 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.187 fb=0.187 fb=0.062 It,=0.062 P2 4ArtA•A4 ''V'PVNTAXT T-TATPU T..1k- 0')R7 �n ni7ni ti Page 40 of 143 50 of 189 Location from Bridge Site 1 Bridge Site 2 Left Support(ft) User DC User DW User DC User DW User LL+IM Max I Min Max Min Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 35.372 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.144 ft=-0.144 ft=-0.048 ft=-0.048 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.142 fb=0.142 fb=0.047 fb=0,047 (PSXFR,Debond)35.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.142 ft=-0.142 ft=-0.047 ft=-0.047 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.140 fb=0.140 fb=0.047 fb=0.047 (0.9Ls)36.900 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.110 ft=-0.110 ft=-0.037 ft=-0.037 fb=0.000 fb=0,000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.108 fb=0.108 fb=0.036 fb=0.036 37,300 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.100 ft=-0.100 ft=-0.033 ft=-0.033 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.099 fb=0.099 fb=0.033 fb=0.033 (1.5H)38.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.083 ft=-0.083 ft=-0.028 ft=-0.028 fb=0.000 fb=0.000 fb=0.000 1 fb=0.000 fb=0.000 fb=0.000 fb=0.082 fb=0.082 fb=0,027 fb=0.027 (PSXFR,Debond)38.500 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft_0.000 ft=-0.070 ft=-0.070 ft=-0.023 ft=-0.023 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.069 fb=0.069 fb=0.023 fb=0.023 (H)38.750 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0,000 ft=-0.063 ft=-0.063 ft=-0.021 ft=-0.021 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 1 fb=0.062 fb=0.062 fb 0.021 fb=0.021 (Bar Develop.)39.459 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.044 ft=-0.044 ft=-0.015 ft=-0.015 f6=0.000 fb=0.000 fb=0,000 fb=0.000 fb=0.000 fb=0.000 fb=0.043 fb=0.043 fb=0.014 fb=0.014 39.875 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.033 ft=-0.033 ft=-0.011 ft=-0.011 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.032 fb=0.032 fb=0.011 fb 39.995 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.029 ft=-0.029 ft=-0.010 ft=-0.010 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb 0.029 fb 0.029 fb 0.010 fb=0.010 40.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.029 ft=-0.029 ft=-0.010 ft=-0.010 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.028 fb=0.028 fb=0.009 fb=0.009 (FoS)40.250 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.022 ft=-0.022 ft=-0.007 ft=-0.007 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.021 fb=0.021 fb=0.007 fb=0.007 40.372 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=-0.018 ft=-0.018 ft=-0.006 ft=-0.006 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb 0.018 fb=0.018 fb=0.006 fb=0.006 (1.0 Ls)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 1 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Casting Yard Location from DC Service I End of Girder (KSI) (KSI) (ft) (O.Oy o.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 0.500 ft=-0.042 ft=-0.042 fb=0.042 fb=0.042 1.128 ft=-0.094 ft=-0.094 fb=0.092 fb=0.092 1.250 ft=-0.103 ft=-0,103 fb=0.102 fb=0.102 (H)1.500 ft=-0.123 ft=-0.123 fb=0.122 1 fb=0.122 1.505 ft=-0.126 ft=-0.126 fb=0.124 fb=0.124 1.625 ft=-0.135 ft=-0.135 fb=0.133 fb=0.133 (Bar Develop.)2.041 ft=-0.168 ft=-0.168 fb=0.165 1 fb=0.165 (CS)2.417 ft=-0.197 ft=-0.197 fb=0.194 fb=0.194 2.750 ft=-0.222 ft=-0.222 fb=0.219 fb=0.219 (PSXFR,Debond)3.000 ft=-0.240 ft=-0.240 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 41 of 143 51 of 189 Location from DC Service I End of Girder (KSI) (KSI) (ft) fb=0.237 fb=0.237 3.500 ft=-0.277 ft=-0.277 fb=0.273 fb=0.273 (0.1 L9)4.200 ft=-0.326 ft=-0.326 fb=0.321 fb=0.321 4.600 ft=-0.353 ft=-0.353 fb=0.348 1 fb=0.348 (PSXFR,Debond)6.000 ft -0.443 ft -0.443 fb=0.437 fb=0.437 6.128 ft=-0.451 ft=-0.451 fb=0.445 fb=0.445 (0.2L9)8.400 ft=-0.579 ft=-0.579 fb=0.571 fb=0.571 8.700 ft=-0.594 ft=-0.594 fb=0.586 fb=0.586 (PSXFR)9.000 ft -0.609 ft=-0.609 fb=0.601 fb=0.601 12.128 ft=-0.743 ft=-0.743 fb=0.732 fb=0.732 (0.3L9)12.600 ft=-0.760 ft=-0.760 fb=0.749 fb=0.749 12.800 ft=-0.766 ft=-0.766 fb=0.756 fb=0.756 (0.49)16.800 ft=-0.868 ft=-0.868 fb=0.856 fb=0.856 16.900 ft=-0.870 ft=-0.870 fb=0.857 fb=0.857 (0.5L9)21.000 ft=-0.904 ft=-0.904 fb=0.891 fb=0.891 25.100 ft=-0.870 ft=-0.870 fb=0.857 fb=0.857 (D.6L9)25.200 ft=-0.868 ft=-0.868 fb 0.856 fb 0.856 29.200 ft=-0.766 ft=-0.766 fb=0.756 fb=0.756 (0.7L9)29.400 ft=-0.760 ft=-0.760 fb=0.749 fb=0.749 29.872 ft=-0.743 ft=-0.743 fb=0.732 fb=0.732 (PSXFR)33.000 ft=-0.609 ft=-0.609 fb=0.601 fb=0.601 33.300 ft=-0.594 ft=-0.594 fb=0.586 fb=0.586 (0.8L9)33.600 ft=-0,579 ft=-0.579 fb=0,571 fb=0.571 35.872 ft=-0.451 ft=-0,451 fb=0.445 fb=0.445 (PSXFR,Debond)36.000 ft=-0.443 ft=-0.443 fb=0.437 fb=0,437 37.400 ft=-0.353 ft=-0.353 fb=0.348 fb=0.348 (0.9L9)37.800 ft=-0.326 ft=-0.326 fb=0.321 fb=0.321 38.500 ft=.0.277 ft=-0.277 fb=0.273 fb=0.273 Rridaa• NACVPRNAN HATCH Tnh• n?R7 h/1(1/�nl Fi Page 42 of 143 52 of 189 Location from DC Service I End of Girder (KSI) (KSI) (ft) (PSXFR,Debond)39.000 ft=-0.240 ft=-0.240 fb=0.237 fb=0.237 39.250 ft=-0.222 ft=-0.222 fb=0.219 fb=0.219 (CS)39.583 ft=-0.197 ft=-0.197 fb=0.194 fb=0.194 (Bar Develop.)39.959 ft=-0.168 ft=-0.168 fb=0.165 fb=0.165 40,375 ft=-0.135 ft=-0.135 fb=0.133 fb=0.133 40.495 ft=-0.126 ft=-0.126 fb=0.124 fb=0.124 (H)40.500 ft=-0.123 ft=-0.123 fb=0.122 fb=0.122 40.750 ft=-0.103 ft=-0.103 fb=0.102 fb=0.102 40.872 ft=-0.094 ft=-0.094 fb=0.092 fb=0.092 41.500 ft=-0.042 ft=-0.042 fb=0.042 fb=0.042 (1.0L9)42.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 Girder Placement Location from DC Service I End of Girder (KSI) (KSI) (ft) (o.OLs)0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 0.628 ft=-0.051 ft=-0.051 fb=0.051 fb 0.051 (FoS)0.750 ft=-0.061 ft=-0.061 fb=0.060 fb=0.060 1.000 ft=-0.081 ft=-0.081 fb=0.080 fb=0.080 1.005 ft=-0.083 ft=-0.083 fb=0.081 fb 0.081 1.125 ft=-0.092 ft=-0.092 fb=0.091 fb=0.091 (H)2.250 ft=-0.179 ft=-0.179 fb=0.176 fb=0.176 (PSXFR,Debond)2.500 ft=-0.197 ft=-0.197 fb=0.195 fb=0.195 (1.51-1)3.000 ft=-0.234 ft=-0.234 fb=0.231 fb=0.231 3.700 ft=-0.283 ft=-0.283 fb=0.279 fb=0.279 (0.1 Ls)4.100 ft=-0.310 ft=-0.310 fb=0.306 1 fb=0.306 (PSXFR,Debond)5.500 ft=-0.400 ft=-0.400 fb=0.395 fb=0.395 5.628 ft=-0.408 ft=-0.408 fb=0.402 fb=0.402 7.900 ft=-0.536 ft=-0.536 fb=0.528 fb=0.528 (0.21-s)8.200 ft=-0.551 ft=-0.551 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 43 of 143 53 of 139 Location from DC Service I End of Girder (KSI) (KSI) (ft) fb=0.544 fb=0.544 (PSXFR)8.500 ft=-0,566 ft=-0.566 fb=0.558 fb=0,558 11.628 ft=-0.700 ft=-0.700 fb=0.690 fb=0.690 12.100 ft=-0.717 ft=-0.717 fb=0.707 fb=0.707 (0.31-s)12.300 ft=-0.723 ft=-0.723 fb=0.713 fb=0.713 16.300 ft=-0.825 ft=-0.825 fb=0.813 fb=0.813 (0.4L5)16.400 ft=-0.827 ft=-0.827 fb=0.815 fb=0.815 (0.51-s)20.500 ft=-0.861 ft=-0.861 fb=0.849 1 fb=0.849 (0.6Ls)24.600 ft=-0.827 If,=-0.827 fb=0.815 fb=0.815 24.700 ft=-0.825 ft=-0,825 fb=0.813 fb=0.813 (0.71-5)28,700 ft=-0.723 ft=-0.723 fb=0.713 fb=0.713 28.900 ft=-0.717 ft=-0.717 fb=0.707 fb=0.707 29.372 ft=-0.700 ft=-0.700 fb=0.690 fb=0.690 (PSXFR)32.500 ft=-0.566 ft=-0.566 fb=0.558 fb=0,558 (0.8L5)32.800 ft=-0.551 ft=-0.551 fb=0.544 fb=0.544 33.100 ft=-0.536 ft=-0.536 fb=0.528 fb=0.528 35.372 ft=-0.408 ft=-0.408 fb=0.402 fb=0.402 (PSXFR,Debond)35.500 ft=-0.400 ft=-0.400 fb=0.395 fb=0.395 (0.91-s)36.900 ft=-0.310 ft=-0.310 fb=0.306 fb=0.306 37.300 ft=-0.283 ft=-0.283 fb=0.279 fb=0.279 (1.5H)38.000 ft=-0.234 ft=-0.234 fb=0.231 fb=0.231 (PSXFR,Debond)38.500 ft=-0.197 ft=-0.197 fb=0.195 fb=0,195 (H)38.750 ft=-0.179 ft=-0.179 fb=0.176 fb=0.176 39.875 ft=-0.092 ft=-0.092 fb=0.091 fb=0.091 39.995 ft=-0.083 ft=-0.083 fb=0.081 fb=0.081 40.000 ft=-0.081 ft=-0.081 fb=0.080 fb=0.080 (FoS)40.250 ft=-0.061 ft=-0.061 fb=0.060 fb=0.060 40.372 ft=-0.051 ft=-0.051 fb 0.051 fb 0.051 12,; aRo• N/TOVT7V-KTARTT-TArPOTT T-'k. 1))Q7 �finf�nl� Page 44 of 143 54 of 189 Location from DC Service I End of Girder (KSI) (KSI) (ft) (1.OL5)41.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 Deck and Diaphragm Placement(Bridge Site 1) Location from DC DW 4DC YDW Service Left Support (KSI) (KSI) (KSI) (KSI) (KSI) (ft) (O.OLS)0.000 ft=0.000 ff=0.000 ft=0.000 ff=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ff=0.000 ft=0.000 ft=-0.051 ff=0.000 ft=-0.051 fb=0.000 fb=0.000 fb=0.051 fb=0.000 fb=0.051 (FoS)0.750 ft=0.000 ft=0.000 ft=-0.061 ft=0.000 ft=-0.061 fb=0.000 fb=0.000 fb=0.060 fb=0.000 fb=0.060 1.000 ft=0.000 ft=0.000 ft=-0.081 ft=0.000 ft=-0.081 fb=0.000 fb=0.000 fb=0.080 fb=0.000 fb=0.080 1.005 ff=0.000 ff=0.000 ft=-0.083 ff=0.000 ff=-0.083 fb=0.000 fb=0.000 fb=0.081 fb=0.000 fb=0.081 1.125 ft=0.000 ft=0.000 ft=-0.092 ft=0.000 ft=-0.092 fb=0.000 fb=0.000 fb=0.091 fb=0.000 fb=0.091 (Bar Develop.)1.541 ff=0.000 ft=0.000 ft=-0.125 ft=0.000 ft=-0.125 fb=0.000 fb=0.000 fb=0.123 fb=0.000 fb=0.123 (H).2.250 ft=0.000 ft=0.000 ft=-0.179 ft=0.000 ft=-0.179 fb=0.000 fb=0.000 fb=0.176 1 fb=0.000 fb=0.176 (PSXFR,Debond)2.500 ff=0.000 ft=0.000 ft=-0.197 ft=0.000 ft=-0.197 fb=0,000 fb=0.000 fb=0.195 fb=0.000 fb=0.195 (1.51,1)3.000 ft=0.000 ft=0.000 ft=-0.234 ft=0.000 ff=-0,234 fb=0.000 fb=0.000 fb=0.231 fb=0.000 fb=0.231 3.700 ff=0.000 ft=0.000 ft=-0.283 ff=0.000 ft=-0.283 fb=0.000 fb=0.000 fb=0.279 fb=0.000 fb=0.279 (0.1 Ls)4.100 ft=0.000 ft=0.000 ft=-0.310 ff=0.000 ff=-0.310 fb=0.000 fb=0.000 fb=0.306 fb=0.000 fb=0.306 (PSXFR,Debond)5.500 ff=0.000 ft=0.000 ft=-0.400 ft=0.000 ft=-0.400 fb=0.000 fb=0.000 fb=0.395 fb=0.000 fb=0.395 5.628 ff=0.000 ft=0.000 ff=-0.408 ft=0.000 ft=-0.408 fb=0.000 fb=0.000 fb=0.402 fb=0.000 fb=0.402 7.900 ff=0.000 ft=0.00 ff=-0,536 ft=0.000 ft=-0.536 fb=0.000 fb 0.000 fb=0.528 fb=0.000 fb=0.528 (0.21-S)8.200 ft=0.000 ft=0.000 ff=-0.551 ft=0.000 ft=-0.551 fb=0,000 fb=0.000 fb=0.544 fb=0.000 fb=0.544 (PSXFR)8.500 ft=0.000 ff=0.000 ff=-0.566 ft=0.000 ft=-0.566 fb=0.000 It,=0,000 fb=0.558 fb=0.000 jfb7 11.628 ft=0.000 ft=0.000 ft=-0.700 ft=0.000 fb=0.000 fb=0.000 fb=0.690 fb=0.000 12.100 ff=0.000 ft=0.000 ft=-0.717 ft=0.000 fb=0.000 fb=0,000 fb=0.707 fb=0.000 (0.31-S)12.300 ft=0.000 ft=0.000 ft=-0.723 ft=0.000 ft=-0.723 fb=0.000 fb=0.000 fb=0.713 fb=0.000 fb=0.713 16.300 ft=0.000 ft=0.000 ft=-0.825 ft=0.000 ft=-0.825 fb=0.000 fb=0.000 fb=0.813 fb=0.000 fb=0.813 (0.4LS)16.400 ft=0.000 ff=0.000 ft=-0.827 ft=0.000 ft=-0.827 fb=0.000 fb=0.000 fb=0.815 fb=0.000 fb=0.815 (0.51-S)20.500 ft=0.000 ft=0.000 ft=-0.861 ft=0.000 ft=-0.861 fb=0.000 fb=0.000 fb=0.849 fb=0.000 fb=0.849 (0.61-S)24.600 ft=0.000 ff=0.000 ft=-0.827 1 ft=0.000 ft=-0.827 fb=0.000 fb=0.000 fb=0.815 fb=0.000 fb=0.815 24.700 ff=0.000 ft=0.000 ft=-0.825 ft=0.000 it=-0.825 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 45 of 143 55 of 189 Location from DC DW 4DC YDW Service Left Support (KSI) (KSI) (KSI) (KSI) (KSI) (ft) fb=0.000 fb=0.000 fb=0.813 fb=0.000 fb=0.813 (0.71-s)28.700 ft=0.000 ft=0.000 ft=-0.723 ft=0.000 ft=-0.723 fb=0,000 fb=0.000 fb=0.713 fb=0.000 fb=0.713 28.900 ft=0.000 ft=0.000 ft=-0.717 ft=0.000 ft=-0.717 fb=0.000 fb=0.000 fb=0.707 fb=0.000 fb=0.707 29,372 ft=0.000 ft=0.000 ft=-0.700 ft=0.000 ft=-0.700 fb=0.000 fb=0.000 fb=0.690 fb=0.000 fb=0.690 (PSXFR)32.500 ft=0.000 ft=0.000 ft=-0.566 ft=0.000 ft=-0.566 fb=0.000 fb=0.000 fb=0.558 fb=0.000 fb=0.558 (0.81-s)32.800 ft=0.000 ft=0.000 ft=-0.551 ft=0.000 ft=-0.551 fb=0.000 fb=0.000 fb=0.544 1 fb=0.000 fb=0.544 33.100 ft=0.000 ft=0.000 ft=-0.536 ft=0.000 ft=-0.536 fb=0.000 fb=0.000 fb=0.528 fb=0.000 fb=0.528 35.372 ft=0.000 ft=0.000 ft=-0.408 ft=0.000 ft=-0.408 fb=0.000 fb=0.000 fb=0.402 fb=0.000 fb=0.402 (PSXFR,Debond)35.500 ft=0.000 ft=0.000 ft=-0.400 ft=0.000 ft=-0,400 fb=0.000 fb=0.000 fb=0.395 1 fb=0.000 fb=0.395 (0.91-s)36.9DO 'ft=0.000 ft=0.000 ft=-0.310 ft=0.000 ft=-0.310 fb=0.000 fb=0.000 fb=0.306 fb=0.000 fb=0.306 37.300 ft=0.000 ft=0.000 ft=-0.283 ft=0.000 ft=-0.283 fb=0.000 fb=0.000 fb=0.279 fb=0.000 fb=0.279 (1.51-1)38.000 ft=0.000 ft=0.000 ft=-0.234 ft=0.000 ft=-0.234 fb=0.000 fb=0.000 fb=0.231 fb=0.000 fb=0.231 (PSXFR,Debond)38.500 ft=0.000 ft=0.000 ft=-0.197 ft=0.000 ft=-0.197 fb=0.000 fb=0.000 fb=0.195 fb=0.000 fb=0.195 (H)38.750 ft=0.000 ft=0.000 ft=-OA 79 ft=0.000 ft=-0.179 fb=0.000 fb=0.000 fb=0.176 fb=0.000 fb=0.176 (Bar Develop.)39.459 ft=0.000 ft=0.000 ft=-0.125 ft=0.000 ft=-0.125 fb=0.000 fb=0.000 fb=0.123 fb=0.000 fb=0.123 39.875 ft=0.000 ft=0.000 ft=-0.092 ft=0.000 ft=-0.092 fb=0.000 fb=0.000 fb=0.091 fb=0.000 fb=0.091 39.995 ft=0.000 ft=0.000 ft=-0.083 ft=0.000 ft=-0.083 ft)=0.000 fb=0.000 fb=0.081 fb=0.000 fb=0.081 40.000 ft=0.000 ft=0.000 ft=-0.081 ft=0.000 ft=-0.081 fb=0,000 fb=0.000 fb=0.080 fb=0.000 fb=0.080 (FoS)40.250 ft=0.000 ft=0.000 ft=-0.061 ft=0.000 ft=-0.061 fb=0.000 fb=0.000 fb=0.060 fb=0.000 fb=0.060 40.372 ft=0.000 ft=0.000 ft=-0.051 ft=0.000 ft=-0.051 fb=0.000 fb=0.000 fb=0.051 fb=0.000 fb=0.051 (1.OLs)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 lfb=0'000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Final without Live Load(Bridge Site 2) Location from DC DW 3 DC 4 DW Service I Left Support (KSI) (KSI) (KSI) (KSI) (KSI) (ft) (O.OLS)0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ft=-0.002 ft=-0.018 ft=-0.053 ft=-0.018 ft=-0.071 fb=0.002 fb=0.018 fb=0.053 fb=0.018 fb=0.070 (FoS)0.750 ft=-0.002 ft=-0.022 ft=-0.063 ft=-0.022 ft=-0.085 fb=0.002 fb=0.021 fb=0.063 fb=0.021 fb=0.084 1.000 ft=-0.003 ft=-0,029 ft=-0.084 ft=-0.029 ft=-0.112 fb=0.003 fb=0,028 fb=0.083 fb=0.028 fb=0.111 1.005 ft=-0.003 ft=-0.029 ft=-0.086 ft=-0.029 ft=-0.115 fb=0.003 fb=0.029 fb=0.084 fb=0.029 fb=0.113 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 46 of 143 56 of 189 Location from DC DW YDC 4DW Service Left eft)port (KSI) (KSI) (KSI) (KSI) (KSI) 1.125 ff=-0.003 ft=-0.033 ft=-0.095 ft_.-0.033 ff=-0.128 fb=0.003 fb=0.032 fb=0.094 fb=0.032 fb=0.126 (Bar Develop.)1.541 ft=-0.004 ft=-0.044 ft=-0.129 ff=-0.044 IF,=-0.173 fb=0.004 fb=0.043 fb=0.127 fb=0.043 fb=0.171 (H)2.250 ft=-0.006 ft=-0.063 ff=-0.185 ft=-0.063 ft=-0.248 IF,=0.006 fb=0.062 fb=0.183 fb=0.062 IF,=0.245 (PSXFR,Debond)2.500 ff=-0.007 ft=-0.070 ft=-0.204 ft=-0.070 ft=-0.274 fb=0.007 fb=0.069 fb=0.202 fb=0.069 fb=0.270 (1.51-1)3.000 IF,=-0.008 ft=-0.083 ft=70.242 ft=-0.083 IF,=-0.325 fb=0.008 fb=0.082 fb=0.239 fb=0.082 fb=0.320 3.700 ft=-0.010 ft=-0.100 ft=-0.293 ff=-0.100 ft=-0.393 fb=0.010 fb=0.099 fb=0.289 fb=0.099 fb=0.388 (0.1 Ls)4.100 ft=-0.011 ft=-0.110 ft=-0.321 ft=-0.110 ft=-0.431 fb=0.011 fb=0.108 fb=0.317 fb=0.108 fb=0.425 (PSXFR,Debond)5.500 ft=-0.014 ff=-0.142 ft=-0.414 ft=-0.142 it=-0.556 fb=0.014 fb=0.140 fb=0.409 fb=0.140 fb=0.548 5.628 ft=-0.014 ft=-0.144 ft=-0.423 ft=-0.144 IF,=-0.567 fb=0.014 fb=0.142 fb=0.417 fb=0.142 fb=0.559 7.900 ft=-0.019 ff=-0.190 ft=-0.555 ft=-0.190 IF,=-0.745 fb=0.019 fb=0.187 fb=0.547 fb=0.187 fb=0.734 (0.21-s)8,200 ft=-0.020 ff=-0.195 ft=-0.571 ft=-0.195 ft=-0,766 fb=0.019 1 fb=0.192 fb=0.563 fb=0.192 fb=0.755 (PSXFR)8.500 IF,=-0.020 ft=-0.200 ft=-0,586 ft=-0.200 ft=-0.787 .fb=0.020 fb=0.198 fb=0.578 fb=0.198 fb=0.776 11.628 ft=-0.025 ft=-0.248 ft=-0.725 ff=-0.248 ft=-0.972 fb=0.024 fb=0.244 fb=0.715 fb=0.244 fb=0.959 12.100 ft=-0.025 ft=-0.254 ft=-0.742 ft=-0.254 ft=-0.996 fb=0.025 1 fb=0.250 fb=0.732 fb=0.250 IF,=0.982 (0.31-s)12.300 ft=-0.026 ft=-0.256 ft=-0.749 IF,=-0.256 ft=-1.005 fb=0,025 fb=0.252 fb=0.739 fb=0.252 IF,=0.991 . 16.300 ft=-0.029 ft=-0,292 IF.=-0.854 ft=-0.292 IF,=-1.146 fb=0.029 fb=0.288 fb=0.842 fb=0.288 fb=1.130 (0.41-s)16.400 ft=-0.029 ft=-0.293 ft=-0.856 IF,=-0.293 ft=-1.149 fb=0.029 fb=0.288 fb=0.844 fb=0.288 fb=1.132 (0.5Ls)20.500 ft=-0.030 ft=-0.305 ft=-0.892 ft=-0.305 ft=-1.196 fb=0.030 fb=0.300 fb=0.879 fb=0.300 fb=1.180 (0.61-s)24.600 ft=-0.029 ft=-0.293 ft=-0.856 ft=-0.293 ft=-1.149 fb=0.029 fb=0.288 fb=0.844 fb=0.298 fb=1.132 24.700 ft=-0.029 ft=-0.292 ft=-0.854 ff=-0.292 IF,=-1.146 fb=0.029 1 fb=0.288 IF,=0.842 fb=0.288 fb=1.130 (0.71-s)28,700 ft=-0.026 ft=-0.256 ff=-0.749 ff=-0.256 ft=-1.005 fb=0.025 fb=0.252 fb=0.739 fb=0.252 fb=0.991 28.900 ft=-0,025 ft=-0.254 ft=-0.742 ft=-0.254 ft=-0.996 fb=0.025 fb=0.250 fb=0.732 fb=0.250 fb=0.982 29.372 ft=-0.025 ft=-0.248 ft=-0.725 ft=-0.248 ft=-0.972 fb=0.024 1 fb=0.244 fb=0.715 fb=0.244 fb=0.959 (PSXFR)32.500 ft=-0.020 ft=-0.200 ft=-0.586 ff=-0.200 ft=-0.787 fb=0.020 fb=0.198 fb=0.578 fb=0.198 fb=0.776 (0.81-s)32.800 ft=-0.020 ft=-0.195 ft=-0.571 ft=-0.195 ft=-0.766 fb=0.019 fb=0.192 fb=0.563 fb=0.192 fb=0.755 33.100 ft=-0.019 ff=-0.190 IF,=-0.555 ft=-0.190 ft=-0.745 fb=0.019 fb=0.187 fb=0.547 fb=0.187 fb=0.734 35.372 ff=-0.014 it=-0.144 ft=-0.423 ft=-0.144 ff=-0.567 fb=0.014 fb=0.142 fb=0.417 fb=0.142 fb=0.559 (PSXFR,Debond)35.500 ff=-0.014if,=-0.142 ff=-0.414 ft=-0.142 ft=-0.556 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 47 of 143 57 of 189 Location from DC DW IDC 4DW Service 1 Left Support (KSI) (KSI) (KSI) (KSI) (KSI) (ft) fb=0.014 fb=0.140 fb=0.409 fb=0.140 fb=0.548 (0.91-5)36.900 ft=-0.011 ft=-0.110 ft=-0.321 ft=-0.110 ft=-0.431 fb=0.011 fb=0.108 fb=0.317 fb=0.108 fb=0.425 37.300 ft=-0.010 ft=-0.100 ft=.0.293 ft=-0.100 ft=-0.393 fb=0.010 fb=0.099 fb=0.289 fb=0.099 fb=0.388 (1.5H)38.000 ft=-0.008 ft=-0.083 ft=-0.242 ft=-0.083 ft=-0.325 fb=0.008 fb=0.082 fb=0.239 fb=0.082 It,=0.320 (PSXFR,Debond)38.500 ft=-0.007 ft:=-0.070 ft=-0.204 ft=-0.070 ft=-0.274 fb=0.007 fb=0.069 fb=0.202 fb=0.069 fb=0.270 (H)38.750 ft=-0.006 ft=-0.063 ft=-0.185 ft=-0.063 ft=-0.248 fb=0.006 fb=0,062 fb=0.183 fb=0.062 It,=0.245 (Bar Develop.)39.459 ft=-0.004 ft=-0.044 ft=-0.129 ft=-0.044 ft=-0.173 fb=0.004 fb=0.043 fb=0.127 fb=0.043 fb=0.171 39.875 ft=-0.003 ft=-0.033 ft=-0.095 ft=-0.033 ft=-0.128 fb=0.003 fb=0.032 fb=0.094 'fb=0.032 fb=0.126 39.995 ft=-0.003 ft=-0.029 ft=-0.086 ft=-0.029 ft=-0.115 fb=0.003 fb=0.029 fb=0.084 fb=0.029 fb=0.113 40.000 ft=-0.003 ft=-0.029 ft=-0.084 ft=-0.029 ft=-0.112 fb 0.003 fb=0.028 fb 0.083 fb=0.028 fb=0.111 (FoS)40.250 ft=-0.002 ft=-0.022 ft=-0.063 ft=-0.022 ft=-0.085 fb=0.002 fb=0.021 fb=0.063 fb=0.021 fb=0.084 40.372 f=-0.002 ft=-0.018 ft=-0.053 ft=-0.018 ft=-0.071 fb=0.002 fb=0.018 fb=0.053 fb=0.018 fb=0.070 (1.OL5)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Final with Live Load(Bridge Site 3) Location from DC DW 4DC 3DW Left Support (KSI) (KSI) (KSI) (KSI) (ft) (O.OLS)0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ft=0.000 ft=0.000 ft=-0.053 ft=-0.018 fb=0.000 fb=0.000 fb=0.053 fb=0.018 (FoS)0.750 ft=0.000 ft=MOO ft=-0.063 ft=-0.022 fb=0.000 fb=0.000 f5=0.063 fb=0.021 1.000 ft=0.000 ft=0.000 ft=-0.084 ft=-0.029 fb=0.000 fb=0.000 fb=0.083 fb=0.028 1.005 ft=0.000 ft=0.000 ft=-0.086 ft=-0.029 fb=0.000 fb=0.000 fb=0.084 fb=0.029 1.125 ft=0.000 ft=0.000 ft=-0.095 ft=-0.033 fb=0.000 fb=0.000 fb=0.0941 fb=0.032 (Bar Develop.)1.541 ft=0.000 ft=0.000 ft=-0.129 ft=-0.044 fb=0.000 fb=0.000 fb=0.127 fb=0.043 (CS)1.917 ft=0.000 ft=0.000 ft=-0.159 ft=-0.054 fb=0.000 fb=0.000 fb=0.157 fb=0.054 (H)2.250 ft=0.000 ft=0.000 ft=-0.185 ft=-0.063 fb=0.000 fb=0.000 fb=0.183 fb=0.062 (PSXFR,Debond)2.500 ft=0.000 ft=0.000 ft=-0.204 ft=-0.070 fb=0.000 fb=0.000 fb=0.202 fb=0.069 (1.5H)3.000 ft=0.000 ft=0.000 ft=-0.242 ft=-0.083 fb=0.000 fb=0.000 fb=0.239 f5=0.082 3.700 ft=0.000 ft=0.000 ft=-0.293 ft=-0.100 fb='0.000 fb=0.000 fb=0.289 fb=0.099 (0.1 Ls)4.100 ft=0.000 ft=0.000 ft=-0.321 ft=-0.110 fb=0.000 fb 0.000 fb=0.317 fb=0.108 T2,-M- A/T(''TIRT?RT O AT A A rPrTJ T-k- n7 Q 7 ti i 1 n i�n 1 ti Page 48 of 143 58 of 189 Location from DC DW 4DC iDW Left Support (KSI) (KSI) (KSI) (KSI) (ft) (PSXFR,Debond)5.500 ft=0.000 ft=0.000 ft=-0.414 ft=-0.142 fb=0.000 fb=0.000 fb=0.409 fb=0.140 5.628 ft=0.000 ft=0.000 ft=-0.423 ft=-0.144 fb=0.000 fb=0.000 fb=0.417 fb=0.142 7.900 ft=0.000 ft=0.000 ft=-0.555 ft=-0.190 fb=0.000 fb=0.000 fb=0.547 fb=0.187 (0.21-s)8.200 ft=0.000 ft=0.000 ft=-0.571 ft=-0.195 fb=0.000 fb=0.000 fb=0.563 fb=0.192 (PSXFR)8.500 ft=0.000 ft=0.000 ft=-0.586 ft=-0.200 fb=0.000 fb=0.000 fb=0.578 fb=0.198 11.628 ft=0.000 ft=0.000 ft=-0:725 ft=-0.248 fb=0.000 fb=0.000 fb=0.715 fb=0.244 12.100 ft=0.000 ft=0.000 ft=-0.742 ft=-0.254 fb=0.000 fb=0.000 fb=0.732 fb=0.250 (0.3 Ls)12.300 ft=0.000 ft=0.000 ft=-0.749 ft=-0.256 fb=0.000 fb=0.000 fb=0.739 fb=0.252 16.300 ft=0.000 ft=0.000 ft=-0.854 ft=-0.292 fb=0.000 fb=0.000 fb=D.842 fb=0.288 (0.4Ls)16.400 ft=0.000 ft=0.000 ft=-0.856 ft=-0.293 fb=0.000 fb=0.000 fb=0.844 fb=0.288 (0.51-s)20.500 ft=0.000 ft=0.000 ft=-0.892 ft=-0.305 fb=0.000 fb=0.000 fb=0.879 fb=0.300 (0.61-s)24.600 ft=0.000 ft=0.000 ft=-0.856 ft=-0.293 fb=0.000 fb=0.000 fb=0.844 fb=0.288 24.700 ft=0.000 ft=0.000 ft=-0.854 ft=-0.292 fb=0.000 fb=0.000 fb=0.842 fb=0.288 (0.7L5)28.700 ft=O.00D ft=0.000 ft=-0.749 ft=-0.256 fb=0.000 fb=0.000 fb=0.739 fb=0.252 28.900 ft=0.000 ft=0,000 ft=-0.742 ft=-0.254 fb=0.000 fb=0.000 fb=0.732 fb=0.250 29.372 ft=0.000 ft=0.000 ft=-0.725 ft=-0.248 fb=0.000 1 fb=0.000 fb=0.715 fb=0.244 (PSXFR)32.500 ft=0.000 ft=0.000 ft=-0.586 ft=-0.200 fb=0.000 fb=0.000 fb=0.578 1 fb=0.198 (0.8Ls)32.800 ft=0.000 ft=0.000 ft=-0.571 ft=-0.195 fb=0.000 fb=0.000 fb=0.563 fb=0.192 33.100 ft=0.000 ft=0.000 ft=-0.555 ft=-0.190 fb=0.000 fb=0.000 fb=0.547 fb=0.187 35.372 ft=0.000 ft=0.000 ft=-0.423 ft=-0.144 fb=0.000 fb=0.000 fb=0.417 fb=0.142 (PSXFR,Debond)35.500 ft=0.000 ft=0.000 ft=-0.414 ft=-0.142 fb=0.000 fb=0.000 fb=0.409 fb=0.140 (0.9L5)36.900 ft=0.000 ft=0.000 ft=-0.321 ft=-0.110 fb=0.000 fb=0.000 fb=0.317 fb=0.108 37.300 ft=0.000 ft=0.000 ft=-0.293 ft=-0.100 fb=0.000 fb=0.000 fb=0.289 fb=0.099 (1.5H)38.000 ft=0.000 ft=0.000 ft=-0.242 ft=-0.083 fb=0.000 fb=0.000 fb=0.239 fb=0.082 (PSXFR,Debond)38.500 ft=0.000 ft=0.000 ft=-0.204 ft=-0.070 fb=0.000 fb=0.000 fb=0.202 fb=0.069 (H)38.750 ft=0.000 ft=0.000 ft=-0.185 ft=-0.063 fb=0.000 fb=0.000 fb=0.183 fb=0.062 (CS)39.083 ft=0.000 ft=0.000 ft=-0.159 ft=-0.054 fb=0.000 fb=0.000 fb=0.157 fb=0.054 (Bar Develop.)39.459 ft=0.000 ft=0.000 ft=-0.129 ft=-0.044 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 49 of 143 59 of 18E Location from DC DW 4 DC 4 DW Left Support (KSI) (KSI) (KSI) (KSI) (ft) fb=0.000 fb=0.000 fb=0.127 fb=0.043 39.875 ft=0.000 ft=0.000 ft=-0.095 ft=-0.033 fb=0.000 fb=0.000 fb=0.094 fb=0.032 39.995 ft=0.000 ft=0.000 ft=-0.086 ft=-0.029 fb=0.000 fb=0.000 fb=0.084 fb=0.029 40.000 ft=0.000 ft=0.000 ft=-0.084 j ft=-0.029 fb=0.000 fb=0.000 fb=0.083 fb=0.028 (FoS)40.250 ft=0.000 ft=0.000 ft=-0.063 ft=-0.022 fb=0.000 fb=0.000 fb=0.063 fb=0.021 40.372 ft=0.000 ft=0,000 f,=-0.053 ft=-0.018 fb=0.000 fb=0.000 fb=0.053 fb=0.018 (1.OLs)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Stress-Design Vehicles Location from Total Live Load Left Sft'port *LL+IM Design *LL+IM Fatigue Max I Min Max Min (KSI) (KSI) (KSI) (KSI) (O.OLS)0.000 ft=0.00a ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ft=-0.006 ft=-0.159 ft=-0.006 ft=-0.074 fb=0.157 fb=0.006 fb=0,073 fb=0.006 (FoS)0.750 ft=-0.007 ft=-0.189 ft=-0,007 ft=-0.088 fb=0.187 fb=0.007 fb=0.087 fb=0.007 1.000 ft=-0.010 ft=-0.250 ft=-0.010 ft=-0.116 fb=0.247 fb=0.009 fb=0.115 fb=0.009 1.005 ft=-0.010 ft=-0.256 ft=-0.010 ft=-0.119 fb=0.252 fb=0.010 fb=0.117 fb=0.010 1.125 ft=-0.011 ft=-0.285 ft=-0.011 ft=-0.132 fb=0.281 fb=0.011 fb=0.130 fb=0.011 (Bar Develop.)1.541 ft=-0.015 ft=-0.386 ft=-0.015 ft=-0.178 fb=0.380 fb=0.014 fb=0.176 fb=0.014 (CS)1.917 ft=-0.018 ft=-0.474 ft=-0.018 ft=-0.218 fb=0.467 fb=0.018 fb=0.215 fb=0.018 (H)2.250 ft=-0.021 ft=-0.550 ft=-0.021 ft=-0.253 fb=0.543 fb 0.021 fb=0.249 fb 0.021 (PSXFR,Debond)2.500 ft=-0.023 ft=-0.607 ft=-0.023 ft=-0.278 fb=0.598 fb=0.023 fb=0.274 fb=0.023 (1.51-1)3.000 ft=-0.028 ft=-0.716 ft=-0.028 ft=-0.327 fb=0.706 fb=0.027 fb=0,322 fb=0.027 3.700 ft=-0.033 ft=-0.863 ft=-0.033 ft=-0.391 fb=0.850 fb=0.033 fb=0.386 1 fb=0.033 (0.1 Ls)4.100 ft=-0.037 ft=-0.943 ft=-0.037 ft=-0.426 fb=0.930 fb=0.036 fb=0.420 fb=0.036 (PSXFR,Debond)5.500 ft=-0.047 ft=-1.203 ft=-0.047 ft=-0.536 fb=1.187 fb=0.047 fb=0.529 fb=0.047 5.628 ft=-0.048 ft=-1.226 ft=-0.048 ft=-0.546 fb=1.2091 fb=0.047 fb=0.538 fb=0.047 ' 7.900 ft=-0.063 ft=-1.578 ft=-0.063 ft=-0.712 fb=1.556 fb=0.062 fb=0.702 fb=0.062 (0.21-S)8.200 ft=-0.065 ft=-1.618 ft=-0.065 ft=-0.732 fb=1.596 fb=0.064 fb=0.722 fb=0.064 (PSXFR)8.500 ft=-0.067 ft=-1.657 ft=-0.067 ft=-0.751 fb=1.634 fb=0.0661 fb=0.741 fb=0.066 Pr;rla. - TUCKFRRTART NATf'N TrJ%- 0MR 7 ri/1()/?()I ti Page 50 of 143 60 of '189 Location from Total Live Load Left Support *LL+IM Design *LL+IM Fatigue Max Min Max Min (KSI) (KSI) (KSI) (KSI) 11.628 ft=-0.083 ft=-1.978 ft=-0.083 ft=-0.921 fb=1.951 fb=0.081 fb=0.908 fb=0.081 12.106 ft=-0.085 ft=-2.013 ft=-0.085 ft=-0.941 fb=1.985 fb=0,083 fb=0.928 fb=0.083 (0.31-s)12.300 ft=-0.085 ft=-2.027 ft=-0.085 ft=-0.949 fb=1.998 fb=0.084 fb=0.936 fb=0.084 16.300 ft=-0.097 ft=-2.251 ft=-0.097 ft=-1.065 fb=2.220 fb=0.096 fb=1.051 fb=0.096 (0.41-s)16.400 ft=-0.098 ft=-2.256 ft=-0.098 ft=-1.067 fb=2.223 fb=0.096 fb=1.052 fb=0.096 (0.51-5)20.500 ft=-0.102 ft=-2.276 ft=-0.102 ft=-1.086 fb=2.244 fb=0.100 fb=1.070 fb=0.100 (0.6L5)24.600 ft=-0,098 ft=-2.256 ft=-0.098 ft=-1.067 fb=2.223 fb=0.096 fb=1.052 fb=0.096 24.700 ft=-0.097 ft=-2.251 ft=-0.097 ft=-1.065 fb=2.220 fb=0.096 fb=1.051 fb=0.096 (0.71-s)28.700 ft=-0.085 ft=-2.027 ft=-0.085 ft=-0.949 fb=1.998 fb=0.084 fb=0.936 fb=0.084 28.900 ft=-0.085 ft=-2.013 ft=-0.085 ft=-0.941 fb=1.985 fb=0.083 fb=0.928 fb=0.083 29.372 ft=-0.083 ft=-1.978 ft=-0.083 ft=-0.921 fb=1.951 fb=0.081 fti=0.908 fb=0.081 (PSXFR)32.500 ft=-0.067 ft=-1.657 ft=-0.067 ft=-0.751 fb=1.634 fb=0.066 fb=0.741 fb=0.066 (0.81-s)32.800 ft=-0.065 ft=-1.618 ft=-0,065 ft=-0.732 fb=1.596 fb=0.064 fb=0.722 fb=0.064 33.100 ft=-0.063 ft=-1.576 ft=-0.063 ft=-0.712 fb=1.556 fb=0.062 fb=0.702 fb=0.062 35.372 ft=-0,048 ft=-1.226 ft=-0.048 ft=-0.546 fb=1.209 fb=0.047 fb=0.538 fb=0.047 (PSXFR,Debond)35.500 ft=-0.047 ft=-1.203 ft=-0.047 ft=-0.536 fb=1.187 fb=0.047 fti=0,529 fb=0.047 (0.91-s)36.900 ft=-0.037 ft=-0.943 ft=-0.037 ft=-0.426 fb=0.930 fb=0.036 fb=0.420 fb=0.036 37.300 ft=-0.033 ft=-0.863 ft=-0.033 ft=-0.391 fb=0.850 1 fb=0.033 fb=0.386 fb=0.033 (1.51-1)38.000 ft=-0.028 ft=-0.716 ft=-0.028 ft=-0.327 fb=0.706 fb=0.027 fb=0.322 fb=0.027 (PSXFR,Debond)38.500 ft=-0.023 ft=-0.607 ft=-0.023 ft=-0.278 fb=0.598 fb=0.023 fb=0.274 fb=0.023 (H)38.750 ft=-0.021 ft=-0.550 ft=-0.021 ft=-0.253 fb=0.543 fb=0.021 fb=0.249 fb=0.021 (CS)39.083 ft=-0.018 ft=-0.474 ft=-0.018 ft=-0.218 fb=0.467 fb=0.018 fb=0.215 fb=0.018 (Bar Develop.)39.459 ft=-0.015 ft=-0.386 ft=-0.015 ft=-0.178 fb=0.380 fb=0.014 fb=0.176 fb=0.014 39.875 ft=-0.011 ft=-0.285 ft=-0.011 ft=-0.132 fb=0.281 fb=0.011 fb=0.130 fb=0.011 39.995 ft=-0.010 ft=-0.256 ft=-0.010 ft=-0.119 fb=0.252 fb=0.010 fb=0.117 fb=0.010 40.000 ft=-0.010 ft=-0.250 ft=-0.010 ft=-0.116 fb=0.247 fb=0.009 fb=0.115 fb=0.009 (FoS)40.250 ft=-0.007 ft=-0.189 ft=-0.007 ft=-0.088 fb=0.187 fb=0.007 fb=0.087 fb=0.007 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 51 of 143 61 of 189 Location from Total Live Load Left Support *LL+IM Design 'LL+IM Fatigue (ft) Max Min Max Min (KSI) (KSI) (KSI) (KSI) 40.372 ft=-0.006 ft=-0.159 ft=-0.006 ft=-0.074 fb=0.157 fb=0.006 fb=0.073 fb=0.006 (1.01-s)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Live Load values are per girder and include impact. Location from Design Left Support(ft) Service I Service III Fatigue I Max Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (O.OLS)0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.628 ft=-0.077 ft=-0.230 ft=-0.076 ft=-0.199 ft=-0.045 ft=-0.147 fb=0.228 fb=0.076 fb=0.196 fb=0.075 fb=0.145 1 fb=0.044 (FoS)0.750 ft=-0.092 ft=-0.274 ft=-0.091 ft=-0.236 ft=-0.053 ft=-0.174 fb=0.271 fb=0.091 fb=0.233 fb=0,089 fb=0.172 fb=0.053 1.000 ft=-0.122 ft=-0.363 ft=-0.120 ft=-0.313 ft=-0.070 ft=-0.230 fb=0.358 fb=0.120 fb=0.309 fb=0.118 fb=0.228 fb=0.070 1.005 ft=-0.124 ft=-0.370 ft=-0.122 ft=-0.319 ft=-0.072 ft=-0.235 fb=0.365 fb=0.123 fb=0.315 fb=0.121 fb=0.232 fb=0.071 1.125 ft=-0.139 ft=-0.413 ft=-0.137 ft=-0.356 ft=-0.080 ft=-0.262 fb=0.407 fb.=0.137 fb=0.351 fb=0.135 fb=0.259 fb=0.079 (Bar Develop.)1.541 ft=-0.188 ft=-0.559 ft=-0.185 ft=-0.482 ft=-0.109 ft=-0.354 fb=0.551 fb=0.185 fb=0.475 fb=0.183 fb=0.349 fb=0.107 (CS)1.917 ft=-0.232 ft=-0.688 ft=4228 ft=-0.593 ft=-0.134 ft=-0.434 fb=0.678 fb=0.228 fb=0.584 fb=0.225 fb=0.428 fb=0.132 (H)2.250 ft=-0.270 ft=-0.799 ft=-0.265 ft=-0.689 ft=-0.156 ft=-0.504 fb=0.788 fb=0.266 fb=0.6791 fb=0.262 fb=0.497 fb=0.154 (PSXFR,Debond)2.500 ft=-0.298 ft=-0.881 ft=-0.293 ft=-0.760 ft=-0.172 ft=-0.554 fb=0.869 fb=0.293 fb=0.749 fb=0.289 fb=0.547 fb=0.170 (1.51-1)3.000 ft=-0,352 ft=-1.041 ft=-0.347 ft=-0.898 ft=-0.204 ft=-0.653 fb=1.026 fb=0.347 fb=0.885 fb=0.342 fb=0.644 fb=0.201 3.700 ft=-0.426 ft=-1.256 ft=-0.420 ft=-1.083 ft=-0.247 ft=-0.784 fb=1.238 fb=0.420 fb=1.0681 fb=0.414 fb=0.7731 fb=0.243 (0.1 Ls)4.100 ft=-0.467 ft=-1.374 ft=-0.460 ft=-1.185 ft=-0.270 ft=-0.855 fb=1.354 fb=0.461 fb=1.168 fb=0.454 fb=0.843 fb=0.267 (PSXFR,Debond)5.500 ft=-0.603 ft=-1.759 ft=-0.594 ft=-1.519 ft=-0.349 ft=-1.083 fb=1.735 fb=0.595 fb=1,497 fb=0.585 fb=1.068 fb=0.344 5.628 ft=-0.615 ft=-1.793 ft=-0.605 ft=-1.548 ft=-0.356 ft=-1.102 fb=1.768 fb=0.606 fb=1.526 fb=0.597 fb=1.086 fb=0.351 7.900 ft=-0.808 ft=-2.323 ft=-0.795 ft=-2.007 ft=-0.467 ft=-1.441 fb=2.290 fb=0.796 fb=1.979 fb=0.784 fb=1.421 fb=0.461 (0.2Ls)8.200 ft=-0.831 ft=-2.384 ft=-0.818 ft=-2.060 ft=-0.480 ft=-1.481 fb=2.351 fb=0.819 fb=2.032 fb=0.806 fb=1.460 fb=0.474 (PSXFR)8.500 ft=-0.853 ft=-2.444 ft=-0.840 ft=-2.112 ft=-0.493 ft=-1.520 fb=2.410 fb=0.841 fb=2.083 fb=0.828 fb=1.499 fb=0.487 11.628 ft=-1.055 ft=-2.951 ft=-1.038 ft=-2.555 ft=-0.610 ft=-1.867 fb=2.909 fb=1.040 fb=2.519 fb=1.024 fb=1.841 fb=0.601 12.100 ft=-1.080 ft=-3.009 ft=-1.063 ft=-2.606 ft=-0.625 ft=-1.909 fb=2.967 If,=1.065 fb=2.570 fb=1.048 fb=1.883 fb=0.616 (0.3Ls)12.300 ft=-1.090 ft=-3.032 ft=-1.073 ft=-2.627 ft=-0.631 ft=-1.926 fb='2.989 fb=1.075 fb=2.590 fb=1.058 fb=1.899 fb=0.622 16.300 ft=-1.244 ft=-3.397 ft=-1.224 ft=-2.947 I ft=-0.719 ft=-2.171 12.4.a.to• 7%A'O V-P VNT A XT T-T A TO U Wn - W)R7 COM1e Page 52 of 143 62 of 189 Location from Design Left Support port Service I Service III Fatigue I (ftMax Min Max Min Max Min (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) fb=3,350 fb=1.226 fb=2.906 fb=1.207 fb=2.141 fb=0.709 (0.41-s)16.400 IF,=-1.246 ft=-3.403 ft=-1.227 ft=-2.952 ft=-0.721 ft=-2.175 fb=3.356 fb=1.229 fb=2.911 fb=1.209 fb=2.144 fb=0.710 (0.51-s)20.500 ft=-1.298 ft=-3.472 IF,=-1.278 It=-3.017 ft=-0.751 ft=-2.227 fb=3.424 fb=1.280 fb=2.975 fb=1.260 fb=2.195 fb=0.740 (0.6Ls)24.600 ft=-1.246 ft=-3.403 ft=-1.227 ft=-2.952 ft=-0.721 ft=-2.175 fb=3.356 fb=1.229 fb=2.911 fb=1.209 fb=2.144 fb=0.710 24.700 ft=-1.244 ft=-3.397 ff=-1.224 ft=-2.947 ft=-0.719 IF,=-2.171 fb=3.350 fb=1.226 fb=2.906 fb=1.207 fb=2.141 fb=0.709 (0.7Ls)28.700 ft=-1.090 IF,=-3.032 IF=-1.073 ff=-2.627 ft=-0.631 IF.=-1.926 fb=2.989 fb=1.075 fb=2.590 fb=1.058 fb=1.899 fb=0.622 28.900 ft=-1.080 ff=-3.009 ft=-1.063 ft=-2.606 ft=-0.625 IF,=-1.909 fb=2.967 fb=1.066 fb=2.570 fb=1.048 fb=1.883 fb=0.616 29.372 ff=-1.055 ft=-2.951 ft=-1.038 IF,=-2.555 IF,=-0.610 ft=-1.867 fb=2.909 fb=-1,040 fb=2.519 fb=1.024 fb=1.841 fb=0.601 (PSXFR)32.500 ft=-0.853 ft=-2.444 ft=-0.840 ft=-2.112 ft=-0.493 ft=-1.520 fb=2.410 fb=0.841 fb=2.083 fb=0.828 fb=1.499 fb=0.487 (0.81-s)32.800 ft=-0.831 ft=-2.384 ft=-0.818 It=-2.060 ft=-0.480 ft=_-1.481 fb=2.351 fb=0.819 fb=2.032 fb=0.806 fb=1.460 fb=0.474 33.100 ft=-0.808 ft=-2.323 ft=-0.795 ft=-2,007 ft=-0.467 ft=-1.441 fb=2.290 fb=0.796 fb=1.979 fb=0.784 fb=1.421 fb=0.461 35.372 ft=-0.615 IF,=-1.793 IF,=-0.605 ft=-1.548 ft=-0.356 ft=-1.102 fb=1.768 fb=0.606 fb=1.526 fb=0.597 fb=1.086 fb=0.351 (PSXFR,Debond)35.500 ft=-0.603 IF,=-1.759 IF,=-0.594 ft=-1.519 IF,=-0.349 ft=-1.083 fb=1.735 fb=0.595 fb=1.497 fb=0.585 fb=1.068 fb=0.344 (0.91-s)36.900 ft=-0.467 ft=-1.374 IF,=-0.460 It=-1.185 ft=-0.270 ff=-0.855 fb=1.354 fb=0.461 fb=1.168 fb=0.454 fb=0.843 fb=0.267 37.300 IF,=-0.426 IF,=-1.256 IF,=-0.420 ft=-1,083 ft=-0.247 ft=-0.784 fb=1.238 IF,=0.420 fb=1,068 fb=0.414 fb=0,773 fb=0.243 (1.51-1)38,000 ft=-0.352 IF,=-1.041 ff=-0.347 ft=-0.898 1 ft=-0.204 ft=-0.653 fb=1.026 1 fb=0.347 fb=0.885 fb=0.342 fb=0.644 fb=0.201 (PSXFR,Debond)38.500 ft=-0.298 It=-0.881 ft=-0.293 IF,=-0.760 ft=-0.172 ft=-0.554 fb=0.869 fb=0.293 fb=0.749 fb=0.289 fb=0.547 fb=0.170 (H)38.750 ft=-0.270 ft=-0.799 ft=-0.265 ft=-0.689 ff=-0.156 ft=-0.504 fb=0.788 fb=0.266 fb=0.679 fb=0.262 fb=0.497 fb=0.154 (CS)39.083 IF,=-0.232 ft=-0.688 IF,=-0.228 ff=-0.593 ft=-0.134 ft=-0.434 fb=0.678 fb=0.228 fb=0.584 fb=0.225 fb=0.428 fb=0.132 (Bar Develop.)39.459 ft=-0.188 ft=-0.559 IF,=-0.185 ft=-0.482 ft=-0.109 ft=-0.354 fb=0.551 fb=0.185 fb=0.475 fb=0.183 fb=0.349 fb=0.107 39.875 ft=-0.139 It=-0.413 IF,=-0.137 ft=-0.356 1 ft=-0.080 ft=-0.262 fb=0.407 fb=0.137 fb=0.351 fb=0.135 fb=0.259 fb=0.079 39.995 ft=-0.124 ft=-0.370 ff=-0.122 ft=-0.319 ft=-0.072 ft=-0.235 fb=0.365 1 fb=0.123 fb=0.315 fb=0.121 fb=0.232 fb=0.071 40.000 ft=-0.122 ft=-0.363 ft=-0.120 ft=-0.313 ft=-0.070 ft=-0.230 fb=0.358 fb=0.120 fb=0.309 fb=0.118 fb 0.228 fb=0.070 (FoS)40.250 ft=-0.092 ft=-0.274 ft=-0.091 ft=-0.236 ff=-0.053 IF,=-0.174 fb=0.271 fb=0.091 fb=0.233 ft,=0.089 fb=0.172 fb=0.053 40.372 ft=-0.077 ff=-0.230 ft=-0.076 ft=-0.199 ft=-0.045 IF,=-0.147 fb=0.228 fb=0.076 fb=0.196 ib=0.075 fb=0.145 fb=0.044 t: (1.OLs)41.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 "Live Load values are per girder and include impact. Stresses due to Prestress Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 53 of 143 63 of 139 Prestress Stresses Location from Location from Casting Yard Temporary Bridge Site 1 Bridge Site 2 Bridge Site 3 End of Girder Left Support (KSI) Strand (KSI) (KSI) (KSI) (ft) (ft) Removal (KSI) (0.OL9)0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 0.500 (0.01-s)0.000 ft=0.065 ft=0.063 ft=0.058 ft=0.058 ft=0.055 fb=-0.413 fb=-0.400 fb=-0.368 fb=-0.368 fb=-0.355 (H)1.500 1.000 ft=0.194 ft=0.188 ft=0.173 ft=0.173 ft=0.167 fb=-1.241 fb=-1.201 1 fb=-1.108 fb=-1.108 fb=-1.071 (Bar Develop.)2.041 (Bar Develop.)1.541 ft=0.165 ft=0.160 ft=0.147 ft=0.147 ft=0.142 fb=-1.804 fb=-1.744 fb=-1.602 fb=-1.603 fb=-1.551 2.750 (H)2.250 ft=0.223 ft=0.215 ft=0.198 ft=0.198 ft=0.192 fb=-2.432 fb=-2.352 fb=-2.162 fb=-2.164 fb=-2.098 (PSXFR,Debond)3.000 (PSXFR,Debond)2.500 ft=0.243 ft=0.235 ft=0.216 ft=0.216 ft=0.210 fb=-2.654 fb=-2.567 fb=-2.359 fb=-2,362 fb=-2.292 (0.1 L9)4.200 3.700 ft=0.290 ft=0.281 ft=0.258 ft=0.259 ft=0,252 fb=-2.789 fb=-2.697 fb=-2.480 fb=-2.484 fb=-2.420 4.600 (0.1 Ls)4.100 ft=0.306 ft=0.2961 ft=0.272 ft=0.273 ft=0.266 fb=-2.834 fb=-2.740 fb=-2.520 fb=-2.525 fb=-2.462 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 fi=0.361 ft=0.349 fi=0.321 ft=0.322 ft=0.315 fb=-2.991 fb=-2.893 fb=-2.661 fb=-2.667 fb=-2.612 (0.2L9)8.400 7.900 ft=0.455 ft=0.441 ft=0.406 ft=0.407 ft=0.401 fb=-3.260 fb=-3.154 fb=-2.902 fb=-2.912 fb=-2.870 8.700 (0.2L5)8.200 ft=0.467 ft=0.452 ft=0.416 ft=0.417 ft=0.412 fb=-3.293 fb=-3.186 fb=-2.932 fb=-2.942 fb=-2.902 (PSXFR)9.0D0 (PSXFR)8.500 ft=0.479 ft=0.463 ft=0.427 ft=0.428 ft=0.422 fb=-3.327 fb=-3.219 fb=-2.963 fb=-2.973 fb=-2.934 (0.3L9)12.600 12.100 ft=0.480 ft=0.465 ft=0.429 ft=0.430 ft=0.427 fb=-3.334 fb=-3.227 fb=-2.976 fb=-2.990 fb=-2.967 12.800 (0.31-s)12.300 ft=0.480 ft=0.465 ft=0.429 ft=0.431 ft=0.427 fb=-3.334 fb=-3.228 fb=-2.977 fb=-2.990 fb=-2.968 (0.4L9)16.800 16.300 ft=0,481 ft=0.466 ft=0.430 ft=0.432 ft=0.430 fb=-3.339 fb=-3.234 fb=-2.986 fb=-3.001 fb=-2.990 16.900 (0.41-5)16.400 ft=0.481 ft=0.4661 ft=0.430 ft=0.432 ft=0.431 fb=-3.339 fb=-3.234 fb=-2.986 fb=-3.002 fb=-2.990 (0.5L9)21.000 (0.5L5)20.500 ft=0.481 ft=0.466 ft=0.430 ft=0.433 ft=0.431 fb=-3.341 fb=-3.236 fb=.2.989 fb=-3.005 fb=-2.995 25.100 (0.61-s)24.600 ft=0.481 ft=0.466 ft=0.430 ft=0.432 ft=0.431 fb=-3.339 fb=-3.234 fb=-2.986 fb=-3.002 fb=-2.990 (0.6L9)25.200 24.700 ft=0.481 ft=0.466 ft=0.430 ft=0.432 ft=0.430 fb=-3.339 fb=-3.234 fb=-2,986 fb=-3.001 fb=-2.990 29.200 (0.71-s)28.700 ft=0.480 ft=0.465 ft=0.429 ft=0.431 ft=0.427 fb=-3.334 fb=-3.228 fb=-2.977 fb=-2.990 fb=-2.968 (0.71-9)29.400 28.900 ft=0.480 ft=0,465 ft=0.429 ft=0.430 ft=0.427 fb=-3.334 fb=-3.227 fb=.2.976 fb=-2.990 fb=-2.967 (PSXFR)33.000 (PSXFR)32.500 ft=0.479 ft=0.463 ft=0.427 ft=0.428 ft=0.422 fb=-3.327 fb=-3.219 fb=-2.963 fb=-2.973 fb=-2.934 33,300 (0.8L5)32.800 ft=0.467 ft=0.452 ft=0.416 ft=0.417 ft=0.412 fb=-3.293 fb=-3.186 fb=-2.932 fb=-2.942 fb=-2.902 (0.8L9)33.600 33.100 ft=0.455 ft=0.441 ft=0.406 ft=0.407 ft=0.401 fb=-3.260 fb=-3.154 fb=-2.902 fb=-2,912 fb=-2.870 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 ft=0.361 ft=0.349 ft=0.321 ft=0.322 ft=0.315 fb=-2.991 fb=-2.893 fb=-2.661 fb=-2.667 fb=-2.612 37.400 (0.91-s)36.900 ft=0.306 ft=0.296 ft=0.272 ft=0.273 ft=0.266 fb=-2.834 fb=-2.740 fb=-2.520 fb=-2.525 fb=-2.462 (0.9L9)37.800 37.300 ft=0.290 ft=0.281 ft=0.258 ft=0.259 ft=0.252 fb=-2.789 fb=-2.697 fb=-2.480 fb=-2.484 fb=-2.420 Rriricre- N4(''KFRNAN HATCH Tnh• (17R7 611W? 16 Page 54 of 143 64 of 189 Location from Location from Casting Yard Temporary Bridge Site 1 Bridge Site 2 Bridge Site 3 End of Girder Left Support (KSI) Strand (KSI) (KSI) (KSI) (ft) (ft) Removal (KSI) (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 ft=0.243 f1=0.235 ft=0.216 ft=0.216 ff=0.210 fb=-2.654 fb=-2.567 fb=-2.359 fb=-2.362 fb=-2.292 39.250 (H)38.750 ff=0.223 ff=0.215 ff=0.198 ft=0.198 ff=0.192 fb=-2.432 fb=-2.352 fb=-2.162 fb=-2.164 fb=-2.098 (Bar Develop.)39,959 (Bar Develop.)39.459 ff=0.165 ft=0.160 ft=0.147 ft=0.147 ft=0.142 fb=-1.804 fb=-1.744 fb=-1.602 fb=-1.603 fb=-1.551 (H)40.500 40.000 ft=0.194 ft=0.188 ft=0.173 ft=0.173 ft=0.167 fb=-1.241 fb=-1.201 fb=-1.108 fb=-1.108 fb=-1.071 41.500 (1.OLs)41.000 ff=0.065 ff=0.063 ft=0.058 ff=0.058 ft=0.055 fb=-0.413 fb=-0.400 fb=-0.368 fb=-0.368 fb=-0.355 (1.01-9)42.000 ft=0.000 ft=0.000 ft=0.000 ft=0.000 ff=0.000 fo=0.000 fb=0.000 fb=0.000 fb=0.000 fb=0.000 Prestressing Force and Strand Stresses Span 1 Girder A Number of straight strands(Ns)=26(Pjack=1142.51 kip) Number of Adjustable Straight strands(Nh)=0(pjack=0.00 kip) Number of temporary strands(Nt)=0(Pjack=0.00 kip) Temporary Strands pretensioned with permanent strands Total permanent strands(N)=26(Pjack=1142.51 kip) Permanent Strands:Aps=5.642 inz Temporary Strands:Aps=0.000 inz Total Strand Area:Aps=5.642 inz Prestress Transfer Length(Permanent)=36.000 in Prestress Transfer Length(Temporary)=36.000 in Effective Prestress at Mid-Span Loss Stage Permanent Strand Temporary Strand Force Eff.Loss f Force Eff.Loss f p. (kip) (KSI) (KSI) (kip) (KSI) (KSI) At Jacking 1142.51 0.000 202.500 0.00 0,000 0.000 Before Prestress Transfer 1131.34 1.980 200.520 0.00 0.000 0.000 After Prestress Transfer 1067.48 13.298 189.202 0.00 0.000 0.000 At Lifting 1067.48 13.298 189.202 0.001 0.000 0.000 At Shipping 1033.84 19.260 183.240 0.00 0.000 0.000 Before Temporary Strands Removal 1033.84 19.260 183.240 0.00 0.000 0.000 After Temporary Strands Removal 1033.84 19.260 183.240 After Deck Placement 955.16 33.205 169.295 After Superimposed Dead Loads 960.27 32.299 170.201 Final 1 930.451 37.585 164.915 Final with Live Load 956.971 32.884 169.616 Eff.Loss:Effective prestress loss taken as the sum of the actual prestress loss and elastic gainstlosses due to applied loads Specification Check Summary The Specification Check was Successful Specification Checks Specification=WSDOT LRFD-US Units(Copy 1) Strand Stresses[5.9.3] Loss Stage Allowable Permanent Stress Strand Status (KSI) Stress (CID) . (KSI) At Jacking 202.500 202.500 Pass (1.00) After All Losses and Elastic Gains 194.400 169.616 Pass Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 55 of 143 65 of 169 Loss Stage Allowable Permanent Stress Strand Status (KSI) Stress (CID) (KSI) including Live Load Required Concrete Strengths Required fd=4.418 KSI a 4.500 KSI Actual fci=5.000 KSI Required fc=5.343 KSI s 5.400 KSI Actual fc=6.000 KS I Stress Check for Service I for Casting Yard Stage(At Release)[5.9.4.1.2] For temporary stresses before losses in pretensioned components Allowable tensile stress=0.0948°fc,but not more than 0.200 KSI=0.200 KSI Allowable tensile stress=0.2400-f,=0.537 KSI if bonded reinforcement sufficient to resist the tensile force in the concrete is provided. Allowable compressive stress=-0.65f,=-3.250 KSI fcl required to satisfy this stress check=4.195 KSI Location from Prestress Service I Demand Tensile Capacity Tension Compression End of Girder f f f f f f TopP(KSI) Status Status (ft) t b t b r b (KSI) (CID) (CID) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI)(0.01- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Pass Pass 0.500 0.065 -0.413 -0.042 0.042 0.022 -0.372 0.20 Pass Pass (8.93) (8.74) (H)1.500 0.194 -1.241 -0.123 0.122 0.071 -1.120 0.200 Pass I Pass (2.82) (2.90) (Bar Develop.)2.041 0.165 -1.804 -0.168 0.165 -0.003 -1.639 - Pass Pass (-) (1.98) 2.750 0.223 -2.432 -0.222 0.219 0.001 -2.214 0.200 Pass Pass (10+) (1.47) (PSXFR,Debond)3.000 0.243 -2.654 -0.240 0.237 0.003 -2.417 0.200 Pass Pass (10+) (1.34) (0.1L9)4.200 0.290 -2.789 -0.326 0.321 -0.036 -2.467 - Pass Pass (-) (1.32) 4.600 0.306 -2.834 -0.353 0.348 -0.047 -2.485 Pass Pass (-) (1.31) (PSXFR,Debond)6.000 0.361 -2.991 -0.443 0.437 -0.082 -2.554 Pass Pass (-) (1.27) (0.21-9)8.400 0.455 -3.260 -0.579 0.571 -0.123 -2.689 Pass Pass (-) (1.21) 8.700 0.467 -3.293 -0,594 0.586 -0.127 -2.708 Pass Pass (-) (1.20) (PSXFR)9,000 0.479 -3.327 -0.609 0.601 -0.130 -2.726 Pass Pass (0.3L9)12.600 0.480 -3.334 -0.760 0.749 -0.279 -2.585 Pass Pass (-) 0.26) 12.800 0.480 -3.334 -0.766 0.756 -0.286 -2.579 Pass Pass (-) (1.26) (0.4L9)16.800 0.481 -3.339 -0.868 0.856 -0.387 -2.483 Pass Pass (-) (1.31) 16.900 0.481 -3.339 -0.870 0.857 -0.389 -2.482 Pass Pass (-) (1.31) (0.5L9)21.000 0.481 -3.341 -0.904 0.891 -0.423 -2.450 Pass Pass (-)1 (1.33) 25.100 0.481 -3.339 -0.870 0.857 -0.389 -2.482 Pass Pass (-) (1.31) (0.6L9)25.200 0.481 -3.339 -0.868 0.856 -0.387 -2.483 Pass Pass (-) (1.31) 29.200 0.480 -3.334 -0.766 0.756 -0.286 -2.579 Pass Pass (-) (1.26) (0.71- 29.400 0.480 -3.334 -0.760 0.749 -0.279 -2.585 Pass Pass (-) (1.26) (PSXFR)33.000 0.479 -3.327 -0.609 0.601 -0,130 -2.726 Pass Pass (-) (1.19) 33.300 0.467 -3.293 -0.594 0.586 -0.127 -2.708 Pass Pass •1_ __ T.f T7--XT A TT TT A-/ TT T_1-. nnO17 cr1 ninnl c Page 56 of 143 66 of 189 Location from Prestress Service I Demand Tensile Capacity Tension Compression End off Girder ft fb ft fy pt fb Top Bottom Status Status O (C/D) (C/D) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (-) (1.20) (0.81-9)33.600 0.455 -3.260 -0.579 0.571 -0.123 -2.689 Pass Pass H. (1.21) (PSXFR,Debond)36.000 0.361 -2.991 -0.443 0.437 -0.082 -2.554 Pass Pass (-) (1.27) 37.400 0.306 -2.834 -0.353 0.348 -0.047 -2.485 Pass Pass (-) (1.31) (0.9L9)37.800 0.290 -2.789 -0.326 0,321 -0.036 -2.467 - Pass Pass (-) (1.32) (PSXFR,Debond)39.000 0.243 -2.654 -0.240 0.237 0.003 -2.417 0.200 Pass Pass (10+) (1.34) 39.250 0.223 -2.432 -0.222 0.219 0.001 -2.214 0.200 Pass Pass (10+) (1.47) (Bar Develop.)39.959 0.165 -1.804 -0.168 0.165 -0.003 -1.639 - Pass Pass (-) 0.98) (H)40.500 0.194 -1.241 -0.123 0.122 0.071 -1.120 0.200 Pass Pass (2.82) (2.90) 41.500 0.065 -0.413 -0.042 0.042 0.022 -0.372 0.200 Pass Pass (8.93) (8.74) (1.01-9)42.000 0.000 0.000 0.000 0.000 0.000 0.000 -I Pass Pass Stress Check for Service I for Deck and Diaphragm Placement(Bridge Site 1) For stresses at service limit state after losses for components with bonded prestressing tendons other than piles Allowable tensile stress=0.1900°f,=0.465 KSI Allowable compressive stress=-0.45fc=-2.700 KSI fc required to satisfy this stress check=5.343 KSI Location from Prestress Service 1 Demand ITension Compression Left Support Status Status f f f f f f (C/D) (C/D) (ft) (KSI) (KSI) (KSI) (KSI) (KSI) (KS1) (O.OLs)0.000 0.058 -0.368 0.000 0.000 0.058 -0.368 Pass Pass (8.08) (7.33) 1.000 0.173 -1.108 -0.081 0.080 0.092 -1.028 Pass Pass (5.05) (2.63) (Bar Develop.)1,541 0.147 -1.602 -0.125 0.123 0.022 -1.479 Pass Pass (10+) (1.83) (H)2.250 0.198 -2.162 -0.179 0.176 0.019 -1,985 Pass Pass (10+) (1.36) (PSXFR,Debond)2.500 0.216 -2.359 -0.197 0.195 0.019 -2.165 Pass Pass (10+) (1.25) 3.700 0.258 -2.480 -0.283 0.279 -0.025 -2.201 Pass Pass (-) (1.23) (0.1 Ls)4.100 0.272 -2.520 -0.310 0.306 -0.038 -2.214 Pass Pass (-) (1.22) (PSXFR,Debond)5.500 0.321 -2.661 -0.400 0.395 -0.079 -2.266 Pass Pass (-) (1.19) 7.900 0.406 -2.902 -0.536 0.528 -0.130 -2.374 Pass Pass (-) (1.14) (0.2Ls)8.200 0.416 -2. 332 -0.551 0.544 -0.135 -2.389 Pass Pass {-) (1.13) (PSXFR)8.500 0.427 -2.963 -0.566 0.558 -0.140 -2.404 Pass Pass (-) (1.12) 12.100 0.429 -2.976 -0.717 0.707 -0.288 -2.270 Pass Pass (-) (1.19) (0.31-s)12.300 0.429 -2.977 -0.723 0.713 -0.295 -2.264 Pass Pass (-) (1.19) 16.300 0.430 -2.986 -0.825 0.813 -0.395 -2.173 Pass Pass (-) (1.24) (0.41-s)16.400 0.430 -2.986 -0.827 0.815 -0.397 -2.171 Pass Pass (-) (1.24) (0.51-s)20.500 0.430 -2.989 -0.861 0,849 -0.431 -2.140 Pass Pass (-) (1.26) (0.6Ls)24.600 0.430 -2.986 -0.827 0.815 -0.397 -2.171 Pass Pass (-) (1.24) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 57 of 143 67 of 189 Location from Prestress Service I Demand Tension Compression Left Support Status Status (ft) ft fb ft fb ft fb (CID) (CID) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 24.700 0.430 -2.986 -0.825 0.813 -0.395 -2.173 Pass Pass (-) (1.24) (0.7L5)28.700 0.429 -2.977 -0.723 0.713 -0.295 -2.264 Pass Pass (-) (1.19) 28.900 0.429 -2.976 -0.717 0.707 -0.288 -2.270 Pass Pass (-) (1.19) (PSXFR)32.500 0.427 -2.963 -0.566 0.558 -0.140 -2.404 Pass Pass (-) (1.12) (0.8Ls)32.800 0.416 -2.932 -0.551 0.544 -0.135 -2.389 Pass Pass (-) (1.13) 33.100 0.406 -2.902 -0.536 0.528 -0.130 -2.374 Pass Pass (-) (1.14) (PSXFR,Debond)35.500 0.321 -2.661 -0.400 0.395 -0.079 -2.266 Pass Pass H (1.19) (0.9L5)36.900 0.272 -2.520 -0.310 0.306 -0.038 -2.214 Pass Pass (-) (1.22) 37.300 0.258 -2.480 -0.283 0.279 -0.025 -2.201 Pass Pass (-) (1.23) (PSXFR,Debond)38.500 0.216 -2.359 -0.197 0.195 0.019 -2.165 Pass Pass (10+) (1.25) (H)38.750 0.198 -2.162 -0.179 0.176 0.019 -1.985 Pass Pass (10+) (1.36) (Bar Develop.)39.459 0.147 -1.602 -0.125 0.123 0.022 -1,479 Pass Pass (10+) (1.83) 40.000 0.173 -1.108 -0.081 0.080 0.092 -1.028 Pass Pass (5.05) (2.63) (1.OL5)41.000 0.058 -0.368 0.000 0.000 0.058 -0 Pass Pass .368 (8.08) (7.33) Stress Check for Service I for Final without Live Load(Bridge Site 2)[5.9.4.2.1] For stresses at service limit state after losses in other than segmentally constructed bridges due to permanent loads Allowable compressive stress=-0.45fc=-2.700 KSI f.required to satisfy this stress check=4.883 KSI Location from Prestress Service I Demand Compression Left Support Status (ft) ft fb ft fb ft fb (CID) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (0.0L5)0.000 0.058 -0.368 0.000 0.000 0.058 -0.368 Pass (7.33) 1.000 0.173 -1.108 -0.112 0.111 0.061 -0.997 Pass (2.71) (Bar Develop.)1.541 0.147 -1.603 -0.173 0.171 -0.027 -1,432 Pass (1.89) (H)2.250 0.198 -2.164 -0.248 0.245 -0.050 -1.919 Pass (1.41) (PSXFR,Debond)2.500 0.216 -2.362 -0.274 0.270 -0.058 -2.092 Pass (1.29) 3.700 0.259 -2.484 -0.393 0.388 -0,135 -2.096 Pass (1.29) (0.1 Ls)4.100 0,273 -2.525 -0.431 0.425 -0.158 -2.100 Pass (1.29) (PSXFR,Debond)5.500 0.322 -2.667 -0.556 0.548 -0.234 -2.119 Pass (1.27) 7.900 0.407 -2.912 -0.745 0.734 -0.338 -2.178 Pass (1.24) (0.2Ls)8.200 0.417 -2,942 -0.766 0.755 -0.348 -2.187 Pass (1.23) (PSXFR)8.500 0.428 -2.973 -0.787 0.776 -0.358 -2.198 Pass (1.23) 12.100 0,430 -2.990 -0.996 0.982 -0.565 -2.008 Pass (1.34) (0.31-s)12.300 0.431 -2.990 -1.005 0.991 -0.574 -1.999 Pass (1.35) 16.300 0.432 -3.001 -1.146 1.130 -0.714 -1.871 Pass (1.44) 0.432 -3.002 -1.149 1.132 -0.716 -1.869 Pass T2rirlrra• T%4('WP'PNTATT AAW'14 Tnh• 0?97 6/1 0/2n)h Page 58 of 143 88 of 189 Location from Prestress Service I I Demand Compression Left Support Status f f(ft) f f f f (CID) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (0.41-s)16.400 (1.44) (0.5Ls)20.500 0.433 -3.005 -1.196 1.180 -0.764 -1.826 Pass (1.48) (0.6Ls)24.600 0.432 -3.002 -1.149 1.132 -0.716 -1.869 Pass (1.44) 24.700 0.432 -3.001 -1.146 1.130 -0.714 -1.871 Pass (1.44) (0.7Ls)28.700 0.431 -2.990 -1.005 0.991 -0.574 -1.999 Pass (1.35) 28.900 0.430 -2.990 -0.996 0.982 -0.565 -2.008 Pass (1.34) (PSXFR)32.500 0.428 -2.973 -0.787 0.776 -0.358 -2.198 Pass (1.23) (0.8Ls)32.800 0.417 -2.942 -0.766 0.755 -0.348 -2.187 Pass (1.23) 33.100 0.407 -2.912 -0.745 0.734 -0.338 -2.178 Pass (1.24) (PSXFR,Debond)35.500 0,322 -2.667 -0.556 0.548 -0.234 -2.119 Pass (1.27) (0.911s)36.900 0.273 -2.525 -0.431 0.425 -0.158 -2.100 Pass (1.29) 37.300 0.259 -2.484 -0.393 0.388 -0.135 -2.096 Pass (1.29) (PSXFR,Debond)38.500 0.216 -2.362 -0.274 0.270 -0.058 -2.092 Pass (1.29) (H)38.750 0,198 -2.164 -0.248 0.245 -0.050 -1.919 Pass (1.41) (Bar Develop.)39.459 0.147 -1.603 -0.173 0.171 -0.027 -1.432 Pass (1.89) 40.000 0.173 -1.108 -0.112 0.111 0.061 -0.997 Pass (2.71) (1.01-s)41.000 0.058 -0.368 0.000 0.000 0.058 -0.368 Pass (7.33) Stress Check for Compressive Stresses for Service I for Final with Live Load(Bridge Site 3)[5.5.3.1] For stresses at service limit state after losses in other than segmentally constructed bridges due to permanent and transient loads Allowable compressive stress=-0.6f''0=-3.600 KSI f.required to satisfy this stress check=5.069 KSI Location from Prestress Service I Demand Compression Left Support Status (ft) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (CID) (0.01-s)0.000 0.055 -0.355 0.000 0.000 0.055 -0.355 Pass (10+) 1.000 0.167 -1.071 -0.363 0.120 -0.195 -0.951 Pass (3.79) (Bar Develop.)1.541 0.142 -1.551 -0.559 0.185 -0.417 -1.366 Pass (2.64) (H)2.250 0.192 -2.098 -0.799 0.266 -0.607 -1.832 Pass (1.96) (PSXFR,Debond)2.500 0.210 -2.292 -0.881 0.293 -0.671 -1.999 Pass (1.80) 3.700 0.252 -2.420 -1.256 0.420 -1.004 -1.999 Pass (1.80) (0.1 Ls)4.100 0.266 -2.462 -1.374 0.461 -1.108 -2.001 Pass (1.80) (PSXFR,Debond)5.500 0.315 -2.612 -1.759 0.595 -1.444 -2.017 Pass (1.78) 7.900 0.401 -2.870 -2.323 0.796 -1.922 -2.073 Pass (1.74) (0.21-s)8.200 0.412 -2.902 -2.384 0.819 -1.972 -2.083 Pass (1.73) (PSXFR)8.500 0.422 -2.934 -2.444 0.841 -2.021 -2.093 Pass (1.72) 12.100 0.427 -2.967 -3.009 1.065 -2.582 -1.902 Pass Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 59 of 143 69 of 189 Location from Prestress I Service I Demand Compression Left Support Status ft fb ft fb ft f (C/D) (ft) (Kl) (Kq (KSI) (KSI) (KSI) (Ksl) (1.39) (0.31-s)12.300 0.427 -2.968 -3.032 1.075 -2.605 -1.893 Pass (1.38) 16.300 0.430 -2.990 -3.397 1.226 -2.967 -1.763 Pass (1.21) (0.41-s)16.400 0.431 -2.990 -3.403 1.229 -2.973 -1.761 Pass (1.21) (0.5Ls)20.500 0.431 -2.995 -3.472 1.280 -3.041 -1.715 Pass (1.18) (0.61-s)24.600 0.431 -2.990 -3.403 1.229 -2.973 -1.761 Pass (1.21) 24.700 0.430 -2.990 -3.397 1.226 -2.967 -1.763 Pass (1.21) (0.71-s)28.700 0.427 -2.968 -3.032 1.075 -2.605 -1.893 Pass (1.38) 28.900 0.427 -2.967 -3.009 1.065 -2.582 -1.902 Pass (1.39) (PSXFR)32.500 0.422 -2.934 -2.444 0.841 -2.021 -2.093 Pass (1.72) (0.81-s)32.800 0.412 -2.902 -2.384 0.819 -1.972 -2.083 Pass 0.73) 33.100 0.401 -2.870 -2.323 0.796 -1.922 -2.073 Pass (1.74) (PSXFR,Debond)35.500 0.315 -2.612 -1.759 0.595 -1.444 -2.017 Pass (1.78) (0.91-s)36.900 0,266 -2.462 -1.374 0.461 -1.108 -2.001 Pass (1.80) 37.300 0.252 -2.420 -1.256 0.420 -1.004 -1.999 Pass (1.80) (PSXFR,Debond)38.500 0.210 -2.292 -0.881 0.293 -0.671 -1.999 Pass (1.80) (H)38.750 0.192 -2.098 -0,799 0.266 -0.607 -1.832 Pass (1.96) (Bar Develop.)39.459 0.142 -1.551 -0,559 0.185 -0.417 -1.366 Pass (2.64) 40.000 0.167 -1.071 -0.363 0.120 -0.195 -0.951 Pass (3.79) L: EE) 41.000 0.055 -0.355 0.000 0.000 0.055 -0.355 Pass (10+) Stress Check for Tensile Stresses for Service III for Final with Live Load(Bridge Site 3)[5.9.4.2.2] For stresses at service limit state after losses which involve traffic loading in members with bonded prestressing tendons other than piles Allowable tensile stress in the precompressed tensile zone=0.00001fc=0.000 KSI Location from Prestress Service III Demand Tension Left Support fb fb fb Status (ft) (KSI) (KSI) (KSI) (0.01-s)0.000 -0.355 0.000 -0.355 Pass 1.000 -1.071 0.309 -0.762 Pass (Bar Develop.)1.541 -1,551 0.475 -1.076 Pass (H)2.250 -2.098 0.679 -1.419 Pass (PSXFR,Debond)2.500 -2.292 0.749 -1.543 Pass 3.700 -2.420 1.068 -1.352 Pass (0.1 Ls)4.100 -2.462 1.168 -1.294 Pass (PSXFR,Debond)5.500 -2.612 1.497 -1.114 Pass 7.900 -2.870 1.979 -0.891 Pass (0.21-s)8.200 -2.902 2.032 -0,870 Pass (PSXFR)8.500 -2.934 2.083 -0.851 Pass 12.100 -2.967 2.570 -0.397 Pass (0.31-s)12.300 -2.968 2.590 -0.378 Pass 16.300 -2.990 2.906 -0.084 Pass 2.990 2.911 -0.079 Pass RrMori• TUCYFRNAN HATCH Tnh• 0?R7 6/]NMI 6 Page 60 of 143 70 of 189 Location from Prestress Service III Demand Tension Left Support fb fb fb Status (ft) (KSI) (KSI) (KSI) (0.41-s)16.400 (0.51-s)20.500 -2.995 2.975 -0.020 Pass (0.61-s)24.600 -2.9901 2.911 -0.079 Pass 24.700 -2.9901 2.906 -0.084 Pass (0.7Ls)28.700 -2.968 2.590 -0.378 Pass 28.900 -2.967 2.570 -0.397 Pass (PSXFR)32.500 -2.934 2.083 -0.851 Pass (0.8Ls)32.800 -2.902 2.032 -0.870 Pass 33.100 -2.870 1.979 -0.891 Pass (PSXFR,Debond)35.500 -2.612 1.497 -1.114 Pass (0.91-s)36.900 -2.462 1.168 -1.294 Pass 37.300 -2.420 1.068 -1.352 Pass (PSXFR,Debond)38.500 -2.292 0.749 -1.543 Pass (H)38.750 -2.098 0.679 -1.419 Pass (Bar Develop.)39.459 -1.551 0.475 -1.076 Pass 40.000 -1.071 0.309 -0.762 Pass (1.OLs)41.000 -0.355 0.000 -0.355 Pass Stress Check for Compressive Stresses for Fatigue I for Final with Live Load(Bridge Site 3)[5.5.3.1] For stresses at service limit state after losses in other than segmentally constructed bridges due to the Fatigue I load combination and one-half the sum of effective prestress and permanent loads Allowable compressive stress=-0.4f,_-2.400 KSI f.required to satisfy this stress check=5.028 KSI Location from Prestress Fatigue I Demand Compression Left Support Status (ft) ft fb ft fb ft fb (C/D) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (O.OLs)0.000 0.055 -0.355 0.000 0.000 0.028 -0.177 Pass (10+) 1.000 0.167 -1.071 -0.230 0.070 -0.147 -0.466 Pass (5.15) (Bar Develop.)1.541 0.142 -1.551 -0.354 0.107 -0.283 -0.668 Pass (3.59) (H)2.250 0.192 -2.098 -0.504 0.154 -0.408 -0.895 Pass (2.68) (PSXFR,Debond)2.500 0.210 -2.292 -0.554 0.170 -0.449 -0.976 Pass (2.46) 3.700 0.252 -2.420 -0.784 0.243 -0.658 -0.967 Pass (2.48) (0.1Ls)4.100 0.266 -2.462 -0.855 0.267 -0.722 -0.965 Pass (2.49) (PSXFR,Debond)5.500 0.315 -2.612 -1.083 0.344 -0.925 -0.962 Pass (2.49) 7.900 0.401 -2.870 71.441 0.461 -1.240 -0.974 Pass (1.93) (0.21-s)8.200 0.412 -2.902 -1.481 0.474 -1.275 -0.977 Pass (1.88) (PSXFR)8.500 0.422 -2.934 -1.520 0.487 -1.309 -0.980 Pass (1.83) 12.100 0.427 -2,967 -1.909 0.616 1-1.696 -0.868 Pass (1.42) (0.3Ls)12.300 0.427 -2.968 -1.926 0.622 -1.713 -0.862 Pass (1.40) 16.300 0.430 -2.990 -2.171 0.709 -1.956 -0.786 Pass (1.23) (0.4Ls)16.400 0.431 -2.990 -2.175 0.710 -1,960 -0.784 Pass (1.22) (0.51-s)20.500 0.431 -2.995 -2.227 0.740 -2.011 -0.757 Pass (1.19) (0.6Ls)24.600 0.431 -2.990 -2.175 0.710 -1.960 -0.784 Pass (1.22) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 61 of 143 1 of 1009 Location from Prestress Fatigue I Demand Compression Left Support Status (ft) (Ksq (acsq (Ksq (Ksq (Icsp[(K (CID) 24.700 0.430 -2.990 -2.171 0.709 -1.956 Pass (1.23) (0.7L5)28.700 0.427 J-2.968 -1.926 0.622 -1.713 Pass (1.40) 28.900 0.427 -1.909 0.616 -1.696 -0.868 Pass (1.42) (PSXFR)32.500 0.422 -1.520 0.487 -1.309 -0.980 Pass (1.83) (0.811s)32.800 0.412 -2.9D2 -1.481 0.474 -1.275 -0.977 Pass (1.88) 33.100 0.401 -2.870 -1.441 0.461 -1.240H-0.9741 Pass (1.93) (PSXFR,Debond)35.500 0.315 -2.612 -1.083 0.344 -0.925 Pass (2.49) (0.9Ls)36.900 0.266 -2.462 -0.855 0.267 -0.722 Pass (2.49) 37.300 0.252 -2.420 -0.784 0.243 -0.658 Pass (2.48) (PSXFR,Debond)38.500 0.210 -2.292 -0.554 0.170 -0.449 -0.976 Pass (2.46) (H)38.750 0.192 -2.098 -0.504 0.154 -0.408 -0.895 Pass (2.68) (Bar Develop.)39.459 0.142 -1.551 -0.354 0.107 -0.283 -0.668 Pass (3.59) 40.000 0.167 -1.071 -0.230 0.070 -0.147 -0.466 Pass (5.15) (1.01-s)41.000 0.055 -0.355 0.000 0.000 0.028 -0.177 Pass (10+) Positive Moment Capacity for Strength I Limit State for Final with Live Load Stage(Bridge Site 3)[5.7] Location from MU iM� iM,,Min Status Left u port (kip-ft) (kip-ft) (kip-ft) 'Mn Min}''Mn Mu}''Mn (iMn"Mn Min) (iM�/Mu) (O.OLs)0.000 0.00 173.60 0.00 Pass Pass (A) (a) 0.628 78.25 378.84 104.08 Pass Pass (3.64) (4.84) (FoS)0.750 93.07 415.43 123.79 Pass Pass (3.36) (4.46) 1.000 123.16 485.58 163.81 Pass Pass (2.96) (3.94) 1.125 138.04 520.91 183.59 Pass Pass (2.84) (3.77) (Bar Develop.)1.541 186.74 634.87 248.36 Pass Pass (2.56) (3.40) (CS)1.917 229.61 732.41 3D5.38 Pass Pass (2.40) (3.19) (H)2.250 266.75 816.78 354.78 Pass Pass (2,30) (3.06) (PSXFR,Debond)2.500 294.10 877.22 391.16 Pass Pass (2.24) (2.98) (1.51-1)3.000 347.43 933.83 462.08 Pass Pass (2.02) (2.69) 3.700 419.03 1009.10 557.31 Pass Pass (1.81) (2.41) (0.1 Ls)4.100 458.33 1050.23 609.59 Pass Pass (1.72) (2.29) (PSXFR,Debond)5.500 586.71 1144.65 780.33 Pass Pass (1.47) (1.95) 5.628 597.76 1147.98 795.02 Pass Pass (1.44) (1.92) 7.900 773.51 1185.89 953.44 Pass Pass (1.24) (1.53) (0.2Ls)8.200 793.90 1186.79 960.34 Pass Pass (1.24) (1.49) (PSXFR)8.500 813.64 1187.64 967.25 Pass Pass R, .inP• AA(`TtFRTNTANT WOT( T-T Tnh• ()7R7 611niN'lii� Page 62 of 143 72 of 189 Location from Mu 'Mn iMn Min Status Left Support (ft) (ki ft P ) (kip-ft) (kip-ft) 'Mn Min f iM. Mu f iM,, (iMn"Mn Min) ('Mn/Mu) (1.23) (1.46) 11.628 980.30 1194.16 971.31 Pass Pass (1.23) (1.22) 12.100 999.24 1194.08 971.82 Pass Pass (1.23) (1.19) (0.3Ls)12.300 1006.77 1194.05 972.03 Pass Pass (1.23) (1.19) 16.300 1126.36 1193.55 975.12 Pass Pass (1.22) (1.06) (0.41-s)16.400 1128.24 1193.54 975.17 Pass Pass (1.22) (1.06) (0.5Ls)20.500 1148.95 1193.37 976.22 Pass Pass (1.22) (1.04) (0.61-s)24.600 1128.24 1193.54 975.17 Pass Pass (1.22) (1.06) 24.700 1126.36 1193.55 975.12 Pass Pass (1.22) (1.06) (0.7Ls)28.700 1006.77 1194.05 972.03 Pass Pass 28.900 999.24 1194.08 971.82 Pass Pass (1.23) (1.19) 29.372 980.30 1194.16 971.31 Pass Pass (1.23) (1,22) (PSXFR)32.500 813.64 1187.64 967.25 Pass Pass (1.23) (1.46) (0.8Ls)32.800 793.90 1186.79 960.34 Pass Pass (1.24) (1.49) 33.100 773.51 1185.89 953.44 Pass Pass (1.24) (1.53) 35,372 597.76 1147.98 795.02 Pass Pass (1.44) (1.92) (PSXFR,Debond)35.500 586.71 1144.65 780.33 Pass Pass (1,47) (1.95) (0.91-s)36.900 458.33 1050.23 609.59 Pass Pass (1.72) (2.29) 37.300 419.03 1009.10 557.31 Pass Pass (1.81) (2.41) (1.5H)38.000 347.43 933.83 462.08 Pass Pass (2.02) (2.69) (PSXFR,Debond)38.500 294.10 877.22 391.16 Pass Pass (2.24) (2.98) (H)38.750 266.75 816.78 354.78 Pass Pass (2.30) (3.06) (CS)39.083 229.61 732.41 305.38 Pass Pass (2.40) (3.19) (Bar Develop.)39.459 186.74 634.87 248.36 Pass Pass (2.56) (3.40) 39.875 138.04 520.91 183.59 Pass Pass (2.84) (3.77) 40.000 123.16 485.58 163.81 Pass Pass (2.96) (3.94) (FoS)40,250 93.07 415.43 123.79 Pass Pass (3.36) (4.46) 40.372 78.25 378.84 104.08 Pass. Pass (3.64) (4.84) (1.OLs)41.000 0.00 173.60 0.00 Pass Pass (°)I (°) Ultimate Shears for Strength I Limit State for Bridge Site Stage 3[5.8] Location from Stirrups Stirrups IV„I iVn Status Left Support Required Provided (kip) (kip) (iVnNu) (ft) (CS)1.917 Yes Yes 117.47 293.20 Pass (2.50) (H)2.250 Yes Yes 115.87 296.48 Pass Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 63 of 143 73 of 139 Location from Stirrups Stirrups IV iVn Status Left Support Required Provided (kip) (kip) (iVnNu) (ft) (2.56) (PSXFR,Debond)2.500 Yes Yes 114.67 298.98 Pass (2.61) (1.5H)3.000 Yes Yes 112.27 299.90 Pass (2.67) 3.700 Yes Yes 108.91 297.38 Pass (2.73) (0.1L5)4.100 Yes Yes 107.00 296.01 Pass (2.77) (PSXFR,Debond)5.500 Yes ]Yes 100.32 291.76 Pass (2.91) 5.628 Yes 99.72 262.69 Pass (2.63) 7.900 Yes 88.96 258.55 Pass (2.91) (0.21-s)8.200 Yes I Yes 87,54 258.14 Pass (2.95) (PSXFR)8.500 Yes Yes 86.13 257.77 Pass (2.99) 11.628 Yes Yes 71.49 171.12 Pass (2.39) 12.100 Yes Yes 69.29 170.61 Pass (2.46) (0.3Ls)12.300 Yes Yes 68.36 170.42 Pass (2.49) 16.300 Yes Yes 50.89 145.26 Pass (2.85) (0.41-s)16.400 Yes Yes 50.51 144.84 Pass (2.87) (0.5Ls)20.500 No Yes 34.95 143.93 Pass (4.12) (0.61-s)24.600 Yes Yes 50.51 144.84 Pass (2.87) 24.700 Yes Yes 50.89 145.26 Pass (2.85) (0.7L5)28.700 Yes Yes 68.36 170.42 Pass (2.49) 28.900 Yes Yes 69.29 170.61 Pass (2.46) 29.372 Yes Yes 71.49 171.12 Pass (2.39) (PSXFR)32.500 Yes Yes 86.13 257.77 Pass (2.99) (0.8Ls)32.800 Yes Yes 87.54 258.14 Pass (2.95) 33.100 Yes Yes 88.96 258.55 Pass (2.91) 35.372 Yes Yes 99.72 262.69 Pass (2.63) (PSXFR,Debond)35.500 Yes Yes 100.32 291.76 Pass (2.91) (0.9Ls)36.900 Yes Yes 107.00 296.01 Pass (2.77) 37.300 Yes Yes 108.91 297.38 Pass (2.73) (1.5H)38.000 Yes Yes 112.27 299.90 Pass (2.67) (PSXFR,Debond)38.500 Yes Yes 114.67 301.75 Pass (2.63) (H)38.750 Yes Yes 115.87 296.48 Pass (2.56) (CS)39.083 Yes Yes 117.47 293.20 Pass (2.50) [LRFD 5.8.3.2]The reaction introduces compression into the end of the girder.Load between the CSS and the support is transferred directly to the support by compressive arching action without causing additional stresses in the stirrups.Hence,A`/S in this region must be equal or greater than A fS at the critical section. Splitting Zone Stirrup Check[5.10.10.1] D-;A--- Tif( V1:T?NTAAT T-TA'POTT Tnl1 - 0')R7 rill(11/1)n1C% Page 64 of 143 74 of 189 Left End of Girder: Splitting Zone Length=1.000 ft Splitting Force=30.02 kip Splitting Resistance=55.80 kip Status=Pass Right End of Girder: Splitting Zone Length=1.000 ft Splitting Force=30.02 kip Splitting Resistance=55.80 kip Status=Pass Confinement Stirrup Check[5.10.10.2] Minimum Required Bar Size in Confinement Zone:#3 Maximum Required Bar Spacing in Confinement Zone=6.000 in Left End of Girder: Required Confinement Zone Length:1.5d=1.5'1.500 it=2.250 ft Provided Confinement Zone Length within Required Zone Length=6.125 ft Bar Size in Zone:#4 Bar Spacing in Zone=5.000 in Status=Pass Right End of Girder: Required Confinement Zone Length:1.5d=1.5'1.500 ft=2.250 ft Provided Confinement Zone Length within Required Zone Length=6.125 ft Bar Size in Zone:#4 Bar Spacing in Zone=5.000 in Status=Pass Longitudinal Reinforcement for Shear Check-Strength 1[5.8.3.5] Asf,+Ap-rf,,;itV, +0.5 a+�I��-1,1-0.5V,F)c.t01 5.8.3.5-1 A.f,+Apa7ys-2�fyu -Vp-0.5 Vs)cot19 5.8.3.5-2 l91, Location from Capacity Demand Equation Status Left Support (kip) (kip) (C/D) (ft) (FoS)0.750 299.36 120.18 5.8.3.5-2 Pass (2.49) 1.000 353.11 120.18 5.8.3.5-2 Pass (2.94) (Bar Develop.)1.541 472.47 120.18 5.8.3.5-2 Pass (3.93) (CS)1.917 558.20 120.18 5.8.3.5-2 Pass (4.64) (H)2.250 635.68 347.57 5.8.3.5-1 Pass (1.83) (PSXFR,Debond)2.500 694.75 370.08 5.8.3.5-1 Pass (1.88) (1.51-1)3.000 745.75 413.24 5.8.3.5-1 Pass (1.80) 3,700 815.80 470.52 5.8.3.5-1 Pass (1.73) (0.1Lj4.100 854.85 501.88 5.8.3.5-1 Pass (1.70) (PSXFR,Debond)5.500 949.08 603.81 5.8.3.5-1 Pass (1.57) 5.628 952.49 612.54 5.8.3.5-1 Pass (1.55) 7.900 1013.15 761.39 5.8.3.5-1 Pass (1.33) (0.21-s)8.200 1021.20 781.24 5.8.3.5-1 Pass (1.31) (PSXFR)8.500 1029.26 800.71 5.8.3.5-1 Pass (1.29) 11.628 1058.43 957.92 5.8.3.5-1 Pass (1.10) 12.100 1058.62 970.52 5.8.3.5-1 Pass (1.09) (0.3L5)12.300 1058.69 975.43 5.8.3.5-1 Pass (1.09) 16.300 1059.81 1055.76 5.8.3.5-1 Pass (1.00) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 65 of 143 75 of 189 Location from Capacity Demand Equation Status Left Support (kip) (kip) (CID) (ft) (0.4Ls)16.400 1059.83 1057.04 5.8.3.5-1 Pass (1.00) (0.51-s)20.500 1060.20 1060.87 5.8.3.5-1 Pass` (1.00) (0.61-s)24.600 1059.83 1057.04 5.8.3.5-1 Pass (1.00) 24.700 1059.81 1055.76 5.8.3.5-1 Pass (1.00) (0.7Ls)28.700 1058.69 975.43 5.8.3.5-1 Pass (1,09) 28.900 1058.62 970.52 5.8.3.5-1 Pass (1.09) 29.372 1058.43 957.92 5.8.3.5-1 Pass (1.10) (PSXFR)32,500 1029.26 800.71 5.8.3.5-1 Pass (1.29) (0.8Ls)32.800 1021.20 781.24 5.8.3.5-1 Pass (1.31) 33.100 1013.15 761.39 5.8.3.5-1 Pass (1.33) 35.372 952.49 612.54 5.8.3.5-1 Pass (1.55) (PSXFR,Debond)35.500 949.08 603.81 5.8.3.5-1 Pass (1.57) (0.9-s)36.900 854.85 501.88 5.8.3.5-1 Pass (1.70) 37.300 815.80 470.52 5.8.3.5-1 Pass (1.73) (1.51-1)38.000 745.75 413.24 5.8.3.5-1 Pass (1.80) (PSXFR,Debond)38.500 694.75 370.43 5.8.3.5-1 Pass (1.88) (H)38.750 635.68 347.57 5.8.3.5-1 Pass (1.83) (CS)39.083 558.20 120.18 5.8.3.5-2 Pass (4.64) (Bar Develop.)39.459 472.47 120.18 5.8.3.5-2 Pass (3.93) 40.000 353.11 120.18 5.8.3.5-2 Pass (2.94) (FoS)40.250 299.36 120.18 5.8.3.5-2 Pass (2.49) *The area of longitudinal reinforcement on the flexural tension side of the member need not exceed the area required to resist the maximum moment acting alone Optional Live Load Deflection Check(LRFD 2.5.2.6.2) Allowable deflection span ratio=U800 Allowable maximum deflection=¶0.615 in Minimum live load deflection along girder=-0.614 in Maximum live load deflection along girder=0.000 in Status=Pass Check for Lifting In Casting Yard[5.5.4.3] Lifting Stresses and Factor of Safety Against Cracking Maximum allowable concrete compressive stress=-0.65fci=-3.250 KSI Maximum allowable concrete tensile stress=0.0948°fci but not more than:0.200=0.200 KSI Maximum allowable concrete tensile stress=0.1900-fci=0.425 KSI if bonded reinforcement sufficient to resist the tensile force in the concrete is provided. Allowable factor of safety against cracking=1 fci required for Compressive stress=4.393 KSI fci required for Tensile stress without sufficient reinforcement=4.418 KSI fci required for Tensile stress with sufficient reinforcement to resist the tensile force in the concrete=1.100 KSI Location from Max Min Tensile Tension Compression FScr FS Left Pick Point Demand I Demand I Capacity Status Status Status (ft) ff I f6 ff fb ft fb (CID) (CID) (KSI)I(KSI) (KS111 I(KSI) (KSI) (KSI) 1.500 0.000 0.000 0.000 0.000 0.200 Pass Pass 30.378 Pass A AT TT A'Pf ITT T-L. AnOr7 ti/1 n/7n1 Page 66 of 143 76 of 189 Location from Max Min Tensile Tension Compression FS.r FS Left Pick Point Demand Demand Capacity Status Status Status A (C/D) (C/D) ft F(K ftfbftfb (KSI) ) (KSI) (KSI) (KSI) (KSI) -1.000 0.065 -0.414 0.065 -0.414 0.200 Pass Pass 30.378 Pass (3.07) (7.85) (Pick Point,O.OLs)0.000 0.199 -1.247 0.199 -1.247 0.200 Pass Pass 30.378 Pass (1.00) (2.61) 0.005 0.127 -1.334 0.127 -1.334 0.200 Pass Pass 30.378 Pass (1.58) (2.44) (Bar Develop.)0.541 0.128 -1.767 0.128 -1.767 0.200 Pass Pass 30.378 Pass (1.56) (1.84) (PSXFR,Debond)1.500 0.133 -2.546 0.133 -2.546 0.200 Pass Pass 30.378 Pass (1.50) (1.28) 2.700 0.095 -2.596 0.095 -2.596 0.200 Pass Pass 30.378 Pass (2.11) (1.25) 3.100 0.083 -2.614 0.083 -2,614 0.200 Pass Pass 30.378 Pass (2.40) (1.24) (0.1Ls)3.900 0.062 -2,652 0.062 -2.652 0.200 Pass Pass 30.378 -Pass (3.21) (1.23) (PSXFR,Debond)4.500 0.048 -2.682 0.048 -2.682 0.200 Pass Pass 30.378 Pass (4.13) (1.21) 6.900 0.007 -2.818 0.007 -2.818 0.200 Pass Pass 30.378 Pass (10+) (1.15) 7.200 0.004 -2.836 0.004 -2.836 0.200 Pass Pass 30.378 Pass (10+) (1.15) (PSXFR)7.500 0.000 -2.855 0.000 -2.855 0.200 Pass Pass 30.378 Pass (10+) (1.14) (0.21-s)7.800 -0.014 -2.841 -0.014 -2.841 Pass Pass 30.378 Pass (-) (1.14) 11.100 -0.149 -2.714 -0.149 -2.714 Pass Pass 30.378 Pass (-) 0.20) 11.300 -0.156 -2.708 -0.156 -2.708 Pass Pass 30.378 Pass (-) (1.20) (0.31-s)11.700 -0.169 -2.695 -0.169 -2.695 Pass Pass 30.378 Pass (-) (1.21) 15.300 -0.257 -2.612 -0.257 -2.612 Pass Pass 30.378 Pass (-) (1.24) 15.400 -0.258 -2.611 -0.258 -2.611 Pass Pass 30.378 Pass (-) (1.24) (0.41-5)15.600 -0.262 -2.607 -0.262 -2.607 Pass Pass 30.378 Pass (-) (1.25) (0.51-s)19.500 -0.292 -2.578 -0.292 -2.578 Pass Pass 30.378 Pass (-) (1.26) (0.61-s)23.400 -0.262 -2.607 -0.262 -2.607 Pass Pass 30.378 Pass (-) 0 25) 23.600 -0.258 -2.611 -0.258 -2.611 Pass Pass 30.378 Pass (-) (1.24) 23.700 -0.257 -2.612 -0.257 -2.612 Pass Pass 30.378 Pass (-) (1.24) (0.71-s)27.300 -0.169 -2.695 -0.169 -2.695 Pass Pass 30.378 Pass (-) (1.21) 27.700 -0.156 -2.708 -0.156 -2.708 Pass Pass 30.378 Pass (-) (1.20) 27.900 -0.149 -2.714 -0.149 -2.714 Pass Pass 30.378 Pass (-) (1.20) (0.81-s)31.200 -0.014 -2.841 -0.014 -2.841 Pass Pass 30.378 Pass (-) (1.14) (PSXFR)31.500 0.000 -2.855 0.000 -2.855 0.200 Pass Pass 30.378 Pass (10+) (1.14) 31.800 0.004 -2.836 0.004 -2.836 0.200 Pass Pass 30.378 Pass (10+) (1.15) 32.100 0.007 -2.818 0.007 -2.818 0.200 Pass Pass 30.378 Pass (10+) (1.15) (PSXFR,Debond)34.500 0.048 -2.682 0.048 -2.682 0.200 Pass Pass 30.378 Pass (4.13) (1.21) (0.9L5)35.100 0.062 -2.652 0.062 -2.652 0.200 Pass Pass 30.378 Pass (3.21) (1.23) 35.900 0.083 -2.614 0.083 -2.614 0.200 Pass Pass 30.378 Pass (2.40) (1.24) 36,300 0.095 -2.596 0.095 -2.596 0.200 1 Pass Pass 130.3781 Pass (2.11) (1.25) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 67 of 143 77 of 189 Location from Max Min Tensile Tension Compression FScr FS Left Pick Point Demand I Demand Capacity Status Status Status (ft) fb ft fb (CID) (CID) ft fb fr (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (PSXFR,Debond)37.500 0.133 -2.546 0.133 -2.546 0.200 Pass Pass 30.378 Pass (1.50) (1.28) (Bar Develop.)38.459 0.128 -1.767 0.128 -1.767 0.200 Pass Pass 30.378 Pass (1.56) (1.84) 38.995 0.127 -1.334 0.127 -1.334 0.200 Pass Pass 30.378 Pass (1.58) (2.44) (Pick Point,1.OLs)39.000 0.199 -1.247 0.199 -1.247 0.200 Pass Pass 30.378 Pass (1.00) (2.61) 40.000 0.065 -0.414 0.065 -0.414 0.200 Pass Pass 30.378 Pass (3.07) (7.85) 40.500 0.000 0.000 0.000 0.000 0.200 s Pass Pas 30.378 Pass Pass ( Factor of Safety Against Failure Factor of Safety Against Failure(FSf) 30.378 Allowable Factor of Safety Against Failure 1.500 Status Pass Check for Hauling to Bridge Site[5.5.4.3] Hauling Stresses for Plumb Girder With Impact,and Factor of Safety Against Cracking Maximum allowable concrete compressive stress=-0.65fc=-3.900 KSI Maximum allowable concrete tensile stress=0.0948°f,=0.232 KSI Maximum allowable concrete tensile stress=0.1900°fc=0.465 KSI if bonded reinforcement sufficient to resist the tensile force in the concrete is provided. Allowable factor of safety against cracking=1 fc required for Compressive stress=4.371 KSI fc required for Tensile stress without sufficient reinforcement=4.190 KSI fc required for Tensile stress with sufficient reinforcement to resist the tensile force in the concrete=1.043 KSI Location from Max Min Tensile Tension Compression FScr FS Left Pick Point Demand Demand Capacity Status Status Status (ft) (CID) (CID) ft fb ft fb ft fb (KSI) (KSI) (KSI). (KSI) (KSI) (KSI) -1.500 0.000 0.000 0.000 0.000 0.232 Pass Pass 12.698 Pass (n) (n) -1.000 0.063 -0.400 0.063 -0.401 0.232 Pass Pass 12.698 Pass (3.67) (9.73) (Bunk Point,0.01- 0.000 0.194 -1.206 0.192 -1.208 0,232 Pass Pass 12.698 Pass (1.20) (3.23) 0.005 0.124 -1.289 0.122 -1.291 0.232 Pass Pass 12.698 Pass (1.88) (3.02) (Bar Develop.)0.541 0.130 -1.700 0.115 -1.715 0.232 Pass Pass 12.698 Pass 0.79) (2.27) (PSXFR,Debond)1.500 0.147 -2.437 0.103 -2.480 0.232 Pass Pass 12.698 Pass (1.58) 0.57) 2.700 0.124 -2.466 0.046 -2.543 0.232 Pass Pass 12.698 Pass (1.87) 0.53) 3.100 0.118 -2.477 0.029 -2.565 0.232 Pass Pass 12.698 Pass (1.97) (1.52) (0.1Ls)3.900 0.106 -2.502 -0.004 -2.610 0.232 Pass Pass 12.698 Pass (2.18) (1.49) (PSXFR,Debond)4.500 0.099 -2.523 -0.026 -2.646 0.232 Pass Pass 12.698 Pass (2.34) (1.47) 6.900 0.082 -2.623 -0.097 -2.800 0.232 Pass Pass 12.698 Pass (2.83) (1.39) 7,200 0.081 -2.638 -0.104 -2.820 0.232 Pass Pass 12.698 Pass (2.86) (1.38) (PSXFR)7.500 0.081 -2.652 -0.111 -2,841 0.232 Pass Pass 12.698 Pass (2.88) (1.37) (0.21-s)7.800 0.069 -2.636 -0.128 -2.831 0.232 Pass Pass 12.698 Pass (3.36) (1.38) 11.100 -0.039 -2.483 -0.290 -2.731 - Pass Pass 12.698 Pass (-) (1.43) 11.300 -0.044 -2.475 -0.298 -2.726 Pass Pass 12.698 Pass P,-;A-A• N4(''V'PT2TNTA NT T-TAT(`T-T Tnb- MR7 Page 68 of 143 78 of 189 Location from Max Min Tensile Tension Compression FS�r FS Left Pick Point Demand I Demand Capacity Status Status Status (ft) (CID) (CID) ft f6 ft fb ft f6 (KSI) (KSI)I(KSI)I(KSI) (KSI) (KSI) (-) (1.43) (0.31-s)11.700 -0.054 -2,461 -0.314 -2.717 Pass Pass 12.698 Pass (-) (1.44) 15.300 -0.124 -2.361 -0.419 .2.652 Pass Pass 12.698 Pass (-) (1.47) 15.400 -0.126 -2.359 -0.421 -2.651 Pass Pass 12.698 Pass (-) (1.47) (0.4Ls)15.600 -0.128 -2.355 -0.425 -2.648 Pass Pass 12.698 Pass (-) (1.47) (0.51-s)19.500 -0.153 -2.320 -0.462 -2.625 Pass Pass 12.698 Pass (-) (1.49) (0.61-s)23.400 -0.128 -2.355 -0.425 -2.648 Pass Pass 12.698 Pass (-) (1.47) 23.600 -0.126 -2.359 -0.421 -2.651 1 Pass I Pass 12.698 Pass 23.700 -0.124 -2.361 -0.419 -2.652 Pass Pass 12.698 Pass (-) (1.47) (0.7L5)27.300 -0.054 -2.461 -0.314 -2.717 Pass Pass 12.698 Pass (-) (1.44) 27.700 -0.044 -2.475 -0.298 -2.726 Pass Pass 12.698 Pass (-) (1.43) 27.900 -0.039 -2.483 -0.290 -2.731 Pass Pass 12.698 Pass (-) (1.43) (0.8L5)31.200 0.069 -2.636 -0.128 -2.831 0.232 Pass Pass 12.698 Pass (3.36) (1.38) (PSXFR)31.500 0.081 -2.652 -0.111 -2.841 0.232 Pass Pass 12.698 Pass (2.88) (1.37) 31.800 0.081 -2.638 -0.104 -2.820 0.232 Pass Pass 12.698 Pass (2.86) (1.38) 32.100 0.082 -2.623 -0.097 -2.800 0.232 Pass Pass 12.698 Pass (2.83) (1.39) (PSXFR,Debond)34.500 0.099 -2.523 -0.026 -2.646 0.232 Pass Pass 1 12.698 Pass (2.34) (1.47) (0.91-s)35.100 0.106 -2.502 -0.004 -2.610 0.232 Pass Pass 12.698 Pass (2.18) (1.49) 35.900 0.118 -2.477 0.029 1-2.565 0.232 Pass Pass 12.698 Pass (1.97) (1.52) 36.300 0.124 -2.466 0.046 -2.543 0.232 Pass Pass 12.698 Pass (1.87) (1.53) (PSXFR,Debond)37.500 0.147 -2.437 0.103 -2.480 0.232 Pass Pass 12.698 Pass (1.58) (1.57) (Bar Develop.)38.459 0.130 -1.700 0.115 -1.715 0.232 Pass Pass 12.698 Pass (1.79) (2.27) 38.995 0.124 -1.289 0.122 -1.291 0.232 Pass Pass 12.698 Pass (1.88) (3.02) (Bunk Point,1.01-5)39.000 0.194 -1.206 0.192 -1.208 0.232 Pass Pass 12.698 Pass (1.20) (3.23) 40.000 0.063 -0.400 0.063 -0.401 0.232 Pass Pass 12.698 Pass (3.67) (9.73) 40.500 0.000 0.000 0.000 0.000 0.232 Pass Pass 12.698 Pass Hauling Stresses for Inclined Girder Without Impact Maximum allowable concrete compressive stress=-0.65fc=-3.900 KSI Maximum allowable concrete tensile stress,inclined girder without impact=fr=0.2400-f,=0.588 KSI Location from ftu ftd fW fbd Tension Compression Left Bunk Point (KSI) (KSI) (KSI) (KSI) Status Status (ft) I (CID) (CID) -1.500 0.000 0.000 0.000 0.000 Pass Pass (p) (n) -1.000 0.063 0.063 -0.401 -0.401 Pass Pass (9.32) (9.74) (Bunk Point,O.OLs)0.000 0.193 0.193 71.207 -1.207 Pass Pass (3.04) (3.23) 0.005 0.123 0.123 -1.290 -1.290 Pass Pass Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 69 of 143 79 of 189 Location from ftu ftd fbu fbd Tension Compression Left Bunk Point (KSI) (KSI) (KSI) (KSI) Status Status (ft) (CIE (CID) (4,79) (3.02) (Bar Develop.)0.541 0.121 0.123 -1.709 -1.707 Pass Pass (4.76) (2.28) (PSXFR,Debond)1.500 0.122 0.128 -2.461 -2.455 Pass Pass (4.59) (1.58) 2.700 0.080 0.091 -2.510 -2.499 Pass Pass (6.49) (1.55) 3.100 0.067 0.079 -2.527 -2.515 Pass Pass (7.41) (1.54) (0.1 Ls)3.900 0.044 0.059 -2.564 -2.549 Pass Pass (10+) (1.52) (PSXFR,Debond)4.500 0.028 0.045 -2.593 -2.576 Pass Pass (10+) (1.50) 6.900 -0.020 0.004 -2.724 -2.699 Pass Pass (10+) (1.43) 7.200 -0.024 0.001 -2.741 -2.717 Pass Pass (10+) (1.42) (PSXFR)7.500 -0.028 -0.002 -2.760 -2.734 Pass Pass (-) (1.41) (0.2Ls)7.800 -0.043 -0.016 -2.747 -2.720 Pass Pass (-) (1.42) 11.100 -0.181 -0.147 -2.624 -2.590 Pass Pass (-) (1.49) 11.300 -0.188 -0.154 -2.618 -2.584 Pass Pass (-) (1.49) (0.31-s)11.700 -0.201 -0.167 -2.606 -2.571 Pass Pass (-) (1.50) 15.300 -0.292 -0.252 -2.526 -2.487 Pass Pass (-) (1.54) 15.400 -0.293 -0.254 -2.525 -2.485 Pass Pass (-) (1.54) (0.411s)15.600 -0.297 -0.257 -2.522 -2.482 Pass Pass (-) (1.55) (0.5L5)19.500 -0.328 -0.287 -2.494 -2.452 Pass Pass (-) (1.56) (0.6Ls)23.400 -0.297 -0.257 -2.522 -2.482 Pass Pass (-) (1.55) 23.600 -0.293 -0.254 -2.525 -2.485 Pass Pass (-) (1.54) 23.700 -0.292 -0.252 -2.526 -2.487 Pass Pass (-) (1.54) (0.7Ls)27.300 -0.201 -0.167 -2.606 -2.571 Pass Pass (-) (1.50) 27.700 -0.188 -0.154 -2.618 -2.584 Pass Pass (-) (1.49) 27.900 -0.181 -0.147 -2.624 -2.590 Pass Pass (-) (1.49) (0.8L5)31.200 -0.043 -0.016 -2.747 -2.720 Pass Pass (-) (1.42) (PSXFR)31.500 -0.028 -0.002 -2.760 -2.734 Pass Pass (-) (1.41) 31.800 -0.024 0.001 -2.741 -2.717 Pass Pass (10+) (1.42) 32.100 -0.020 0.004 -2.724 j-2.699 1 Pass Pass (10+) (1.43) (PSXFR,Debond)34.500 0.028 0.045 -2.593 -2.576 Pass Pass (10+) (1.50) (0.91-s)35.100 0.044 0.059 -2.564 -2.549 1 Pass Pass (10+) (1.52) 35.900 0.067 0.079 -2.527 -2.515 Pass Pass (7.41) (1.54) 36.300 0.080 0.091 -2.510 .2.499 Pass Pass (6.49) (1.55) (PSXFR,Debond)37.500 0.122 0.128 -2.461 -2.455 Pass Pass (4.59) (1.58) (Bar Develop.)38.459 0.121 0.123 -1.709 -1.707 Pass Pass (4.76) (2.28) 38.995 0.123 0.123 -1.290 -1.290 Pass Pass (3.02) -N/fOV M?'KT A XT u A TCu Tnh- 07 R'7 I'VI n/9 M 6 Page 70 of 143 80 of 189 Location from ftu ftd fbu fbd Tension Compression Left Bunk Point (KSI) (KSI) (KSI) (KSI) Status Status (ft) I I I (C/D) (C/D) (Bunk Point,1.01-5)39.000 0.193 0.193 -1.207 -1.207 Pass Pass (3.04) (3.23) 40.000 0.063 0.063 -0.401 -0.401 Pass Pass (9.32) (9.74) 40.500 0.000 0.000 700010000 Pass Pass (°) (°) ftu=top fiber stress,uphill side;ftd=top fiber stress,downhill side fbu=bottom fiber stress,uphill side;fbd=bottom fiber stress,downhill side Factor of Safety Against Rollover Factor of Safety Against Rollover(FSd 4.704 Allowable Factor of Safety Against Rollover 1.500 Status Pass Spacing Between Truck Supports for Hauling Distance Between Supports 39.000 ft Max.Allowable Distance Between Supports 230.000 ft Status Pass Girder Support Configuration Leading Overhang(closest to cab of truck) 1.500 ft Max.Allowable Leading Overhang 15.000 ft Status Pass Maximum Girder Weight Girder Weight 35.99 kip Maximum Allowable Weight 200.00 kip Status Pass Constructability Girder Dimensions Detailing Check[5.14.1.2.2] Dimension Minimum Actual Status (in) (in) Top Flange Thickness N/A See LRFD C5.14.1.2.2 Web Thickness N/A Bottom Flange Thickness N/A Stirrup Detailing Check[5.8.2.5,5.8.2.7,5.10.3.1.2] Location from Bar Size S Smax Smin A`JS Av/Smin Status Left Support (in) (in) (in) W/ft) (inz/ft)* (ft) (O.OLs)0.000 #5 3.000 11.200 1.625 2.480 0.743 Pass 0.628 #5 5.000 11.294 1.625 1.488 0.743 Pass (FoS)0.750 #5 5.000 11.273 1.625 1.488 0.743 Pass 1.000 #5 5.000 11.20211.6251 1.488 0.743 Pass (Bar Develop.)1.541 #5 5.000 11.202 1.625 1.488 0.356 Pass (CS)1.917 #5 5.000 11.202 1.625 1.488 0.356 Pass (H)2.250 #5 5.000 11.203 1.625 1.488 0.356 Pass (PSXFR,Debond)2.500 #5 5.000 11.203 1.625 1.488 0.356 Pass (1.51-1)3.000 #5 5.000 11.210 1.625 1.488 0.356 Pass 3.700 #5 5.000 11.217 1.625 1.488 0.356 Pass Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 71 of 143 81 of 189 Location from Bar Size S k1.233 Smin A)S Av/Smin Status Left Support (in) (in) (in2/ft) (inz/ft)" (ft) (0.1 Ls)4.100 #5 5.000 1.625 1.488 0.356 Pass (PSXFR,Debond)5.500 #5 5.000 1.625 1.488 0.356 Pass 5.628 #5 6.000 1.625 1.240 0.356 Pass 7.900 #5 6.000 11.252 1.6251 1.240 0.356 Pass (0.2Ls)8.200 #5 6.000 11.254 1.625 1.240 0.356 Pass (PSXFR)8.500 #5 6.000 11.256 1.6251 1.240 0.356 Pass 11.628 #4 9.000 11.266 1.500 0.533 0.356 Pass 12.100 #4 9.000 11.266 1.500 0.533 0.356 Pass (0.31-s)12.300 #4 9.000 11.266 1.500 0.533 0.356 Pass 16.300 #4 9.000 11,266 1.500 0.533 0.356 Pass (0.4Ls)16.400 #4 9.000 11.266 1.500 0.533 0,356 Pass (0.51-s)20.500 #4 9.000 11.266 1.500 0.533 0.000 Pass (0.61-s)24.600 #4 9.000 11.266 1.500 0.533 0.356 Pass 24.700 #4 9.000 11.266 1.500 0.533 0.356 Pass (0.7Ls)28.700 #4 9.000 11.266 1.500 0.533 0.356 Pass 28.900 #4 9.000 11.266 1.500 0.533 0.356 Pass 29.372 #4 9.000 11.266 1.500 0.533 0.356 Pass (PSXFR)32.500 #5 6.000 11.256 1.625 1.240 0.356 Pass (0.81-s)32.800 #5 6.000 11.254 1.625 1.240 0.356 Pass 33.100 #5 6.000 11.252 1.625 1.240 0.356 Pass 35.372 #5 6.000 11.234 1.625 1.240 0.356 Pass (PSXFR,Debond)35.500 #5 5.000 11.233 1.625 1.488 0.356 Pass (0.9Ls)36.900 #5 5,000 11.221 1.625 1.488 0.356 Pass 37.300 #5 5.000 11.217 1.625 1.488 0.356 Pass (1.5H)38.000 #5 5.000 11.210 1.625 1.488 0.356 Pass (PSXFR,Debond)38.500 #5 5.000 11.203 1.625 1.488 0.356 Pass (H)38.750 #5 5.000 11.203 1.625 1.488 0.356 Pass (CS)39.083 #5 5.000 11.202 1.625 1.488 0.356 Pass (Bar Develop.)39.459 #5 5.000 11.202 1.6251 1.488 0.356 Pass 40.000 #5 5.000 11.202 1.6251 1.488 0.743 Pass (FoS)40.250 #5 5.000 11.273 1. 225 1.488 0.743 Pass 40.372 #5 5.000 11.294 1.625 1.488 0.743 Pass (1.OLs)41.000 #5 3.000 11.200 1.625 2.480 0.743 Pass Transverse reinforcement not required if V.<0.5i(Vc+Vp)[Eqn 5.8.2.4-1] Stirrup Layout Geometry Check Zone Stirrup Layout Status 1 1 Spa.@ 11/2'=11/2' OK 2 4 Spa.@ 3"=V-O" OK 3 12 Spa.@ 5"=5'-0" OK 4 12 Spa.@ 6"=6'-0" OK 5 24 Spa.@ 9"(Max)=17'-9" OK 6 12 Spa.@ 6"=6'-0" OK 7 12 Spa.@ 5"=5'-0" OK 8 4 Spa.@ 3"=V-O" OK 9 1 Spa.@ 11/2'=11/2' OK Debonding Limits 4,or 15.3846%of total strands are debonded.Debonded strands should not exceed 25%of the total. The longest debond length=6.000 it,and the allowable length is 10.100 ft controlled by development length from mid-girder Pass The shortest distance between debond sections=3.000 It,and the minimum allowable=3.000 ft Pass Requirements for Partially Debonded Strands[5.11.4.3] Rrida,a M('KRRI\TAN T-TATCTT Tnh• 0')R7 Page 72 of 143 82 of 189 Row Number Number %Debonded Maximum Exterior Status Strands Debonded %Debonded Strands Strands Debonded 18 4 22.2222% 40% No Pass 2 4 0 0% 40% No Pass 3 4 0 0% 40%. No 1 o Pass Exterior strands shall not be debonded Location from Number Maximum Status End of Girder Debonded Debonded (ft) Strands Strands* 3.000 2 4 Pass 6.000 2 4 Pass 36.000 2 4 Pass 39.000 2 4 Pass Not more than 40%of the debonded strands,or 4 strands,whichever is greatest,shall have debonding terminated at any section Strand Slope 1:n Allowable Slope 8.000 Strand Slope INF Status Pass Camber Camber (in) Lower bound camber at 40 days,50%of D40 0.609 Average camber at 40 days,75%of D40 0.914 Upper bound camber at 40 days,D40 1.218 Lower bound camber at 120 days,50%of D120 0.741 Average camber at 120 days,75%of D120 1.112 Upper bound camber at 120 days,D120 1.483 Global Stability of Girder �t t � l 9ra 0,1 8mmr— tiYa W" t _ Wb Yb Incline from Vertical(tmax) Max Incline Status (in) (in) (eft) (ft/ft) 48.000 8.9451 0.000 0.894 Pass Bridge Description Details Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 73 of 143 83 of 189 Span 1 Girder A Deck and Roadway Widths Location from Station Deck Exterior Overlay Left Support Width Curb-Curb Toe-Toe (ft) (ft) Width Width (ft) (ft) (0.01_5)0.000 0+00.50 12.000 12.000 12.000 (0.1 Q 4.100 0+04.60 12.000 12.000 12.000 (0.2L5)8.200 0+08.70 12.000 12.000 12.000 (0.3Ls)12.300 0+12.80 12.000 12.000 12.000 (0.4L5)16.400 0+16.90 12.000 12.000 12.000 (0.51_s)20.500 0+21.00 12.000 12.000 12.000 (0.61-s)24.600 0+25.10 12.000 12.000 12.000 (0.7Ls)28.700 0+29.20 12.000 12.000 12.000 (0.81_s)32.800 0+33.30 12.000 12.000 12.000 (0.91_s)36.900 0+37.40 12.000 12.000 12.000 (1.01_5)41.000 0+41.50 12.000 12.000 12.000 Intermediate Diaphragms No intermediate diaphragms defined V-6"Voided Slab(McKernan)Dimensions G2 DI T II .� HIj7I 'Li-" ry2 i r-S1 i E I I 1 Eid +E31ack e_�gtft H=18.000 in(V-6") W=48.000 in(4'-0") Number of Voids=3 D1=7.600 in(7") D2=7.000 in(7") H 1=9.000 in(9") H2=9.000 in(9") S1=13.000 in S2=0.000 in(0") C1=2.000 in(2") C2=3.000 in(Y) C3=1.000 in(1") Jmax=0.000 in(0") EndBlockLength=18.000 in(1'-6") Lifting and Shipping Locations(From End of Girder) Left Lifting Loop=1.500 ft Right Lifting Loop=1.500 ft Leading Truck Support=1.500 ft Trailing Truck Support=1.500 ft Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 74 of 143 . 84 of 189 Prestressing Strand Locations Straight Strand Locations Strand X Location Y Location Debonded from Debonded from (in) (in) Left End Right End (ft) (ft) 1 20.000 2.000 2 -20.000 2.000 3 18.000 16.000 4 -18.000 16.000 5 16.000 2.000 3.000 3.000 6 -16.000 2.000 3.000 3.000 7 14.000 16.000 8 -14.000 %000 9 12.000 2.000 10 -12.000 2.000 - - 11 8.000 2.000 6.000 6.000 12 -8.000 2.000 6.000 6.000 13 4.000 2.000 - 14 -4.000 2.000 15 18.000 2.000 16 -18.000 2.000 17 10.000 2.000 18 -10.000 2.000 19 6.000 2.000 20 -6.000 2.000 21 2.000 2.000 22 -2.000 2.000 23 20.000 4.000 24 -20.000 4.000 251 6.000 4.000 26 -6.0001 4.000 Temporary Strand Locations No Temporary Strands in Girder Harped Strand Locations No Harped Strands in Girder Temporary Strand Locations No Temporary Strands in Girder Debonding Criteria Maximum number of debonded strands=25%of total number of strands Maximum number of debonded strands per row=40%of strands in any row Maximum number of debonded strands per section.The greater of 4 strands or 40%of strands debonded at any section Maximum distance between debond sections=3.000 ft Transverse Reinforcement Stirrup Zones Primary Bars Zone Zone Start Zone End Bar Size Bar Spacing #of #Legs Confinement (ft) (ft) (in) Vertical Legs Extended Bar Size into Deck* 1 0.000 0.125 #5 1.500 2 2 #4 2 0.125 1.125 #5 3.000 2 2 #4 3 1.125 6.125 #5 5.000 2 2 #4 4 6.125 12.125 #5 6.OD0 2 2 (None) 5 12.125 29.875 #4 9.000 2 2 (None) 6 29.875 35.875 #5 6.000 2 2 (None) 7 35.875 40.875 #5 5.000 2 2 #4 8 40.875 41.875 #5 3.000 2 2 #4 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 75 of 143 85 of 189 Zone Zone Start Zone End Bar Size Bar Spacing #of #Legs Confinement (ft) (ft) (in) Vertical Legs Extended Bar Size into Deck' 9 41.875 42.000 #5 1.5001 2 2 #4 *Bars add to horizontal interface shear capacity Additional Bars for Horizontal Interface Shear Capacity I ne Start Zone End Bar SizeM #of (ft) (ft) Legs 0.000 42.000 (None) (None) Additional Splitting Stirrups Additional splitting stirrups not present Additional Bottom Flange Confinement Stirrups Additional confinement stirrups not present Longitudinal Rebar Locations Bar start and end locations measured from left end of girder Row Bar Start Bar End Girder Cover Bar #of Spacing (ft) (ft) Face (in) Size Bars (in) 1 0.0001 42.000 Top 2.500 1#5(16M)r 5 9.000 Materials Girder Concrete Type Normal Weight Concrete pc 6.000 KSI Fa 5.000 KSI Unit Weight we 0.155 kip/ft3 Unit Weight with Reinforcementwc 0.165 kip/ft3 Max Aggregate Size 0.750 in E:= 120,000JY JY W,f,6.33 Ec=5208 KSI Eci=4903 KSI Ec Kt 1 Ec K2 1 Creep Ki 1 Creep K2 1 Shrinkage Ki 1 Shrinkage K2 1 Permanent Strand Grade 270 Low Relaxation 0.6" Type Low Relaxation fps 270.000 KSI fpy 243.000 KSI Eps 28500 KSI Aps 10.217 in2 Temporary Strand Grade 270 Low Relaxation 0.6" Type Low Relaxation fps 270.000 KSI fpy, 243.000 KSI Eps 28500 KSI Rrirlrra• N/f ''KFRNANT TTATC TT Tnh• MR7 6/10/201 h Page 76 of 143 86 of 189 Aps 0.217 inz Transverse Reinforcing Material(Stirrups, Confinement,and Horizontal Interface Shear Bars) Type AASHTO M31(A615)-Grade 60 fy 60.000 KSI fo 90.000 KSI Longitudinal Girder Reinforcing Material Type AASHTO M31(A615)-Grade 40 ff, 40.000 KSI f, 60.000 KSI McKernan Post Rail Dimensions Barrier Points Y Point 1=(0.000 in,0.000 in) Point 2=(0.000 in,42.000 in) z.,erinr yarrier Point 3=(-6.000 in,42.000 in) Point 4=(-6.000 in,715.000 in) Point 5=(0.000 in,-15.000 in) Point 6=(0.000 in,0.000 in) Curb Offset=0.000 in Weight=0.045 kip/ft/barrier IN �—Deck slab or lop of girder Orlg:n Project Criteria Name:WSDOT LRFD-US Units(Copy 1) Description:AASHTO LRFD Bridge Design Specification modified to reflect WSDOT design practices Based on:AASHTO LRFD Bridge Design Specification,Seventh Edition 2014 with 2015 interim provisions-US Units Load Modifiers Ductility-kD 1 Importance-ki 1 Redundancy-kR 1 Environmental Conditions Exposure Condition Normal Relative Humidity 75% Structural Analysis Method Envelope of Simple and Continuous Span Analyses Casting Yard Criteria Max.slope for 0.5"i strands=1:6 Max.slope for 0.6"i strands=1:8 Max.slope for 0.7"i strands=1:10 Max.hold down force in casting yard is not checked Girder was cured using Accelerated method 1 day of steam or radiant heat curing is equal to 7 days of normal curing Span 1 Girder A Allowable Concrete Stresses-Service I(5.8.4.1.1) Compressive Stress=-3.250 KSI Tensile Stress(w/o mild rebar)=0.200 KSI Tensile Stress(w/mild rebar)=0.537 KSI Splitting zone length:h/4 Confinement checks(5.10.10.2)are enabled. Lifting Criteria Factors of Safety Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 77 of 143 87 of 189 Cracking F.S.=1 Failure F.S.=1.5 Impact Factors Upward=0 Downward=0 Height of pick point above top of girder=0.000 in Lifting loop placement tolerance=0.250 in Max.girder sweep tolerance=0.00052 Min.angle of inclination of lifting cables=90.60 deg Span 1 Girder Modulus of rupture=0.537 KSI Allowable Concrete Stresses-Lifting(5.9.4.1.1) Compressive Stress=-3.250 KSI Tensile Stress(w/o mild rebar)=0.200 KSI Tensile Stress(w/mild rebar)=0.425 KSI Hauling Criteria-WSDOT Method Factors of Safety Cracking F.S.=1 Roll Over F.S.=1.5 Impact Factors Upward=0.2 Downward=0.2 Maximum Weight Per Axle=18.00 kip Stiffness Per Axle=4000.00 kip-in/rad Minimum Roll Stiffness=28000.00 kip-in/rad Height of girder bottom above roadway=72.000 in Height of truck roll center above roadway=24.000 in C-C distance between truck tires=72.000 in Max.distance between girder supports=230.000 ft Max.leading overhang(nearest truck cab)=15.000 ft Max.superelevation=0.06 Girder sweep tolerance=0.001042 Support placement lateral tolerance=1.000 in Increase of girder camber for CG=0.02 Max.girder weight=200.00 kip Span 1 Girder Modulus of rupture=0.588 KSI Allowable Concrete Stresses-Hauling(5.9.4.2.1) Compressive Stress=-3.900 KSI Tensile Stress(w/o mild rebar)=0,232 KSI Tensile Stress(w/mild rebar)=0.465 KSI Temporary Strand Removal Criteria Span 1 Girder A Allowable Compressive Concrete Stresses -Service I=-3.900 KSI Allowable Tensile Concrete Stresses Service I(w/o mild rebar)=0.465 KSI Service I(w/mild rebar)=0.588 KSI Deck and Diaphragm Placement Stage(Bridge Site 1)Criteria Span 1 Girder A Allowable Compressive Concrete Stresses -Service I=-2.700 KSI Allowable Tensile Concrete Stresses -Service I=0.465 KSI Final without Live Load Stage(Bridge Site 2)Criteria Railing system weight is distributed to 3 nearest girders Span 1 Girder A Allowable Compressive Concrete Stresses(5.9.4.2.1) -Service I=-2.700 KSI Effective Flange Width computed in accordance with LRFD 4.6.2.6 Overlay load is distributed uniformly among all girders per LRFD 4.6.2.2.1 Final with Live Load Stage(Bridge Site 3)Criteria Span 1 Girder A Allowable Compressive Concrete Stresses(5.9.4.2.1) -Service I(permanent+live load)=-3.600 KSI Allowable Tensile Concrete Stresses(5.9.4.2.2) -Service III=0.000 KSI Allowable Compressive Concrete Stresses(5.5.3.1) -Fatigue I=-2.400 KSI LL Distribution factors are calculated in accordance with WSDOT Bridge Design Manual Note that the lever rule used to compute distribution factors if the range of applicability requirements are exceeded. Moment Capacity Criteria Longitudinal reinforcing bars ignored in moment capacity calculations Span 1 Girder A Modulus of rupture=0.906 KSI Rririaa•AA( TKFRNAN NATC'.N Tnh• O?R7 6/1 0/2n)h Page 78 of 143 88 of 189 Shear Capacity Criteria Shear capacity computed in accordance with LRFD 5.8.3.4.2(General method) Span 1 Girder Modulus of rupture=0.490 KSI Maximum Spacing of Transverse Reinforcement(LRFD 5.8.2.7) Eqn 5.8.2.7-1:If v.<0.125f'c then Smax=0.8dv}18.000 in Eqn 5.8.2.7-2:If vu,0.125fc then Smax=0.4dvf 12.000 in Longitudinal reinforcement requirements computed in accordance with LRFD 5.8.3.5 Longitudinal reinforcing bars included in shear induced tension capacity calculations Shear stress at girder/deck interface computed using the classical shear flow formula:V.i=(VuQ)/(lb) Maximum spacing of interface shear connectors(LRFD 5.8.4.2):48.000 in Creep Criteria Creep is calculated in accordance with LRFD(5.4.2.3.2) #of hours from stressing to prestress transfer:24 #of days from prestress transfer until removal of temporary strands/diaphram casting:10 Min,90 Max #of days from prestress transfer until slab-girder continuity is achieved:40 Min,120 Max Variability between upper and lower bound camber:50 Losses Criteria Losses calculated per Refined Estimate Method in accordance with AASHTO LRFD 5.9.5.4 and WSDOT Bridge Design Relaxation Loss Method=LRFD Equation C5.9.5.4.2c-1 Assumed time at shipping=10 day Contribution to Elastic Gains Slab=100% Haunch=100% Diaphragms=100% User DC(Bridge Site 1)=100% User DW(Bridge Site 1)=100% Railing System=100% Overlay=100% User DC(Bridge Site 2)=100% User DW(Bridge Site 2)=100% Deck Shrinkage=50 Stress Limits for Prestressing Tendons Stress Limit at Jacking Stress Relieved Strand=0.7fp. Low Relaxation Strand=0.75fpu Stress Limit at service limit state after all losses Stress Relieved Strand=0.81py Low Relaxation Strand=0.8fpy Deflection Criteria Live Load Deflection Limit:Lspan/800 Goading Details Uniform Loads Applied Along the Entire Girder Load Type (ki w p/ft) TrafficBarrierl 0.030 Girder Self-Weight Load Start, Load End, Start Weight End Weight From Left End of Girder From Left End of Girder (kip/ft) (kip/ft) (ft) (ft) 0.000 1.500 0.980 0.980 1.500 1.505 0.847 0.847 1.505 40.495 0.847 0.847 40.495 40.500 0.847 0.847 40.500 42.000 0.980 0.980 Distribution of Uniform Barrier,Sidewalk,and Pedestrian Loads to Girder Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 79 of 143 89 of 189 Load Type Total Weight Fraction Girder Load (kiplft) Ito Girder I (kip/ft) Left Ext.Barrier 0.0451 0.3331 0.015 Right Ext.Barrier 0.045 0.333 0.015 Overlay Overlay load is uniform along entire girder length. Load Type Wtrfb w (ft) (kiplft) Oveday Weight 12.000 0.000 Overlay load is distributed uniformly among all girders per LRFD 4.6.2.2.1 Wcc is the curb to curb width End Diaphragm Loads Location Point Load I Point Moment (kip) (kiP ft) Left Bearing 0.00 0.00 Right Bearing 0.001 0.00 Intermediate Diaphragm Loads Constructed in Casting Yard No Intermediate Diaphragms Present Intermediate Diaphragm Loads Constructed at Bridge Site No Intermediate Diaphragms Present User Defined Loads Point loads were not defined for this girder Distributed Loads Stage I Load Start End Start End Description Case Location Location Magnitude Magnitude (ft). (ft) (kiplft) (kiplft) Bridge Site 2 1 DW 0.0001 41.0001 0.3001 0.300 SIX=75 psf x 4'wide=300 plf=0.3 klf per girder Bridge Site 3 LL+IM 1 0.0001 41.000 0.000 0.000 PED ILL=9D psf x 4'wide=360 plf=0.36 klf per girder Bridge Site 3 LL+IM 1 0.0001 Snow LL=25 psf x 4'wide=100 plf=0.1 klf Moment loads were not defined for this girder Live Loads The following live loads were applied to the design(Service and Strength 1)limit states: H L-93 The following live loads were applied to the fatigue(Fatigue 1)limit states: Fatigue Limit States Stage Load Case Casting Yard DC=Girder Deck and Diaphragm Placement(Bridge Site 1) DC=Girder+Diaphragms+Construction+Slab Final without Live Load(Bridge Site 2) DC=Girder+Diaphragms+Construction+Slab+Traffic Barrier DW=Overlay Final with Live Load(Bridge Site 3) DC=Girder+Diaphragms+Construction+Slab+Traffic Barrier DW=Future Overlay LL+IM=Live Load+Impact PL=Pedestrian Live Load Limit State Load Factors P-; 1— T%4C TIFT?-\TA V TTOT( TT Tnh• n7R7 6/10U9,01 h Page 80 of 143 90 of 189 Limit State jDC JDW iLL Service 1 1.000 1.000 1.000 Service 111 1,000 1.000 0.800 Fatigue 1 0.500 0.500 1.500 Strength I 1.250/0.900 1.500/0.650 1.750 Equivalent Prestress Loading for Camber Loads shown in positive directions Straight Strands — P - --- - -— - --- - - - - - - - - P M=Pe M M M M M=303.79 kip-ft at 0.000 ft M=-303.79 kip-ft at 42.000 ft M=27.56 kip-ft at 3.000 ft M=29.22 kip-ft at 6.000 ft M=-29.22 kip-ft at 36.000 ft M=-27.56 kip-ft at 39.000 ft Adjustable Straight Strands P P MTPe N=Pe'/b M N N M End moments,M=0.00 kip-ft and 0.00 kip-ft Left Harp Point,N=0.00 kip at=0.000 ft Right Harp Point,N=0.00 kip at=0.000 It Live Load Details Live Loads used for Design The following live loads were applied to the design(Service and Strength I)limit states: AASHTO LRFD 3.6.1.2:HL-93 Design Vehicular Live Load Live Loads Used for Fatigue Limit States The following live loads were applied to the Fatigue I limit state: AASHTO LRFD 3.6.1.4:Fatigue Vehicular Live Load Live Loads Used for Design Permit Limit State No live loads were applied to the design permit(Strength 11)limit state Transfer and Development Length Details Transfer Length of Prestressing Strands[5.11.4.1] lg.=60da db=0.600 in It=36.000 in Development Length of Prestressing Strands[5.11.4.2] Location from Bonded Strands n=1 Debonded Strands n=2 Left Support (ft) fps fpe db Id Ipx fPaJfps IF fPe db Id Ipx fp,IfPs (KSI) (KSI) (in) (in) (in) (KSI) (KSI) (in) i (in) I (in) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 81 of 143 91 of 189 Location from Bonded Strands n=1 Debonded Strands n=2 Left Support f f d I I f /f f d I 1 f I f (ft) ps pe b d px pX ps ps 'Pe b d px pX ps (KSI) (KSI) (in) (in) (in) (KSI) (KSI) (in) (in) (in) (0.0Ls)0.000 27.737 22.869 0.600 7.495 6.000 0.137 27.737 22.869 0.600 14.990 6.000 0.137 0.628 57.074 51.812 0.600 13.520 13.539 0.341 57.074 51.812 0.600 27.039 13.539 0,341 (FoS)0.750 62.705 57.445 0.600 14.645 15.000 0.3821 62.705 57.445 0.6001 29.291 15.0001 0.382 1.000 73.966 69.040 0.600 16.7641 18.000 0.467 73.966 69.040 0.600 33.527 18.000 0.467 1.005 74.141 68.431 0.600 17.112 18.059 0.463 74.141 68.431 0.600 34.224 18.059 0.463 1.125 79.613 73.946 0.600 18.189 19.500 0.503 79.613 73.946 0.600 36.379 19.500 0.503 (Bar Develop.)1.541 98.966 93.123 0.600 22.130 24.495 0.640 98.966 93.123 0.600 44.261 24.495 0.640 (CS)1.917 116,924 110.509 0.600 25.951 29.003 0.761 116.924 110.509 0.600 51.902 29.003 0.761 (H)2.250 133.154 125.981 0.600 29.500 33.000 0.867 133.154 125.981 0.600 59.000 33.000 0.867 (PSXFR,Debond)2.500 145.528 137.629 0.600 32.265 36.000 1.000 145.528 137.629 0.600 64.530 36.000 0.946 (1.5H)3.000 156.210 139.993 0.600 37.729 42.000 1.000 156.210 139.993 0.600 75.458 42.000 0.912 3.700 170.883 143.310 0.600 45.206 50.400 1.000 170.883 143.310 0.600 90.412 50.400 0.881 (0.1Ls)4.100 179.063 145.210 0.600 49.354 55.200 1.000 179.063 145.210 0.600 98.708 55.200 0.869 (PSXFR,Debond)5.500 198.802 151.873 0.600 58.532 72.000 1.000 198.802 151.873 0.600 117.064 72.000 0.869 5.628 199.516 152.484 0.600 58.716 73.539 1.000 199.516 152.484 0.600 117.432 73.539 0.873 7.900 212.223 163.303 0.600 62.013 100.800 1.000 212.223 163.303 0.600 124.026 100.800 0.939 (0.2Ls)8.200 213.909 164.728 0.600 62.454 104.400 1.000 213.909 164.728 0.600 124.908 104.400 0.947 (PSXFR)8.500 215.597 166.152 0.600 62.897 108.000 1.000 215.597 166.152 0.600 125.794 108.000 0,955 11.628 221.708 167.810 0.600 65.900 145.539 1.000 221.708 167.810 0.600 131.801 145.539 1.000 12.100 221.746 168,006 0.600 65.845 151.200 1.000 221.746 168.006 0.600 131.691 151.200 1.000 (0.3Ls)12.300 221.762 168.085 0.600 65.823 153.600 1.000 221.762 168.085 0.600 131.646 153.600 1.000 16.300 221.996 169.302 0.600 65.477 201.600 1.000 221.996 169.302 0.600 130.953 201.600 1.000 (0.4Ls)16.400 221.999 169.322 0.600 65.471 202.800 1.000 221.999 169.322 0.600 130.942 202.800 1.000 (0.5Ls)20.500 222.078 169.616 0.600 65.401 252.000 1.000 222.078 169.616 0.600 130.802 252.000 1.000 (0.6Ls)24.600 221.999 169.322 0.600 65.471 202.800 1.000 221.999 169.322 0.600 130.942 202.800 1.000 24.700 221.996 169.302 0.600 65.477 201.600 1.000 221.996 169.302 0.600 130.953 201.600 1,000 (0.71-s)28.700 221.762 168.085 0.600 65.823 153.600 1.000 221.762 168.085 0.600 131.646 153.600 1.000 28.900 221.746 168.006 0.600 65.845 151.200 1.000 221.746 168.006 0.600 131.691 151.200 1.000 29.372 221.708 167.810 0.600 65.900 145.539 1.000 221.708 167.810 0.600 131.801 145.539 1.000 (PSXFR)32.500 215.597 166.152 0.600 62.897 108,000 1.000 215.597 166.152 0.600 125.794 108.000 0.955 (0.81-s)32.800 213.909 164.728 0.600 62.454 104.400 1.000 213.909 164.728 0.600 124.908 104.400 0.947 33.100 212.223 163.303 0.600 62.013 100.800 1.000 212.223 163.303 0.600 124.026 100.800 0.939 35.372 199.516 1152.484 0.600 58,716 73.539 1.000 199.516 152.484 0.600 117.432 73.5391 0.873 (PSXFR,Debond)35.500 198.802 151.873 0.600 58.532 72.000 1.OD0 198,802 151.873 0.600 117.064 72.000 0.869 (0.91-s)36.900 179.063 145.210 0.600 49.354 55.200 1.000 179.063 145.210 0.600 98.708 55.200 0.869 37.300 170.883 143.310 0.600 46.2061 50.400 1,000 170.883 143.310 0.600 90.412 50.400 0.881 (1.5H)38.000 156.210 139.993 0.600 37.7291 42.000 1.000 156.210 139.993 0.600 75.458 42.000 0.912 (PSXFR,Debond)38.500 145.528 137.629 0.600 32.2651 36.000 1.000 145.528 J 137.629 0.600 64.530 36.000 0.946 (H)38.750 133.154 125.981 0.600 29.5001 33.000 0.867 133.154 125.981 0.600 59.000 33.000 0.867 (CS)39.083 116.924 110.509 0.600 25.9511 29.003 0.761 116.924 110.509 0.600 51.902 29.003 0.761 (Bar Develop.)39.459 98.9661 93.123 0.600 22.130 24,495 0.640 98.966 93.123 0.600 44.261 24.495 0.640 39.875 79.6131 73.946 0.600 18.189 19.500 0.503 79.613 73.946 0.600 36.379 19.500 0.503 39.995 74.1411 68.431 0.600 17.112 18.059 0.4631 74.141 68.431 0.600 34.224 18.059 0.463 40.000 73.966 69.040 0.600 16.764 18.000 0.467 73.966 69.040 0.6001 33.527 18.000 0.467 (FoS)40.250 62.705 57.445 0.600 14.645 15.000 0.382 62.705 57.445 0.600 29.291 15.000 0.382 40.372 57.074 51.812 0.600 13.520 13.539 0.341 57.074 51.812 0.600 27.039 13.539 0.341 (1.01-s)41.000 27.737 22.869 0.600 7.495 6.000 0.137 27.737 22,869 0.600 14.990 6.000 0.137 2 I,3 K���g-3 f���dm A Axf�TrUDTT ANT LTArPOLT T l.• MQ'7 tin ti Page 82 of 143 92 of 189 fpatpx for 1px<60dg fpg60db fpz #(l 60db)(6 fps fp¢ ld-bOdb Vps-fpsj . for 60db<ipX 14 fps 1.0 for 1d<IV, 'PAP.=Development Length Reduction Factor(See LRFD Eqn.5.11.4.2-2 and-3) Development Length of Longitudinal Rebar 15.11.2.1]-Span 1 Girder A Ifd=$db(;rl X A f X'1he X iy.c X item Where: ifdb =2.4db fy f� And: ;cf=Arc =;er= 1.0 Bar Size Ab db fj, Fc or, o1w Modification Id (In2) (in) (KSI) (KSI) Factor (in) #5 0.310 0.625 40.000 6.000 1.000 1.000 1.000 24.495 Development Length of Longitudinal Rebar[5.11.2.1]in Deck Slab Full-length deck bars are considered to be developed along entire length of girder. No partial-length longitudinal rebar exists in deck. Prestress Loss Details Refined Estimate of Time-Dependent Losses[5.9.5.4] Prestress loss due to relaxation before transfer �t)kPi 40.0 -0,551fpj Y Permanent Strands (Days) (KSI) (KSI) (KSI) 1 202.500 243.000 1.980 Prestress loss due to Elastic Shortening-LRFD[5.9.5.2.3a] r'x peptep A14ep Ieah(F'e:'linrttetlBSt!'cia121s)= $ - A9 19 IQ p pease, 1t93e, f Texm,�orcr}�Str��nds)_-�- �cgy f - E A, 19 19 p fr&p ee Ep=28500 Eci=4903 Location from Location from P A I e M e f End of Girder Left Support ( p)ki 9 9 ps s p cgp Gfpes (ft) (ft) (in2) (In4) (in) (kip-ft) (in) (KSI) (KSI) (O.OL9)0.000 1065.56 855.000 22850.9 4.036 0.00 4.036 2.006 11.658 0.500 (O.OLS)0.000 1066.14 855.000 22850.9 4.036 8.87 4.036 1,988 11.555 1.128 0.628 1066.85 855.000 22850.9 4.036 19.68 14.036 1.967 11.430 1.250 (FoS)0.750 1066.98 855.000 22850.9 4.036 21.73 4.036 1.962 11.406 (H)1.500 1.000 1067.25 855.000 22850.9 4.036 25.89 4.036 1.954 11.358 1.505 1.005 1061.03 739.546 22496.9 4.027 25.97 4.027 2.144 12.461 (Bar Develop.)2.041 (Bar Develop.)1.541 1061.61 739.546 22496.9 4.027 34.71 4.027 2.126 12.359 (CS)2.417 (CS)1.917 1062.00 739.546 22496.9 4.027 40.68 4.027 2.114 12.289 2.750 (H)2.250 1062.35 739.546 22496.9 4 027F 45.88 4.027 2.104 12.228 (PSXFR,Debond)3.000 (PSXFR,Debond)2.500 1062.60 739.546 22496.9 4.0271 49.72 4.027Pp Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 83 of 143 93 of 189 Location from Location from P Ag Ig eps Mg ep 1,,p GIpES End of Girder Left Support (kip) (inZ) (in4) (in) (kip-ft) (in) (KSI) (KSI) (ft) (ft) 3.500 (1.51-1)3.00D 1062.63 739.546 22496.9 4.071 57.24 4.071 2.095 12.178 (0.1 Lg)4.200 3.700 1062.67 739.546 22496.9 4.129 67.42 4.129 2.094 12.170 4.600 (0.1 Ls)4.100 1062.70 739.546 22496.9 4.162 73.04 4.162 2.093 12.165 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 1062.81 739.546 22496.9 4.270 91.67 4.270 2.090 12.145 6.128 5.628 1062.82 739.546 22496.9 4.279 93.29 4.279 2.089 12.143 (0.21-g)8.400 7.900 1063.00 739.546 22496.9 4.436 119.73 4.436 2.084 IL 12.113 8.700 (0.2Ls)8.200 1063.01 739.546 22496.9 4.456 122.90 4.456 2.083 12.109 (PSXFR)9.000 (PSXFR)8,500 1063.03 739.546 22496.9 4.475 125.99 4.475 2.083 12.106 12.128 11.628 1065.05 739.546 22496.9 4.475 153.65 4.475 2.021 11.749 (0.31-g)12.600 12.100 1065.30 739.546 22496.9 4.475 157.10 4.475 2.014 11.704 12.800 (0.3Ls)12.300 1065.40 739.546 22496.9 4.475 158.51 4.475 2.011 11.686 (0.41-g)16.800 16.300 1066.94 739,546 22496.9 4.475 179.53 4.475 1.964 11.414 16.900 (0AQ 16.400 1066.96 739.546 22496.9 4.475 179.88 4.475 1.963 11.410 (0.51-g)21.000 (0.51-s)20.500 1067.48 739.546 22496.9 4.475 187.00 4.475 1.947 11.318 25.100 (0.6Ls)24.600 1066.96 739.546 22496.9 4.475 179.88 4.475 1.963 11.410 (0.61-9)25.200 24.700 1066.94 739.546 22496.9 4.475 179.53 4.475 1.964 11.414 29.200 (0.7Ls)28.700 1065.40 739,546 22496.9 4.475 158.51 4.475 2.011 11.686 (0.71-g)29.400 28.900 1065.30 739.546 22496.9 4.475 157.10 4.475 2.014 11.704 29.872 29.372 1065.05 739.546 22496.9 4.475 153.65 4.475 12.021 11.749 (PSXFR)33.000 (PSXFR)32.500 1063.03 739.546 22496.9 4.475 125.99 4.475 2.083 12.106 33.300 (0.8Ls)32.800 1063.01 739.546 22496.9 4.456 122.90 4.456, 2.083 12.109 (0.8Lg)33.600 33.106 1063.00 739.546 22496.9 4.436 119.73 4.436 2.084 12.113 35.872 35.372 1062.82 739.546 22496.9 4.279 93.29 4.279 2.089 12.143 (PSXFR,Debond)36.OD0 (PSXFR,Debond)35.500 1062.81 739.546 122496.9 4.270 91.67 4.270 2.090 12.145 37.400 (0.9Ls)36.900 1062.70 739.546 22496.9 4.162 73.04 4.162 2.093 12.165 (0.91-g)37.800 37.300 1062.67 739.546 22496.9 4.129 67.42 4.129 2.094 12.170 38.500 (1.51-1)38.000 1062.63 739.546 22496.9 4.071 57.24 4.071 2.095 12.178 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 1062.60 739.546 22496.9 4.027 49.72 4.027 12.096 12.183 39.250 (H)38.750 1062.35 739.546 22496.9 4.027 45.88 4.027 2.104 12.228 (CS)39.583 (CS)39.083 1062.00 739.546 22496.9 4.027 40.68 4.027 2.114 12.289 (Bar Develop.)39.959 (Bar Develop.)39.459 1061.61 739.546 22496.9 4.027 34.71 4.027 2.126 12.359 40.495 39.995 1061.03 739.546 22496.9 4.027 25.97 4.027 2.144 12.461 (H)40.500 40.000 1067.25 855.000 22850.9 4.0361 25.89 4.036 1.954 11.358 40.750 (FoS)40.250 1066.98 855.000 22850.9 4.036 21.73 4.036 11.962 11.406 40.872 40.372 1066,85 855.000 22850.9 4.036 19.68 4.036 1.967 11.430 41.500 O AS)41.000 1066.14 855.000 22850.9 4.036 8.87 4.036 1.988 11.555 (1.01-9)42.000 11065.56 855.000 22850.9 4.036 0.00 4.036 2.006 11.658 P is the prestressing force at transfer:P=Ap(fpj-GfpRO-GfpES) Aps=area of prestressing strands ep=eccentricty of permanent prestressing strands ep,=eccentricty of all prestressing strands Time dependent losses between transfer and hauling[5.9.5.4.2] [5.9.5.4.2a]Shrinkage of Girder Concrete:GfPSRH ID-:A--. TRt-T7VD-XTAXT TS A'T'f T-T T-I,- A)Q 7 A 11)i11)1A Page 84 of 143 94 of 189 AfpSF.X=EbihEAh Ebih=KSKZk„$khFkfkrdO.48X1O-3 where krd=krd(t=th) Kih(PermanentStrands)= 1 1+EP �j(1+`�� +0.71b(tf,tt)] Ec;A$ I9 K;h(TemporaryStrands)_ 1+EP p 1 s(1+A'iJpBe`)[1+0.7,p,,(tf,ti)] cd 9 8 Ob(tf,ti)=1.9h1K ki.akhckfkrdri O"'s(where krd=krd(t=tf) ks=1.45-0.13(VIS) 1.0 kh,=2.00-0.014H khc=1.56-0.008H _ 5 r f 1+fci t krd= 100-4fit 121100 +t fc;+20 J /S rci i a ) (dahy) (dtafy)H t IN (n) 75 4.569 5.000 1 10 2000 EP Ecl I Shrinkage Creep (KSI) (KSI) Kt KZ h ihx 1000 Kt KZ b(tt.y) 28500 49031 11 1 1 0.0722 1 1 1.49 ks khs khc kf ktd ktd Initial to Hauling Initial to Final t=9day t=1999day 1 0.95 0.96 0.833 0.191 0.981 Location from Location from Aps A I9 eps ep Kih GfPSRH End of Girder Left Support (ft) (ft) (in 2) (in 2) (in 4) (in) (in) (KSI) (0.01-9)0.000 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 0.500 (O.OLs)0.000 5,642 855.000 22850.9 4.036 4.036 0.888 1.826 1.128 0.628 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 1.250 (FoS)0.750 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 (H)1.500 1.000 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 1.505 1.005 5.642 739.546 22496.9 4.027 4.027 0.878 1.805 (Bar Develop.)2.041 (Bar Develop.)1.541 5.642 739.546 22496.9 4.027 4.027 0.878 1.805 (CS)2.417 (CS)1.917 5.642 739.546 22496.9 4.027 4.027 0.878 1.805 2.750 (H)2.250 5.642 739.546 22496.9 4.027 4.027 0.878 1.805 (PSXFR,Debond)3,000 (PSXFR,Debond)2.500 5.642 739.546 22496.9 4.027 4.02710.8781 1.805 3.500 (1.51-1)3.000 5.642 739.546 22496.9 4.071 4.071 0.877 1.804 (0.1 Lg)4.200 3.700 5.642 739.546 22496.9 4.129 4.129 0.876 1.802 4.600 (0.1 Ls)4.100 5.642 739.546 22496.9 4.162 4.162 0.875 1.800 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 5.642 739.546 22496.9 4.270 4.270 0.873 1.796 6.128 5.628 5.642 739.546 22496.9 4.279 4.279 0.873 1.796 (0.21-g)8.400 7.900 5.642 739,546 22496.9 4.436 4.436 0.87 1.789 8.700 (0.2Ls)8.200 5.642 739.546 22496.9 4.456 4.456 0.87 1.788 (PSXFR)9.000 (PSXFR)8.500 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 12.128 11.628 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 (0.3L9)12.600 12.100 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 12.800 (0.31-s)12.300 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 (OAL9)16.800 16.300 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 16.900 (0.41-s)16.400 5.642 739.546 22496.9 4.475 4.475 0.8691 1.788 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 85 of 143 95 of 189 Location from Location from ApsFA I9psepKiGfpSRH End of Girder Left Support (in2) (in (in) (in) (KSI) (ft) (ft) (0.5L9)21.000 (0.51-s)20.500 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 25.100 (0.6Ls)24.600 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 (0.6L9)25.200 24.700 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 29.200 (0.7Ls)28.700 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 (0.7L9)29.400 28.900 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 29.872 29.372 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 (PSXFR)33.000 (PSXFR)32.500 5.642 739.546 22496.9 4.475 4.475 0.869 1.788 33.300 (0.8L5)32.800 5.642 739.546 22496.9 4.456 4.456 0.87 1.788 (0.8L9)33.600 33.100 5.642 739.546 22496.9 4.436 4.436 0.87 1.789 35.872 35.372 5.642 739.546 22496.9 4.279 4.279 0.873 1.796 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 5.642 739.546 22496.9 4.270 4.270 0.873 1.796 37.400 (0.91-s)36.900 5.642 739.546 22496.9 4.162 4.162 0.875 1.800 (0.91-9)37.800 37.300 5.642 739.546 22496.9 4.129 4.129 0.876 1,802 38.500 (1.51-1)38.000 5.642 739.546 122496.9.4.071 4.071 0.8771 1.804 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 5.642 739.546 22496.9 4.027 4.027 0.8781 1.805 39.250 (H)38.750 5.642 739.546 22496.9 4.027 4.027 0.8781 1.805 (CS)39.583 (CS)39.083 5.642 739.546 22496.9 4.027 4.027 0.8781 1.805 (Bar Develop.)39.959 (Bar Develop.)39.459 5.642 739.546 22496.9 4.027 4.027 0.8781 1.805 40.495 39.995 5.642 739.546 22496.9 4.027 4.027 0.8781 1.805 (H)40.500 40.000 5.642 855.000 22850.9 4.036 4.036 0.8881 1.826 40.750 (FoS)40.250 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 40.872 40.372 5.642 855.000 122850.9 4.036 4.036 0.888 1.826 41.500 (1.01-s)41.000 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 (1.0L9)42.000 5.642 855.000 22850.9 4.036 4.036 0.888 1.826 [5.9.5.4.2b]Creep of Girder Concrete:GfpCRH -AfpCRH=Ep L,,Ob(th,ti)Kih n tbb(th,t,)=1.9K1K2k,.s.k,,kfkrdt,a.us where krd=krdtt=th) �d=0.19 tl=1 day th=10 day Kr=1 K2=1 b(th,tl)=0.29 Location from Location from f�gp Kih GfpCRH End of Girder Left Support (KSI) (KSI) (ft) (ft) (0.01-9)0.000 2.006 0.89 2.988 0.500 (O.OLS)0.000 1.988 0.89 2.961 1.128 0.628 1.967 0.89 2.929 1.250 (FoS)0.750 1.962 0.89 2.923 (H)1.500 1.000 1.954 0.89 2.911 1.505 1.005 2.144 0.88 3.158 (Bar Develop.)2.041 (Bar Develop.)1.541 2.126 0.88 3.132 (CS)2.417 (CS)1.917 2.114 0.88 3.114 2.750 (H)2.250 2.104 0.88 3.099 (PSXFR,Debond)3.000 (PSXFR,Debond)2.500 2.096 0.88 3.087 3.500 (1.5H)3.000 2.095 0.88 3.083 (0.1 L9)4.200 3.700 2.094 0.88 3.077 4.600 (0.1 Ls)4.100 2.093 0.88 3.074 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 2.090 0.87 3.061 6.128 5.628 2.089 0.87 3.060 (0.21-9)8.400 7.900 2.084 0.87 3.042 1-1..:.7,`... Tir!'T/-UTTATAATTSA'Pf+T7 T-I-- rnQ� tinni�n1 Page 86 of 143 96 of 189 Location from Location from fCgP K h GfPCRH End of Girder Left Support (KSI) (KSI) (ft) (ft) 8.700 %21-5)8.200 2.083 0.87 3.040 (PSXFR)9.000 (PSXFR)8.500 2.083 0.87 3.037 12.128 11.628 2.021 0.87 2.948 (0.3L9)12.600 12.100 2.014 0.87 2.937 12.800 (0.K)12.300 2.011 0.87 2.932 (0.4L9)16.800 16.300 1.964 0.87 2.864 16.900 (0.4Ls)16.400 1.963 0.87 2.863 (0.5L9)21.000 (0.51-5)20.500 1.947 0.87 2.840 25.100 (0.6L5)24.600 1.963 0.87 2.863 (0.6L9)25.200 24.700 1.964 0.87 2.864 29.200 (0.7Ls)28.700 2.011 0.87 2.932 (0.7L9)29.400 28.900 2.014 0.87 2.937 29.872 29.372 2.021 0.871 2.948 (PSXFR)33.000 (PSXFR)32.500 2.083 0.87 3.037 33.300 (0.8Ls)32.800 2.083 0.87 3.040 (0.8L9)33.600 33.100 2.084 0.87 3.042 35.872 35.372 2.089 0.87 3,060 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 2.090 0.87 3.061 37.400 (0.91-s)36.900 2.093 0.88 3.074 (0.9L9)37.800 37.300 2.094 0.88 3.077 38.500 (1.5H)38.000 2.095 0.88 3.083 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 2.096 0.88 3.087 39.250 (H)38.750 2.104 0.88 3.099 (CS)39.583 (CS)39.083 2.114 0.88 3.114 (Bar Develop.)39.959 (Bar Develop.)39.459 2.126 0.88 3.132 40.495 39.995 2.144 0.88 3.158 (H)40.500 40.000 1.954 0.89 2.911 40.750 (FoS)40.250 1.962 0.89 2.923 40.872 40.372 1.967 0.89 2.929 41.500 (1.OLs)41.000 1.988 0.89 2.961 (1.OL9)42.000 2.006 0.89 2.988 [5.9.5.4.2c]Relaxation of Prestressing Strands:GfpR1H f rdoa(24tk) f,, 1 3(dfPssa+dfP=�) li,e dog(24ti)�f �L fir fj,=243.0OD KSI K-L=45 tI=1 day td=10 day Location from Location from fpt GfPSRH GfPCRH Kih GfpRiH End of Girder Left Support (KSI) (KSI) (KSI) (KSI) (ft) (ft) (0.0L9)0.000 188.862 1.826 2.988 0.89 1.349 0.500 (0.01-s)0.000 188.965 1.826 2.961 0.89 1.353 1.128 0.628 189.090 1,826 2.929 0.89 1.357 1.250 (FoS)0.750 189.114 1.826 2.923 0.89 1.358 (H)1.500 1.000 189.162 1.826 2.911 0.89 1.360 1.505 1.005 188.060 1.805 3.158 0.88 1.305 (Bar Develop.)2.041 (Bar Develop.)1.541 188.162 1.805 3.132 0.88 1.308 (CS)2.417 (CS)1.917 188.232 1.805 3.114 0.88 1.311 2.750 (H)2.250 188.292 1.805 3.099 0.88 1.313 (PSXFR,Debond)3.000 (PSXFR,Debond)2.500 188.337 1.805 3.087 0.88 1.315 3.500 (1.5H)3.000 188.342 1.804 3.083 0.88 1.314 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 87 of 143 97 of 189 Location from Location from fpt GfpSRH GfpCRH Kih GfpRIH End of Girder Left Support (KSI) (KSI) (KSI) (KSI) (ft) (ft) (0.1 L9)4.200 3.700 188.350 1.802 3.077 0.88 1.313 4.600 (0.1 Ls)4.100 188.355 1.800 3.074 0.88 1.312 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 188.375 1.796 3.061 0.87 1.310 6.128 5.628 188.377 1.796 3.060 0.87 1.310 (0.21-9)8.400 7.900 188.408 1.789 3.042 0.87 1.307 8.700 (0.2L5)8.200 188.411 1.788 3.040 0.87 1.306 (PSXFR)9.000 (PSXFR)8.500 188.414 1.788 3.037 0.87 1.306 12.128 11.628 188.772 1.788 2.948 0.87 1.319 (0.3L9)12.600 12.100 188.816 1.788 2.937 0.87 1.321 12.800 (0.31-s)12.300 188.834 1.788 2.932 0.87 1.322 (0.4L9)16.800 16.300 189.106 1.788 2.864 0.87 1.332 16.900 (0.4L5)16.400 189.110 1.788 2.863 0.87 1.332 (0.5L9)21.000 (0.5L5)20.500 189.202 1.788 2.840 0.87 1.335 25.100 (0.6L5)24.600 189.110 1.788 2.863 0.87 1.332 (0.6L9)25.200 24.700 189.106 1.788 2.864 0.87 1.332 29.200 (0.71-5)28.700 188.834 1.788 2.932 0.87 1.322 (0.7L9)29.400 28.900 188.816 1.788 2.937 0.87 1.321 29.872 29.372 188.772 1.7881 2.948 0.87 1.319 (PSXFR)33.000 (PSXFR)32.500 188.414 1.7881 3.037 0.87 1.306 33.300 (0.81-s)32.800 188.411 1,788 3.040 0.87 1.306 (0.8L9)33.600 33.100 188.408 1.789 3.042 0.87 1.307 35.872 35,372 188.377 1.796 3.060 0.87 1.310 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 188.375 1.796 3.061 0.87 1.310 37.400 (0.91-5)36.900 188.355 1.800 3.074 0.88 1.312 (0.9L9)37.800 37.300 188.350 1.802 3.077 0.88 1.313 38.500 (1.5H)38.000 188.342 1.804 3.083 0.88 1.314 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 188.337 1.805 3.087 0.88 1.315 39.250 (H)38,750 188.292 1.805 3.099 0.88 1.313 (CS)39.583 (CS)39.083 188.232 1.8051 3.114 0.88 1.311 (Bar Develop.)39.959 (Bar Develop.)39.459 188.162 1.805 3.132 0.88 1.308 40.495 39.995 188.060 1.805 3.158 0.88 1.305 (H)40.500 40.000 189.162 1.826 2.911 0.89 1.360 40.750 (FoS)40.250 189.114 1.826 2.923 0.89 1.358 40.872 40.372 189.0901 1.826 2.929 0.89 1.357 41.500 (1.OL5)41.000 188.965 1.826 2.961 0.89 1.353 (1.OL9)42.000 188.862 1.826 2.988 0.89 1.349 Losses at Shipping Location from Location from Gf Gf Gf Gf End of Girder Left Support pRo pes p�rH pH (ft) (ft) (KSI) (KSI) (KSI) (KSI) (O.OL9)0.000 1.980 11.658 6.162 19.800 0.500 (O.OLS)0.000 1.980 11.555 6.140 19.675 1.128 0.628 1.980 11.430 6.112 19.522 1.250 (FoS)0.750 1.980 11.406 6.107 19.493 (H)1.500 1.000 1.980 11.358 6.097 19.434 1.505 1.005 1.980 12.461 6.268 20.708 (Bar Develop.)2.041 (Bar Develop.)1.541 1.980 12.359 6.246 20.584 (CS)2,417 (CS)1.917 1.980 12.289 6.230 20.499 2.750 (H)2.250 1.980 12.228 6.217 20.425 (PSXFR,Debond)3.000 (PSXFR,Debond)2.5001 1.980 12.183 6.208 20.370 3.500 (1.5H)3.0001 .980112.1781 6.201 20.359 RY;anP• nAruFANTANTUATru Tnh• O?R7 6/10/9016 Page 88 of 143 98 of 189 Location from Location from GfPRo PIPES G'PLTH GfPH End of Girder Left Support (KSI) (KSI) (KSI) (KSI) (ft) (ft) (0.1 L9)4.200 3.700 1.980 12.170 6.192 20.342 4.600 (0.1 Ls)4.100 1.980 12.165 6.186 20.331 (PSXFR,Debond)6.000 (PSXFR,Debond)5.500 1.980 12.145 6.168 20.293 6.128 5.628 1.980 12.143 6.166 20.289 (0.21-9)8.400 7.900 1.980 12.113 6.138 20.230 8.700 (0.21-s)8.200 1.980 12.109 6.134 20,223 (PSXFR)9.000 (PSXFR)8.500 1.980 12.106 6.131 20.217 12.128 11.628 1.980 11.749 6.055 19.783 (0.31-9)12.600 12.100 1.980 11.704 6.045 19.729 12,800 (0.31-s)12,300 1.980 11.686 6.041 19.707 (0.41-9)16.800 16.300 1.980 11.414 5.983 19.377 16.900 (0.41-5)16.400 1.980 11.410 5.982 19.372 (0.51-9)21.000 (0.5L,)20.500 1.980 11.318 5.963 19.260 25.100 (0.6L,)24.600 1.980 11.410 5.982 19.372 (0.61-9)25.200 24.700 1.980 11.414 5.983 19.377 29.200 (0.7L,)28.700 1.980 11.686 6.041 19.707 (0.71-9)29.400 28.900 1,980 11.704 6.045 19.729 29.872 29.372 1.980 11.7491 6.055 19.783 (PSXFR)33.000 (PSXFR)32.500 1.980 12.106 6.131 20.217 33.300 (0.8L,)32.800 1.980 12.109 6.134 20.223 (0.8L9)33.600 33.100 1.980 12.113 6.138 20.230 35.872 35.372 1.980 12.143 6.166 20.289 (PSXFR,Debond)36.000 (PSXFR,Debond)35.500 1.980 12.145 6.168 20.293 37.400 (0.9L,)36.900 1.980 12.165 6.186 20.331 (0.91-9)37.800 37.300 1.980 12.170 6.192 20.342 38.500 (1.5H)38.000 1.980 12.178 6.201 20.359 (PSXFR,Debond)39.000 (PSXFR,Debond)38.500 1.980 12.183 6.208 20.370 39.250 (H)38.750 1.980 12.228 6.217 20.425 (CS)39.583 (CS)39.083 1.980 12.289 6.230 20.499 (Bar Develop.)39.959 (Bar Develop.)39.459 1.980 12.359 6.246 20.584 40.495 39.995 1.980 12.461 6.268 20.708 (H)40.500 40.000 1.980 11.358 6.097 19.434 40.750 (FoS)40.250 1.980 11.406 6.107 19.493 40.872 40.372 1.980 11.430 6.112 19.522 41.500 (1.01-s)41.000 1.980 11.555 6.140 19.675 (1.01-9)42.000 1.980 11.658 6.162 19.800 GfPLTH-GfPSRH+GfpCRH+GfPR1H AfPH=+tf a®+AfrES+Af L:Ta Time dependent losses between transfer and installation of precast members[5.9.5.4.2,5.9.5.4.4] [5.9.5.4.2a]Shrinkage of Girder Concrete:GfpSR If;ISR=EL+EdE;, . EaFd=K1Kzk.kr,kfkrd0.4$xi0'3 where krd=krd(t=td) 1 Kid E = r 77 1+ ,_-45 (1+ Ye��[1+iFa e. s f M'(tf.t,)=1.9KiKzklrkh�kfkzdtiu os where k.,=krd(t=tf: k,,=1.45-0.130/5)}1.0 k.,,,,=2.00-0.014H khc=1.56-0.008H Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 89 of 143 99 of 189 _ s f t krd= 100-4f'jJ 1�� fc )+t flJ(in) t1tdtf) (day) (day) (day)0 1 120 2000 ks khs khc kf ktd ktd Initial to Deck Placement Initial to Final it day t=1999day 1 0.95 0.96 0.833 0.756 0.981 Ep Eci Shrinkage Creep (KSI) (KSI) K1 K2 tbidx 1000 Kt K2 I Asti) 28500 4903 1 1 D.287 1 1 1.49 Location from Aps A I9 eps ep Kid Gfp8R Left Support (in) (in2) (in) (in) (in) (KSI) (ft) (0.01-s)0.000 5.642 855.000 22850.9 4.036 4.036 0.888 7.271 0.628 5.642 855.000 22850.9 4.036 14.036 0.888 7.271 (FoS)0.750 5.642 855.000 22850.9 4.036 14.036 0.888 7.271 1.000 5.642 855.000 22850.9 4.036 4.036 0.8881 7.271 1.005 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 (Bar Develop.)1.541 5.642 739.546 22496.9 4.027 4.027 0.8781 7.189 (CS)1.917 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 (H)2.250 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 (PSXFR,Debond)2.500 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 (1.5H)3.000 5.642 739.546 22496.9 4.071 4,071 0.877 7.182 3.700 5.642 1739.546 22496.9 4.129 4.129 0.876 7.173 (0.1 Ls)4.100 5.642 739.546 22496.9 4.162 4.162 0.875 7.168 (PSXFR,Debond)5.500 5.642 739.546 22496.9 4.270 4.270 0.873 7.151 5.628 5.642 739.546 22496.9 4.279 4.279 0.873 7.150 7.900 5.642 739.546 22496.9 4.436 14.436 0.87 7.124 (0.2Ls)8.200 5.642 739.546 22496.9 4.456 4.456 0.87 7.121 (PSXFR)8.500 5.642 739.546 22496.9 4.475 14.475 0.869 7.118 11.628 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 12.100 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 (0.31-s)12.300 5.642 739.546 22496.9 4,475 4.475 0.869 7.118 16.300 5.642 739.546 22496.9 4.475 14.475 0.869 7.118 (0.41-s)16.400 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 (0.51-s)20.500 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 (0.6Ls)24.600 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 24.700 5.642 739.546 22496.9 4.475 4.475 0.869 7,118 (D.71-s)28.700 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 28.900 5.642 739.546 22496.9 4.475 14.475 0.869 7.118 29.372 5.642 739.546 22496.9 4.475 14.475 0.869 7.118 (PSXFR)32.500 5.642 739.546 22496.9 4.475 4.475 0.869 7.118 (0.81-s)32.800 5.642 739.546 22496.9 4.456 4.456 Q.87 7.121 33.100 5.642 1739.546 22496.9 4.436 4.436 0.87 7.124 35.372 5.642 739.546 22496.9 4.279 4.279 0.873 7.150 (PSXFR,Debond)35.500 5.642 739.546 22496.9 4.270 4.270 0.873 7.151 (0.91-s)36.900 5.642 739.546 22496.9 4.162 4.162 0.875 7.168 r 1 nnnn Page 90 of 143 100 of 189 Location from Aps A9 I9 eps eP KidGfPSR Left Sup port port (in2) (In2) (In4) (in) (in) (KS j 37.300 5.642 739.546 22496.9 4.129 4.129 0.876 7.173 (1.51-1)38.000 5.642 739.546 22496.9 4.071 4.071 0.877 7.182 (PSXFR,Debond)38.500 5.642 739.546 22496.9 4.027 4,027 0.878 7.189 (H)38.750 5.642 739.546 22496.9 4.027 4.027 0.8781 7.189 (CS)39.083 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 (Bar Develop.)39.459 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 39.995 5.642 739.546 22496.9 4.027 4.027 0.878 7.189 40.000 5.642 855.000 22850.9 4.036 4.036 0.888 7.271 (FoS)40.250 5.642 855.000 22850.9 4.036 4.036 0.888 7.271 40.372 5.642 855.000 22850.9 4.036 4.036 0.888 7.271 (1.OL5)41.000 5.642 855.000 22850.9 4.036 4.036 0.888 7.271 [5.9.5.4.2b]Creep of Girder Concrete:GfpCR E AfpCR=En ft2P1Pb(td)rj)Kid Location from fc kid . td I h(td,ti) Kid t pCR Left Support (ft) (KSI () (day) (day) KSI) (O.OL,)0.000 1.988 0.76 1 120 1.1 0.89 11.791 0.628 1.967 0.76 1 120 1.1 0.89 11.663 (FoS)0.750 1.962 0.76 1 120 1.1 0.89 11.639 1.000 1.954 0.76 1 120 j 1.1 0.89 11.590 1.005 2.144 0.761 1 1201 1.1 0.88 12.573 (Bar Develop.)1.541 2.126 0.76 1 1201 1.1 0.88 12.469 (CS)1.917 2.114 0.76 1 120 1.1 0.88 12.399 (H)2.250 2.104 0.76 1 120 1.1 0.88 12.338 (PSXFR,Debond)2.500 2.096 0.76 1 120 1.1 0.88 12.292 (1.51-1)3.000 2.095 0.76 1 120 1.1 0.88 12.276 3.700 2.09410.761 1 120 1.1 0.88 12.253 (0.1 Ls)4.100 2.093 0.76 1 120 1.1 0.88 12.239 (PSXFR,Debond)5.500 2.090 0.76 1 120 1.1 0.87 12.190 5.628 2.089 0.76 1 120 1.1 0.87 12.186 7.900 2.084 0.76 1 120 1.1 0.87 12.112 (0.21-s)8.200 2.083 0.76 1 120 1.1 0.87 12.103 (PSXFR)8.500 2.083 0.761 1 120 1.1 0.87 12.094 11.628 2.021 0.76 1 120 1.1 0.87 11.737 12.100 2.014 0.76 1 120 1.1 0.87 11.693 (0.31-5)12.300 2.011 0.76 1 120 1.1 0.87 11.675 16.300 1.964 0.76 1 120 1.1 0.87 11.403 (0.4L5)16.400 1.963 0.76 1 120 1.1 0.87 11.399 (0.51-5)20.500 1.947 0.76 1 120 1.1 0.87 11.307 (0.61-5)24.600 1.963 0.76 1 120 1.1 0.87 11.399 24.700 1.964 0.76 1 120 1.1 0.87 11.403 (0.71-s)28.700 2.011 0.76 1 120 1.1 0.87 11.675 28.900 2.014 0.76 1 120 1.1 0.87 11.693 29.372 2.021 0.761 1 120 1.1 0.87 11.737 (PSXFR)32.500 2.083 0.761 1 120 1.1 0.87 12.094 (0.81-s)32.800 2.083 0.76 1 120 1.1 0.87 12.103 33.100 2.084 0.761 1 120 1.1 0.87 12.112 35.372 2.089 0.761 1 120 1.1 0.87 12,186 (PSXFR,Debond)35.500 2.090 0,761 1 120 1.1 0.87 12.190 (0.91-s)36.900 2.093 0.76 1 120 1.1 0.88 12.239 37.300 2.094 0.761 1 120 1.1 0.88 12.253 (1.51-1)38.000 2.095 0.76 1 120 1.1 0.88 12.276 (PSXFR,Debond)38.500 2.096 10.761 1 120 1.1 0.88 12.292 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 91 of 143 101 of 189 Location from f�gp ktd ti td I b(td'ti) Kid GfPCR Left Support (KSI) (day) (day) (KSI) (ft) (H)38.750 2.104 0.76 1 120 1.1 0.88 12.338 (CS)39.083 2.114 0.76 1 120 1.1 0,88 12.399 (Bar Develop.)39.459 2.126 0.76 1 120 1.1 0.88 12.469 39.995 2,144 0.76 1 120 1.t 0.88 12.573 40.000 1.954 0.76 1 120 1.1 0.89 11.590 (FoS)40.250 1.962 0.76 1 1201 1.1 0.89 11.639 40.372 1.967 0.76 1 120 1.1 0.89 11.663 (1.OL5)41.000 1.988 0.76 7 120 1.1 6.89 11.791 [5.9.5.4.2c]Relaxation of Prestressing Strands:GfPR1 -rffPrIaq(24td)fpt-U.55)111 3��fPSR+'� -)]Kid fp}ti- Ki log(24ti) Py fpt f,=243.000 KSI K'L=45 ti=1 day td=120 day Location from fpt GfPSR GfPCR Kid GfPR1 Left Support (KSI) (KSI) (KSI) (KSI) (ft) (0.01-5)0.000 188.965 7.271 11.791 0.89 1.484 0.628 189.090 7.271 11.663 0.89 1.493 (FoS)0.750 189.114 7.271 11.639 0.89 1.494 1.000 189.162 7.271 11.590 0.89 1.498 1.005 188.060 7.189 12.573 0.88 1.410 (Bar Develop.)1.541 188.162 7.189 12.469 0.88 1.417 (CS)1.917 188.2321 7.189 12.399 0.88 1.422 (H)2.250 188.292 7.189 12.338 0.88 1.426 (PSXFR,Debond)2.500 188.337 7.189 12.292 0.88 1.430 (1.5H)3.000 188.342 7.182 12.276 0.88 1.429 3.700 188.350 7.173 12.253 0.88 1.429 (0.1 Ls)4.100 188,355 7.168 12.239 0.88 1.429 (PSXFR,Debond)5.500 188.375 7.151 12.190 0.87 1.428 5.628 188.3771 7.150 12.186 0.87 1.428 7.900 188.408 7.124 12.112 0.87 1.427 (0.2Ls)8.200 188.411 7.121 12.103 0.87 1.427 (PSXFR)8.5DO 188.414 7.118 12.094 0.87 1.427 11.628 188.772 7.118 11.737 0.871 1.452 12.100 188.816 7.118 11.693 0.87 1.455 (0.31-s)12.300 188.834 7.118 11.675 0.87 1.457 16.300 189.106 7.118 11.403 0.87 1.476 (OALs)16.400 189.110 7.118 11.399 0.87 1.476 (0.51-5)20.500 189.202 7.118 11.307 D.87 1.483 (0.61-s)24.600 189.110 7.118 11.399 D.87 1.476 24.700 189.1061 7.118 11.403 0.87 1.476 (0.7Ls)28.700 188.834 7.118 11.675 0.87 1.457 28.900 188.8161 7.118 11.693 0.87 1.455 29.372 188.772 7.118 11,737 0.87 1.452 (PSXFR)32.500 188,414 7.118 12.094 0.87 1.427 (0.8Ls)32.800 188.411 7.121 12.103 0.87 1.427 33.100 188.4081 7.124 12.112 0.87 1.427 35.372 188.377 7.150 12.186 0.87 1.428 (PSXFR,Debond)35.500 188.375 7.151 12.190 0.87 1.428 (0.9Ls)36,900 188.355 7.168 12.239 0.88 1.429 37.300 188.350 7.173 12.253 0.88 1.429 (1.5H)38.000 188.342 7.182 12.276 0.88 1,429 T2r;A--. AifCIV-7AA.TAATTTA'rrIT-T Tnl.• fNQ7 I'ViWIni6 Page 92 of 143 102 of 189 Location from fpt Left Support (KSI) �KSR GfPCRM (ft) ) (KSI) (PSXFR,Debond)38.500 188.337 7.189 12.292(H)38.750 188.292 7.189 12.338 (CS)39.083 188.232 7.189 12.399 0.881 1.422 (Bar Develop.)39.459 188.162 7.189 12.469 0.881 1.417 39.995 188.060 7.189 12.573 0.881 1.410 40.000 189.162 7.271 11.590 0.89 1.498 (FoS)40.2501189.1141 7.271 J11.639N1.49440.372 189.090 7.271(1.OLs)41.000 188.965 7.271 Time Dependent Losses Before Installation of Precast Members Location from GfPSR GfPCR GfPRf GfPLT,d Left Support (KSI) (KSI) (KSI)(ft) (KSI) (O.OLs)0,000 7.271 11.791 1.484 20.545 0.628 7.271 11.663 1.493 20.427 (FoS)0.750 7.271 11.639 1.494 20.404 1,000 7.271 11.590 1.498 20.358 1.005 7.189 12.573 1.410 21.171 (Bar Develop.)1.541 7.189 12.469 1.417 21.076 (CS)1.917 7.189 12.399 1.422 21.010 (H)2.250 7.189 12.338 1.426 20.953 (PSXFR,Debond)2.500 7.189 12.292 1.4301 20.911 (1.5H)3.000 7.182 12.276 1.429 20.888 3.700 7.173 12.253 1.429 20.855 (0.1 Ls)4.100 7.168 12.239 1.429 20.836 (PSXFR,Debond)5.500 7.151 12.190 1.428 20.769 5.628 7.150 12.186 1.428 20.763 7.900 7.124 12.112 1.4271 20.663 (0.2Ls)8.200 7.121 12.103 1.427 20.651 (PSXFR)8.500 7.118 12.094 1.427 20.640 11.628 7.118 11.737 1.452 20.308 12.100 7.118 11,693 1.455 20.266 (0.3Ls)12.300 7.118 11.675 1.457 20.249 16,300 7.118 11.403 1.476 19.997 (0.4L5)16.400 7.118 11.399 1.476 19.993 (0.5L5)20.500 7.118 11.307 1.483 19.907 (0.6Ls)24.600 7.118 11.399 1.476 19.993 24.700 7.118 11.403 1.476 19.997 (0.7Ls)28.700 7.118 11.675 1.457 20.249 28.900 7.118 11.693 1.455 20.266 29.372 7.118 11.737 1.452 20.308 (PSXFR)32.500 7.118 12.094 1.427 20.640 (0.8Ls)32.800 7.121 12.103 1.427 20.651 33.100 7.124 12.112 1.427 20.663 35.372 7.150 12.186 1.428 20.763 (PSXFR,Debond)35.500 7.151 12.190 1.428 20.769 (0.9L5)36.900 7.168 12.239 1.429 20.836 37.300 7.173 12.253 1.429 20,855 (1.5H)38.000 7.182 12.276 1.429 20.888 (PSXFR,Debond)38.500 7.189 12.2921 1.430 20.911 (H)38.750 7.189 12.338 1.426 20.953 (CS)39.083 7.189 12.399 1.422 21.010 (Bar Develop.)39.459 7.189 12.469 1.417 21.076 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 93 of 143 103 of 189 Location from GfpSR GfpCR GfpR1 GfPLTid Left Support (KSI) (KSI) (KSI) (KSI) (ft) 39.995 7.189 12.573 1.410 21.171 40.000 7.271 11.590 1.498 20.358 (FoS)40.250 7.271 11.639 1.494 20.404 40.372 7.271 11.663 1.493 20.427 (1.OL5)41.OD0 7.271 11.791 1.484 20.545 GfPLTld=GfpSR+GfpCR+GfPR1 Losses:Time of Installation of Precast Members to Final Time[5.9.5.4.3,5.9.5.4.4] [5..9.5.4.3a]Shrinkage of Girder Concrete:GfPSD AfPsD=Ebdf£pKdf Ebdf=Ebif-Ebid Ebif--KlK2kv:kh kfkrd0.48x10-a 11 1 Kdf 1+E,,At 1 i+A ceX2)[1.0+0.70,(tf,ti)] or \ JJJ (t t)=1. K2k k k k t aua �b f+ i 9K 1 vs he f [d i ks=1.45-0.13(VIS) 1.0 kh.,=2.00-0.014H kh,=1.56-0.008H _ 5 f 1+fci t krd= 100-4 f' 12t fT+20i)+i H VIS Fci ti tf (1) (in) (KSI) (day) (day) 75 4.569 5.000 1 2000 Ep Eci Shrinkage Creep (KSI) (KSI) Kt K2 hyi1x1000 kidX1000 kbdIX1000 Ki KZ b(tf,4) 28500 4903 1 1 0.373 0.287 0.0855 1 1 1.49 ks khs khc kf ktd �. t=1999 day 1 0.95 0.96 0.833 0.981 Location from Aps Ac Ic epc Kdf GfPSD Left Support (in') (in) (in4) (in) (KSI) (ft) (O.OLS)0.000 5.642 855.000 22850.9 4.036 0.888 2.165 0.628 5.642 855.000 22850.9 4.036 0.888 2.165 (FoS)0.750 5.642 855.000 22850.9 4.036 0.888 2.165 1.000 5.642 855.000 22850.9 4.036 10.888 2.165 1.005 5.642 739.546 22496.9 4.027 0.878 2.141 (Bar Develop.)1.541 5.642 739.546 22496.9 4.027 0.878 2.141 (CS)1.917 5.642 739.546 22496.9 4.027 0.878 2.141 (H)2.250 5.642 739.546 22496.9 4.027 0,878 2.141 (PSXFR,Debond)2.500 5,642 739.546 22496.9 4.027 0.878 2.141 (1.5H)3.000 5.642 739.546 22496.9 4.071 0.877 2.139 3.700 5.642 739.546 22496.9 4.129 10.876 2.136 (0.1 Ls)4.100 5.642 739.546 22496.9 4.162 0.875 2.134 (PSXFR,Debond)5.500 5.642 739.546 22496.9 4.270 0,873 2.129 5.628 5.642 739.546 22496.9 4.279 0.873 2.129 D-;A--- T/T(''VTTVTNTAXTT-TATrT4 Tnk• 0')R7 611(1/9016 Page 94 of 143 104 of 189 Location from Aps Ac Ic epc Kdf GfPSD Left Su (ft)port (inZ) (inZ) (in4) (in) (KSI) 7.900 5.642 739.546 22496.9 4.436 0.87 2.121 (0.2Ls)8.200 5.642 739.546 22496.9 4.456 0.87 2.120 (PSXFR)8.500 5.642 739.546 22496.9 4.475 0.869 2.119 11.628 5.642 739.546 22496.9 4.475 0.869 2.119 12.100 5.642 739.546 22496.9 4.475 0.869 2.119 (0.3Ls)12.300 5.642 739.546 22496.9 4.475 0.869 2.119 16.300 5.642 739.546 22496.9 4,475 0.869 2.119 (0.4Ls)16.400 5.642 739.546 22496.9 4.475 0.869 2.119 (0.5Ls)20.500 5.642 739.546 22496.9 4.475 0.869 2.119 (0.6Ls)24.600 5.642 739.546 22496.9 4.475 0.869 2.119 24.700 5.642 739.546 22496.9 4.475 0.869 2.119 (0.71-s)28.700 5.642 739.546 22496.9 4.475 0.869 2.119 28.900 5.642 1739.546 22496.9 4.475 0.869 2.119 29.372 5.642 739.546 22496.9 4.475 0.869 2.119 (PSXFR)32.500 5.642 739.546 22496.9 4.475 0.869 2.119 (0.8L5)32.800 5.642 739.546 22496.9 4.456 0.87 2.120 33.100 5.642 739.546 22496.9 4.436 0.87 2.121 35.372 5.642 739.546 22496.9 4.279 0.873 2.129 (PSXFR,Debond)35.500 5.642 739.546 22496.9 4.270 0.873 2.129 (0.9L5)36.900 5.642 739.546 22496.9 4.162 0.875 2.134 37.300 5.642 739.546 22496.9 4.129 0.876 2.136 (1.5H)38.000 5.642 739.546 22496.9 4.071 10.877 2.139 (PSXFR,Debond)38.500 5.642 739.546 22496.9 4.027 0.878 2.141 (H)38.750 5.642 739.546 22496.9 4.027 0.878 2.141 (CS)39.083 5.642 739.546 22496.9 4.027 0.878 2.141 (Bar Develop.)39.459 5.642 739.546 22496.9 4.027 0.878 2.141 39.995 5.642 739.546 22496.9 4.027 0.878 2.141 40.000 5.642 855.000 22850.9 4.036 0.888 2.165 (FoS)40.250 5.642 855.000 22850.9 4.036 10.888 2.165 40.372 5.642 855.000 22850.9 4.036 10.888 2.165 (1.01-5)41.000 5.642 855.000 22850.9 4.036 0.888 2.165 [5.9.5.4.3b]Creep of Girder Concrete:GfpCD Afcd=-(Afpss+of�ca+Aftsx)Ap.f-(Afpsiz+Afpcs+AfPRt)Ap.epinrm+df, +A „ ( Ag f 12 cd fcd MILD= +P(Afcd+Afptr)Yb(tf td)K f H EcEci Fckf (KSI) (KSI) (KSI) 5208 4903 6.000 0.83 ti td ti ktd ktd (day) (day) (day) Initial to Final Deck Placement to Final t=1999 day t=1999 day 1 120 2000 0.981 0.98 I b(tf.tl)I I b(td.ti) I b(tf,td) 1.5 1.1 0.85 Location from Kdf fcBP GfPtr Gfcd IG(jK'Sl') Left Support (KSI) (KSI) (KSI) (ft) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 95 of 143 105 of 189 Location from Kdf f" Gfptr Gfcd GfpCD Left Support (KSI) (KSI) (KSI) (KSI) (ft) (0.01-5)0.000 0.89 1.988 0.000 -0.218 2.612 0.628 0.89 1.967 0.000 -0.226 2.543 (FoS)0.750 0.89 1.962 0.000 -0.227 2.529 1.OD0 0.89 1.954 0,000 -0.230 2.503 1.005 0.88 2,144 0.000 -0.262 2.677 (Bar Develop.)1.541 0.88 2.1261 0.000 -0.268 2.621 (CS)1.917 0.88 2.114 0.000 -0.272 2.583 (H)2.250 0.88 2.104 0.000 -0.276 2.549 (PSXFR,Debond)2.500 0.88 2.096 0.000 -0.2791 2.525 (1.51-1)3.OD0 0.88 2.095 0.000 -D.2871 2.487 3.700 0.88 2.094 0.000 -0.298 2.435 (0.1 Ls)4.100 0.88 2.093 0.000 -0.305 2.406 (PSXFR,Debond)5.5DO 0.87 2.090 0.000 -0.327 2.306 5.628 0.87 2.089 0.000 -0.329 2.297 7.900 0.87 2.084 0.000 -0.362 2.146 (0.21-5)8.2DO 0.87 2.083 0,000 -0.366 2.128 (PSXFR)8,500 0.87 2.083 0.000 -0.370 2.109 11.628 0.87 2.021 0.000 -0.391 1.916 12.100 0.87 2.014 0.000 -0.394 1.892 (0.31-5)12.300 0.87 2.011 0.000 -0.395 1.882 16.300 0.87 1.964 0.000 -0.412 1.736 (0.41-s)16,400 0.87 1.963 0.000 -0.412 1.733 (0.5Ls)20.500 0.87 1,947 0.000 -0.417 1.683 (0.6Ls)24.600 0.87 1.963 0.000 -0.412 1.733 24.700 0.87 1.964 0.000 -0.412 1.736 (0.7L5)28.700 0.87 2.011 0.000 -0.395 1.882 28,900 0.87 2.014 0.000 -0.394 1.892 29.372 0.87 2.021 0.000 -0.391 1.916 (PSXFR)32.500 0.87 2.083 0.000 -0.370 2.109 (0.8L5)32.800 0.87 2.D83 0.000 -0.366 2.128 33.100 0.87 2.084 0.000 -0.362 2.146 35.372 0.87 2.089 0.000 -0.329 2.297 (PSXFR,Debond)35.500 0.87 2.090 0.000 -0.327 2.306 (0.91-5)36.900 0.88 2.093 0.000 -0.305 2.406 37.300 0.88 2.094 0.000 -0.298 2.435 (1.5H)38.000 0.88 2.095 0.000 -0.287 2.487 (PSXFR,Debond)38.500 0.88 2.0961 O.00D -0.279 2.525 (H)38.750 0.88 2.104 0.000 -0.276 2.549 (CS)39.083 0.88 2.114 0.000 -0,272 2.583 (Bar Develop.)39.459 0.88 2.126 0.000 -0.268 2.621 39.995 0.88 2.1441 O.00D -0.262 2.677 40.000 0.89 1.954 0.000 -0.230 2.503 (FoS)40.250 0.89 1.962 0.000 -0.227 2.529 40.372 0.89 1.967 0.000 -0.226 2.543 (1.OL5)41.000 0.89 1.988 0.000 -0.218 2.612 [5.9.5.4.3c]Relaxation of Prestressing Strands:GfpR2 =3svai Location from GfPR2 Left Support (KSI) (ft) (0.01-5)0.000 1.484 0.628 1.493 (FoS)0.750 1.494 1: ,4, --- A/rOVTiTJA.TANT UATOU MQ'7 All(VIA1A Page 96 of 143 106 of 189 Location from GfPR2 Left Support (KSI) (ft) 1.000 1.498 1.005 1.410 (Bar Develop.)1.541 1.417 (CS)1.917 1.422 (H)2.250 1.426 (PSXFR,Debond)2.500 1.430 (1.51-1)3.000 1.429 3.700 1.429 (0.1 Ls)4.100 1.429 (PSXFR,Debond)5.500 1.428 5.628 1.428 7.900 1.427 (0.21-s)8.200 1.427 (PSXFR)8.500 1.427 11.628 1.452 12.100 1.455 (0.31-s)12.300 1.457 16.300 1.476 (0.41-5)16.400 1.476 (0.5Ls)20.500 1.483 (0.6L5)24.600 1.476 24.700 1.476 (0.71-s)28.700 1.457 28.900 1.455 29.372 1.452 (PSXFR)32.500 1.427 (0.81-s)32.800 1.427 33.100 1.427 35.372 1.428 (PSXFR,Debond)35.500 1.428 (0.9L5)36.90.0 1.429 37.300 1.429 (1.51-1)38.000 1.429 (PSXFR,Debond)38.500 1.430 (H)38.750 1.426 (CS)39.083 1.422 (Bar Develop.)39.459 1.417 39.995 1.410 40.000 1.498 (FoS)40.250 1.494 40.372 1.493 (1.OL5)41.000 1.484 Time Dependent Losses After Deck Placement Location from GfpSD GfPCp Gf R2 Gf LT Left Support (KSI) (KSI) (KSI) P of (ft) (KSI) (0.01-s)0.000 2.165 2.612 1.484 6.261 0.628 2.165 2.543 1.493 6.200 (FoS)0.750 2.165 2,529 1.494 6.189 1.000 2.165 2.503 1.498 6.166 1.005 2.141 2.677 1.410 6.228 (Bar Develop.)1.541 2.141 2.621 1.417 6.179 (CS)1.917 2.141 2.583 1.422 6.145 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 97 of 143 107 of 189 Location from GfPCD GfPCD GfPR2 GfPLT df Left Support (KSI) (KSI) (KSI) ) (ft) (K51) (H)2.250 2.141 2.549 1.426 6.116 (PSXFR,Debond)2.500 2.141 2.525 1.430 6,095 (1.5H)3.000 2.139 2.487 1.429 6.055 3.700 2.136 2.435 1.429 6.000 (0.1 Ls)4.100 2.134 2.406 1.429 5.969 (PSXFR,Debond)5.500 2.129 2.306 1.428 5.863 5.628 2.1291 2.297 1.428 5.854 7.900 2.121 2.146 1.427 5.695 (0.2Ls)8.200 2.120 2.128 1.427 5.675 (PSXFR)8.500 2.119 2.109 1.427 5.656 11.628 2.119 1.916 1.452 5.488 12.100 2,119 1.892 1.455 5.467 (0.3Ls)12.300 2.119 1.882 1.457 5.458 16.300 2.1191 1.736 1.476 5.331 (0.4Ls)16.400 2.119 1.733 1.476 5.329 (0.5L5)20.500 2.119 1.683 1.483 5.285 (0.6L5)24.600 2.119 1.733 1.476 5.329 24.700 2.119 1.736 1.476 5.331 (0.7L5)28.700 2.119 1.882 1.457 5.458 28.900 2.1191 1.892 1.455 5.467 29.372 2.1191 1.916 1.452 5.488 (PSXFR)32.500 2.119 2.109 1.427 5.656 (0.81-s)32.800 2.120 2.128 1.427 5.675 33.100 2.121 2.146 1.427 5.695 35.372 2.129 2.297 1.428 5.854 (PSXFR,Debond)35.500 2.129 2.306 1.428 5.863 (0.9L5)36,900 2.134 2.406 1.429 5.969 37.300 2.1361 2.435 1.429 6.000 (1.5H)38.000 2.1391 2.487 1.429 6.055 (PSXFR,Debond)38.500 2.1411 2.525 1.430 6.095 _ (H)38.750 2.1411 2.549 1.426 6.116 (CS)39.083 2.1411 2.583 1.422 6.145 (Bar Develop.)39.459 2.1411 2.621 1.417 6.179 39.995 2.1411 2.6771 1.410 6.228 40.000 2.165 2.503 1.498 6.166 (FoS)40.250 2.165 2.529 1.494 6.189 40.372 2.165 2.543 1.493 6.200 (1.OL5)41.000 2.165 2.612 1.484 6.261 GfPLTdf-GfPCD+GfPCD+GfPR2 Time Dependent Losses AfpcTd =AfpSIt+t',fpCR+Afprsl. AfpLTd f=©fpSD+Afpr-D+AfpM AfpLT=dfpzrd+AfpLrdf Location from GfPLT• GfPLT GfPLT Left Support �ddf (ft) (KSI) (KSI) (KSI) (O.OLs)0.000 20.545 6.261 26.806 0.628 20.427 6.200 26.627 (FoS)0.750 20.404 6.189 26.593 1.000 20.358 6.166 26.524 1.005 21.171 6.228 27.399 (Bar Develop.)1.541 21.076 6.179 27.254 Rr;r1QP• MCKF.RNAN HATCH TA- 0?97 (/10/2n16 Page 98 of 143 108 of 189 Location from GfpLTId GfPLT Gf LT Support Left(ft) (KSI) (KSI)f P(KSI) (CS)1.917 21.010 6.145 27.155 (H)2.250 20.953 6.116 27.069 (PSXFR,Debond)2.500 20.911 6.095 27.006 (1.5H)3.000 20.888 6.055 26.943 3.700 20.8551 6.000 26.855 (0.1 Ls)4.100 20.836 5.969 26,805 (PSXFR,Debond)5.500 20.769 5.863 26.633 5.628 20.763 5.854 26.617 7.900 20.663 5.695 26.358 (0.2Ls)8.200 20.651 5.675 26.327 (PSXFR)8.500 20.6401 5.656 26,296 11.628 20.3081 5.488 25.795 12.100 20.266 5.467 25.733 (0.31-s)12.300 20.249 5.458 25.708 16,300 19.997 5.331 25.328 (0.4L5)16.400 19.993 5.329 25,321 (0.5L5)20.500 19.907 5.285 25.193 (0.61-s)24.600 19.993 5.329 25.321 24.700 19.9971 5.331 25.328 (0.7L5)28.700 20.249 5.458 25.708 28.900 20.266 5.467 25.733 29.372 20.308 5.488 25.795 (PSXFR)32.500 20.640 5.656 26.296 (0.8Ls)32.800 20.651 5.675 26.327 33.100 20.663 5.695 26.358 35.372 20.763 5.854 26.617 (PSXFR,Debond)35.500 20.769 5.863 26.633 (0.9Ls)36.900 20.836 5.969 26.805 37.300 20.855 6.000 26.855 (1.51-1)38.000 20.8881 6.055 26.943 (PSXFR,Debond)38.500 20.9111 6.095 27.006 (H)38.750 20.9531 6.116 27.069 (CS)39.083 21.0101 6.145 27.155 (Bar Develop.)39.459 21.0761 6.179 27.254 39.995 21.1711 6.228 27.399 40.000 20.358 6.166 26.524 (FoS)40.250 20.404 6.189 26.593 40.372 20.427 6,200 26.627 (1.OL5)41.000 20.545 6.261 26.806 Total Prestress Loss AfP7-=r5 fp p6+I fPES+A fpw+AfPcr Location from Gf Gf Gf Gf GfPT %Loss Left Support PRO pEI) ptr pLT (ft) (KSI) (KSI) (KSI) (KSI) (KSI) (O.OLs)0.000 1.980 11.555 0.000 26.806 40.341 19.9 0.628 1.980 11.430 0.000 26.627 40.037 19.8 (FoS)0.750 1.980 11.406 0.000 26.593 39.979 19.7 1.000 1.980 11.358 0.000 26.524 39.862 19.7 1.005 1.980 12.461 0.000 27.399 41.839 20.7 (Bar Develop.)1.541 1.980 12.359 0.000 27.254 41.593 20.5 (CS)1.917 1.980 12.289 0.000 27.155 41.424 20.5 (H)2.250 1.980 12.228 0.000 27.069 41.277 20.4 (PSXFR,Debond)2.500 1.980 12.183 0.000 27.006 41.169 20.3 Bridge:MCKERNAN HATCH... Job: 0287 6/10/2016 Page 99 of 143 109 of 189 Location from GfPR� GfPE'S Opt, GfP�rFG %LOSs Left Support (KSI) (KSI) (KSI) (KSI) (ft) (1.5H)3.000 1.980 12.178 0.000 26.943 41.101 20.3 3.700 1.980 12.170 0.000 26.855 41.005 20.2 (0.1 Ls)4.100 1.980 12.165 0.000 26.805 40.950 20.2 (PSXFR,Debond)5.500 1.980 12.145 0.000 26.633 40.758 20.1 5.628 1.980 12.143 0.000 26.617 40.740 20.1 7.900 1.980 12.113 0.000 26.358 40.451 20.0 (0.21-s)8.200 1.980 12.109 0.000 26.327 40.416 20.0 (PSXFR)8.500 1.980 12.106 0.000 26.296 40.382 19.9 11.628 1.980 11.749 0.000 25.795 39.524 19.5 12.100 1.980 11.704 0.000 25.733 39.417 19.5 (0.3Ls)12.300 1.980 11.686 0.000 25.708 39.373 19.4 16.300 1.980 11.414 0.000 25.328 38.722 19.1 (0.41-5)16.400 1.980 11.410 0.000 25.321 38.711 19.1 (0.5Ls)20.500 1.980 11.318 0.000 25.193 38.490 19.0 (0.61-S)24.600 1.980 11.410 0.000 25.321 38,711 19.1 24.700 1.980 11.414 0.000 25.328 38.722 19.1 (0.7Ls)28.700 1.980 11.686 0.000 25.708 39,373 19.4 28.900 1.980 11.704 0.000 25.733 39.417 19.5 29.372 1,980 11.749 0.000 25.795 39.524 19.5 (PSXFR)32.500 1.980 12.106 0.000 26.296 40.382 19.9 (0.8Ls)32.800 1.980 12.109 0.000 26.327 40.416 20.0 33.100 1.980 12.113 0.000 26.358 40.451 20.0 35.372 1.980 12.143 0.000 26.617 40.740 20.1 (PSXFR,Debond)35.500 1.980 12.145 0.000 26.633 40.758 20.1 (0.91-5)36.900 1.980 12.165 0.000 26.805 40,950 20.2 37,300 1.980 12.170 0.000 26.855 41.005 20.2 (1.5H)38.000 1.980 12.178 0.000 26.943 41.101 20.3 (PSXFR,Debond)38.500 1.980 12.183 0.000 27.006 41.169 20.3 (H)38.750 1.980 12.228 0.000 27.069 141.277 20.4 (CS)39.083 1.980 12.289 0.000 27.155 41.424 20.5 (Bar Develop.)39.459 1.980 12.359 0.000 27.254 41.593 20.5 39.995 1.980 12.461 0.000 27.399141.8391 20.7 40.000 1.980 11.358 0.000 26.524 39.862 19.7 (FoS)40.250 1.980 11.406 0.000 26.593 39.979 19.7 40.372 1.980 11.430 0.000 26.627 40.037 19.8 (1.OLs)41.000 1.980 11.555 0.000 26.806 40.341 19.9 Change in effective prestress due to externally applied loads(elastic gains) Elastic Gain Due to Deck Placement[5.9.5.2.3a] Change in strand stress due to loads applied to the non-composite girder �(adI=K.Af81au+KhMFlaunch+KdMDiaphragm+KacMm DC+K&,,Mu..,Dw Moiaphragm includes shear key dead load if applicable r �t?aaaea �efcd l Lp + AfVED=Ec�cd Ep=28500 KS Ec=5208 KSI Slab:Ks=1.00 Haunch:Kh=1.00 Diaphragms:Kd=1.00 User DC:Kda=1.00 User DW:Kdw=1.00 12.4.a. ArfOV7PT?TNTA-XTUATCTd TnU. MR7 6/1nmi6 Page 100 of 143 110 of 189 Location from MSlab MHaunch MDiaphragm MUser DC MUser DW Madl e I GF G(KSIf Left Support (kip-ft) (kip-ft) (ki -ft) (kip-ft) (kip-ft) (kip-ft) ((in) In (KSI) D (ft) ( ) ) (0.01-S)0.000 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 0.000 0.000 0.628 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 0.000 0.000 (FoS)0.750 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 0.000 0.000 1.000 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 0.000 0.000 1.005 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (Bar Develop.)1.541 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (CS)1.917 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (H)2.250 0.001 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (PSXFR,Debond)2.500 0.001 0.00 0.001 0.00 0.00 0.00 4.027 22496.9 0.0001 0.000 (1.51-1)3.000 0.001 0.00 0.00 0.00 0.00 0.00 4.071 22496.9 0.000 0.000 3.700 0.00 0.00 0.00 0.00 0.00 0.00 4.129 22496.9 0.000 0.000 (0.1 Ls)4.100 0.00 0.00 0.00 0.00 0.00 0.00 4.162 22496.9 0.000 0.000 (PSXFR,Debond)5.500 0.00 0.00 0.00 0.00 0.00 0.00 4.270 22496.9 0.000 0.000 5.628 0.00 0.00 0.00 0.00 0.00 0.00 4.279 22496.9 0.000 0.000 7.900 0.00 0.00 0.00 0.00 0.00 0.00 4.436 22496.9 0.000 0.000 (0.21-s)8.200 0.00 0.00 0.00 0.00 0.00 0.00 4.456 22496.9 0.000 0.000 (PSXFR)8.500 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 11.628 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 12.100 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 (0.31-s)12.300 0.00 0.00 0.00 0.00 0.00 . 0.00 4.475 22496.9 0.000 O.ODO 16.300 0.00 0.00 0.00 0.00 0.00 0.00 4,475 22496.9 0.000 0.000 (0.4Ls)16.400 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 (0.51-s)20.500 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 (0.61-5)24.600 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 24,700 0.00 0.00 0.001 0.00 0.001 0.00 4.475 22496.9 0.000 0.000 (0.71-5)28.700 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 28.900 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.0D0 29.372 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 (PSXFR)32,500 0.00 0.00 0.00 0.00 0.00 0.00 4.475 22496.9 0.000 0.000 (0.81-5)32.800 0.00 0.00 0.00 0.00 0.00 0.00 4.456 22496.9 0.000 0.000 33.100 0.00 0.00 0.00 0.00 0.00 0.00 4.436 22496.9 0.000 0.000 35.372 0.00 0.00 0.00 0.00 0.00 0.00 4.279 22496.9 0.000 0.000 (PSXFR,Debond)35.500 0.00 0.00 0.00 0.00 0.00 0.00 4.270 22496.9 0.000 0.000 (0.9LS)36.900 0.00 0.00 0.00 0.00 0.00 0.00 4.162 22496.9 0.000 0.000 37.300 0.00 0.00 0.00 0.00 0.00 0.00 4.129 22496.9 0.000 0.000 (1.51-1)38.000 0.00 0.00 0.00 0.00 0.00 0.00 4.071 22496.9 0.000 0.000 (PSXFR,Debond)38.500 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (H)38.750 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 (CS)39.083 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22.496.9 0.000 0.000 (Bar Develop.)39.459 0.00 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 39.995 0.001 0.00 0.00 0.00 0.00 0.00 4.027 22496.9 0.000 0.000 40.000 0.00 0.00 0.001 0.00 0.00 0.00 14.036122850.9 10.000 0.000 (FoS)40.250 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 1 0.000 0.000 40.372 0.00 0.00 0.00 0.001 0.001 0.00 4.036 22850.9 0.000 0.000 (1.01-s)41.000 0.00 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 0.000 0.000 Elastic Gain Due to Superimposed Dead Load[5.9.5.2.3a] Change in strand stress due to loads applied to the composite girder 9isd�d=hr� Scrrfr,r-F,�QJ�t'Crdc3-kt��rz^�Yl1}C i- ��n d$d1�e4t' �c E;, .r s�SS➢S=Ecu* c Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 101 of 143 111 of 189 Ep=28500 KSI E�=5208 KSI Railing System:Kr=1.00 Overlay:K.=1.00 User DC:K,=1.00 User DW:Kdw=1.00 Location from MBarrer MOverlay MUserDC MUserDW Msidl ep Ic Ybc Ybg jGf",d GfpSIDL Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (in) (in4) (in) (in) (KSI) (KSI) (ft) (0.01-S)0.000 0.00 0.00 0.00 0.00 0.00 4.036 22850.9 8.945 8.945 0.000 0.000 0.628 0.38 0.00 0.00 3.80 4.19 4.036 22850.9 8.945 8.945 0.009 0.049 (FoS)0.750 0.45 0.00 0.00 4,53 4.98 4.036 22850.9 8.945 8.945 0.011 0.058 1.000 0.60 0.00 0.00 6,00 6.60 4.036 22850.9 8.945 8.945 0.014 0.077 1.005 0.60 0.00 0.00 6.03 6.63 4.027 22496.9 8.936 8.936 0.014 0.078 (Bar Develop.)1.541 0.91 0.00 0.001 9.12 10.03 4.027 22496.9 8.936 8.936 0.022 0.118 (CS)1.917 1.12 0.00 0.00 11.24 12.36 4.027 22496.9 8.936 8,936 0.027 0.145 (H)2.250 1.311 0.00 0.00 13.08 14.39 4.027 22496.9 8.936 8.936 0.031 0.169 (PSXFR,Debond)2.500 1.441 0.00 0.00 14.44 15.88 4.027 22496.9 8.936 8.936 0.034 0.187 (1.51-1)3.000 1.711 0.00 0.00 17.10 18.81 4.071 22496.9 8.936 8.936 0.041 0.224 3.700 2.071 0.00 0.00 20.70 22.77 4.129 22496.9 8.936 8.936 0.050 0,275 (0.1 Ls)4.100 2.27 0.00 0.00 22.69 24.96 4.162 22496.9 8.936 8.936 0.055 0.303 (PSXFR,Debond)5.500 2.93 0.00 0.00 29.29 32.22 4.270 22496.9 8.936 8.936 0.073 0.402 5.628 2.99 0.00 0.00 29.86 32.85 4.279 22496.9 8.936 8.936 0.075 0.410 7.900 3.92 0.00 0.00 39.22 43.15 4.436 22496.9 8.936 8.936 0.102 0.559 (0.21-S)8.200 4.03 0.00 0.00 40.34 44.38 4.456 22496.9 8.936 8.936 0.105 0.577 (PSXFR)8.500 4.141 0.00 0.00 41.44 45.5814.4751 22496.9 8.936 8.9361 0.109 0.595 11.628 5.121 0.00 51.23 56.35 4.475 22496.9 8.936 8.936 0.135 0.736 12.100 5.25 0.00 52.45 57.70 4.475 22496,9 8.936 8.936 0.138 0.754 (0.3LS)12.300 5.30 0.00 52.95 58.25 4.475 22496.9 8.936 8.936 0.139 0.761 16.300 6.04 0.00 60.39 66.43 4.475 22496.9 8.936 8.936 0.159 0.868 (0.4LS)16.400 6.05 0.00r. 60.52 66.57 4.475 22496.9 8.936 8.936 0.159 0.870 (0.51-S)20.500 6.30 0.00 0.00 63.04 69.34 4.475 22496.9 8.936 8.936 0.166 0.906 (0.61-S)24.600 6.05 0.00 0.00 60.52 66.57 4.475 22496.9 8.936 8.936 0.159 0.870 24.700 6.04 0.00 0.00 60.39 66.43 4.475 22496.9 8.936 8.936 0.159 0.868 (0.71-S)28.700 5.30 0.00 0.00 52,95 58.25 4.475 22496.9 8.936 8.936 0.139 0.761 28.900 5.251 0.00 0,00 52.45 57.70 4.4751 22496.9 8.936 8.936 0.138 0.754 29.372 5.12 0.00 0.00 51.23 56.35 4.475 22496.9 8.936 8.936 0.135 0.736 (PSXFR)32.500 4.14 0.00 0.00 41.44 45.58 4.475 22496.9 8.936 8.936 0.109 0.595 (0.811S)32.800 4.03 0.00 0.00 40.34 44.38 4.456 22496.9 8.936 8.936 0.105 0.577 33.100 3.92 0.00 0.00 39.22 43.15 4.436 22496.9 8.936 8.936 0.102 0.559 35.372 2.99 0.00 0.00 29.86 32.85 4.279 22496.9 8.936 8.936 0.075 0.410 (PSXFR,Debond)35.500 2.93 0.00 0.00 29.29 32.22 4.270 22496.9 8.936 8.936 0.073 0.402 (0.9LS)36.900 2.27 0.00 0.00 22.69 24.96 4.162 22496.9 8.936 8.936 0.055 0.303 37.300 2.071 0.00 0.00 20.70 22.77 4.129 22496.9 8.936 8.936 0.050 0.275 (1.51-1)38.000 1.711 0.00 0.00 17.10 18.81 4.071 22496.9 8.936 8.936 0.041 0.224 (PSXFR,Debond)38.500 1.44 0.00 0.00 14.44 15.88 4.027 22496.9 8.936 8.936 0.034 0.187 (H)38.750 1.31 0.00 0.00 13.08 14.39 4.027 22496.9 8.936 8.936 0.031 0.169 (CS)39.083 1.12 0.00 0.00 11.24 12.36 4.027 22496.9 8,936 8.936 0.027 0.145 (Bar Develop.)39.459 0.91 0.00 0.00 9.12 10.03 4.027 22496.9 8.936 8.936 0.022 1 0.118 39.995 0.60 0.00 0.00 6.03 6.63 4.027 22496.9 8.936 8.936 10.014 1 .078 40.000 0.60 0.00 0.00 6.00 6.60 4.036 22850.9 8.945 8.945 0,014 0.077 (FoS)40.250 0.451 0.001 0.001 4.531 4.9814.0361 22850.9 8.945 8.945 0.011 0.058 40.372 0.381 0.001 0,00 3.801 4.19 4.036 22850.9 8.945 8.945 0.009 0.049 (1.OLS)41.000 0.001 0.00 0.00 0.00 0.00 4.036 22850.9 8.945 8.945 0.000 0.060 Elastic Gain Due to Live Load[5.9.5.2.3a] Change in strand stress due to live load applied to the composite girder T2rirl-- MCV-PWNTAAT T-TOTCT-T Tnk- 0')R'7 6/1(0016 Page 102 of 143 112 of 189 _Af.:n(Ybo-n,+e7,) c Ep Fp,;, AfpLL-Ec�Jcd Ep=28500 KS I E�=5208 KSI Location from MniM ep - Ic Left Support Ybc Ybg GF'�d Gf LL (kip-ft) (in) (ft) (in4) (in) (in) (KSI) (KSI) (O.OLS)0.000 0.00 4.036 22850.9 8.945 8.945 0.000 0.000 0.628 32.20 4.036 22850.9 8.945 8.945 0.068 0.373 (FoS)0.750 38.29 4.036 22850.9 8.945 8.945 0.081 0.444 1.000 50.66 4.036 22850.9 8.945 8.945 0.107 0.588 1.005 50.90 4.027 22496.9 8.936 8.936 0.109 0.598 (Bar Develop.)1.541 76.74 4.027 22496.9 8.936 8.936 0.165 0.902 (CS)1.917 94.30 4.027 22496.9 8.936 8.936 0.203 1.109 (H)2.250 109.49 4.027 22496.9 8.936 8.936 0.235 1.287 (PSXFR,Debond)2.500 120.66 4.027 22496.9 8.936 8.936 0.259 1.419 (1.5H)3.000 142.41 4.071 22496.9 8.936 8.936 0.309 1.692 3.700 171.51 4.129 22496.9 8.936 8.936 0.378 2.067 (0.1 Ls)4.100 187.43 4.162 22496.9 8.936 8.936 0.416 2.277 (PSXFR,Debond)5.500 239.17 4,270 22496.9 8,936 8.936 0.545 2.981 5.628 243.60 4.279 22496.9 8.936 8.936 0.556 3.043 7.900 313.32 4.436 22496.9 8.936 8.936 0.741 4.058 (0.2L5)8.200 321.30 4.456 22496.9 8.936 8.936 0.764 4.179 (PSXFR)8.500 328.99 4.475 22496.9 8.936 8.936 0.785 4.298 11.628 392.11 4.475 22496.9 8.936 8.936 0.936 5.122 12.100 398.92 4.475 22496.9 8.936 8.936 0.952 5.211 (0.31-s)12.300 401.60 4.475 22496.9 8.936 8.936 0.959 5.246 16.300 445.53 4.475 22496.9 8.936 8.936 1,063 5.820 (0.4Ls)16.400 446.20 4.475 22496.9 8.936 8.936 1.065 5.829 (0.5L5)20.500 449.76 4.475 22496.9 8.936 8.936 1.074 5.875 (0.6Ls)24.600 446.20 4.475 22496.9 8.936 8.936 1.065 5.829 24.700 445.53 4.475 22496.9 8.936 8.936 1.063 5.820 (0.71-5)28.700 401.60 4.475 22496.9 8.936 8.936 0.959 5.246 28.900 398.92 4.475 22496.9 8.936 8.936 0.952 5.211 29.372 392.11 4.475 22496.9 8.936 8.936 0.936 5.122 (PSXFR)32.500 328.99 4,475 22496.9 8.936 8.936 0.785 4.298 (0.8Ls)32.800 321.30 4.456 22496.9 8.936 8.936 0.764 4.179 33.100 313.32 4.436 22496.9 8.936 8.936 0.741 4.058 35.372 243.60 4.279 22496.9 8.936 8.936 0.556 3.043 (PSXFR,Debond)35.500 239.17 4.270 22496.9 8.936 8.936 0.545 2.981 (0.9Ls)36.900 187.43 4.162 22496.9 8.936 8.936 0.416 2.277 37.300 171.51 4.129 22496.9 8.936 8.936 0.378 2.067 (1.5H)38.000 142.41 4.071 22496.9 8.936 8.936 0.309 1.692 (PSXFR,Debond)38.500 120.66 4.027 22496.9 8.936 8.936 0.259 1.419 (H)38.750 109.49 4.027 22496.9 8.936 8.936 0.235 1.287 (CS)39.083 94.30 4.027 22496.9 8.936 8.936 0.203 1.109 (Bar Develop.)39.459 76.74 4.027 22496.9 8.936 8.936 0.165 0.902 39.995 50.90 4.027 22496.9 8.936 8.936 0.109 0.598 40.000 50.66 4.036 22850.9 8.945 8.945 0.107 0.588 (FoS)40.250 38.29 4.036 22850.9 8.945 8.945 0.081 0.444 40.372 32.20 4.036 22850.9 8.945 8.945 0.068 0.373 (1.OLs)41.000 0.00 4.036 22850.9 8.945 8.945 0.000 0.000 [5.9.5.4.3d]Shrinkage of Deck Concrete:GfpSS Change in strand stress due to shrinkage of the deck concrete Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 103 of 143 113 of 139 A!pSS=Ec AJcdfKdf[1+0.7,P1,(tf,td)] EddfAdEccdeekll77f 1 -epced) AJFcdf=11+0.71Gd(tf'tA c 4 Eddf=K_hKjK2kvakr i.k fkcdOA8X10-3 � t ) 9K= 1. K k k t-a11£ �bdt J� d 1 2kvs he fkrd 6 kg=1.45-0.13(VIS)>1.0 khs=2.00-0.014H kho=1.56-0.008H _ 5 kf 1+0.8f� t krd- 100-4fcf 12 --r- +t fcf+20 Girder stresses due to slab shrinkage FddfAdEcdeck {,1 ed fr=[1+0.70d(tf'tJI`�'c+Src) _AeddfAdEc(deck 7111 _ ed�JJ -[1+O.7dltf'td�J c $bd VIS ks khs Fc kf ktd K1 K2 tbdfx 1000 deck deck deck It=tf-td (in) (KSI) 0.000 1.45 0.95 0.000 5 0.971 0 0 0 JEEc EcdO.51 Ksh K7K2 1b('t,td) I dNtd)( (KSI) (K25208 0 0 0.848 0 Location from Ad epc ed Ac Ic Gfcdf GfPSS fr fb Left Support (in2) (in) (in) (in) (in4) (KSI) (KSI) Girder Girder (ft) (KSI) (KSI) (O.OLs)0.000 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 0.628 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 (FoS)0.750 0.000 14.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 1.000 0.000 14.036 9.055 855.000 22850.9 0.000 0.0001 0.000 0.000 1.005 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (Bar Develop.)1.541 O.D00 14.027 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 (CS)1.917 0.000 4.027 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 (H)2.250 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.000 4.027 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 (1.5H)3.000 0.000 4.071 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 3.700 0.000 14.129 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (D.1 Ls)4.100 0.000 4.162 9.064 739.546 22496.9 0.000 0.000 0,000 0.000 (PSXFR,Debond)5.500 0.000 4.270 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 5.628 0.000 4.279 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 7.900 0.000 4.436 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (0.2Ls)8.200 0.000 4.456 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (PSXFR)8.500 0.000 14.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 11.628 0.000 14.475 9.064 739.5461 22496.9 0.000 0.000 0.000 0.000 12.100 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (0.3Ls)12.300 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0,000 16.300 0.000 14.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (OALs)16.400 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (0.5Ls)20.500 0,000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (0.6Ls)24.600 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 24.700 0.000 4.475 9,064 739.546 22496.9 0.000 0.000 0.000 0.000 Rrirloa• A/fCVFRNAN T-TATCTN TA- 0797 6/1(0016 Page 104 of 143 114 of 189 Location from Ad epc I ed Ac 1c Gfcdf GfpSS ft fb Left Support (in2) (in) (in) 2 4 K (ft) (in) (in) ( SI) (KSI) Girder Girder (KSI) (KSI) (0.7Ls)28.700 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 28.900 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 29.372 0.000 14.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (PSXFR)32.500 0.000 4.475 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (0.8Ls)32.800 0.000 4.456 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 33.100 0.000 4.436 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 35.372 0.000 4.279 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (PSXFR,Debond)35.500 0.000 4.270 9.064 739.546 22496.9 0.000 0.0001 0.000 0.000 (0.9L5)36.900 0.000 4.162 9.064 1739.546 22496.9 0.000 0.000 0.000 0.000 37.300 0.000 4.129 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (1 5H)38.000 0.000 4.071 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (PSXFR,Debond)38.500 0.000 4.027 9.064 739.546 22496.9 0.000 0,000 0.000 0.000 (H)38.750 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (CS)39.083 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 (Bar Develop.)39.459 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 39.995 0.000 4.027 9.064 739.546 22496.9 0.000 0.000 0.000 0.000 40.000 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 (FoS)40.250 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 40.372 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 (1.OL5)41.000 0.000 4.036 9.055 855.000 22850.9 0.000 0.000 0.000 0.000 Effective Prestress fpe=fpj-GfpT+GfpED+GfpS/DL+GfpSS f P.=f.-Gf T+Gf ED+Gf SIDL+Gf SS+(0.8)Gf LL Location from fps GfpT GfpED GfpstDL GfpSS GfpLL fpe fpe Left Support (KSI) (KSI (ft) ) (KSI) (KSI) (KSI) (KSI) (KSI) with Live Load (KSI) (O.OLs)0.000 202.500 40.341 0.000 0.000 0.000 0.000 162.159 162.159 0.628 202.500 40.037 0.000 0.049 0.000 0.373 162.512 162.811 (FoS)0.750 202.500 39.979 0.000 0.058 0.000 0.444 162.579 162.934 1.000 202.500 39.862 0.000 0.077 0.000 0.588 162.715 163.185 1.005 202.500 41.839 0.000 0.078 0.000 0.598 160.739 161.217 (Bar Develop.)1.541 202.500 41.593 0.000 0.118 0.000 0.902 161.025 161.747 (CS)1.917 202.500 41.424 0.0001 0.145 0.000 1.109 161.221 162.108 (H)2.250 202.500 41.277 0.000 0.169 0.000 1.287 161.392 162.422 (PSXFR,Debond)2.500 202.500 41.169 0.000 0.187 0.000 1.419 161.518 162.653 (1.5H)3.000 202.500 41.101 0.000 0.224 0.000 1.692 161.623 162.976 3.700 202.500 41.005 0.000 0.275 0.000 2.067 161.770 163.424 (0.1 LS)4.100 202.500 40.950 0.000 0.303 0.000 2.277 161.854 163.676 (PSXFR,Debond)5.500 202.500 40.758 0.000 0.402 0.000 2.981 162.144 164.529 5,628 202.500 40.740 0.000 0.410 0.000 3.043 162.170 164.605 7.900 202.500 40.451 0.000 0.559 0.000 4.058 162.608 165.854 (0.21-s)8.200 202.500 40.416 0.000 0.577 0.000 4.179 162.662 166.005 (PSXFR)8.500 202.500 40.382 0.000 0.595 0.000 4.298 162.714 166.152 11.628 202.500 39.524 0.000 0.736 0.000 5.122 163.712 167.810 12.100 202.500 39.417 0.000 0.754 0.000 5.211 163.837 168.006 (0.3L5)12.300 202.500 39.373 0.000 0.761 0.000 5.246 163.888 168.085 16.300 202.500 38.722 0.000 0.868 0.000 5,820 164.646 169.302 (OAL5)16.400 202.500 38.711 0.000 0.870 0.000 5.829 164.659 169.322 (0.5Ls)20.500 202.500 38.490 0.000 0,906 0.000 5.875 164.915 169.616 (0.6Ls)24.600 202.500 38.711 0.000 0.870 0.000 5.829 164.659 169.322 24.700 202.500 38.722 0.000 0.868 0.000 5.820 164.646 169.302 (0.7Ls)28.700 202.500 39.373 0.000 0.761 0.000 5.246 163.888 168.085 28.900 202.500 39.417 0.000 0.754 0.000 5.211 163.837 168.006 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 105 of 143 115 of 189 Location from fpj GfpT GfpED GfpS- GfpSS GfpLL fps fps Left Support (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) with Live Load (ft) (KSI) 29.372 202.500 39.524 0.000 0,736 0.000 5.122 163.712 167.810 (PSXFR)32.500 202.500 40.382 0.000 0.595 0.000 4.298 162.714 166.162 (0.8Ls)32.800 202.500 40.416 0.000 0.577 0.000 4.179 162.662 166.005 33.100 202.500 40.451 0.000 0.559 0.000 4.058 162.608 165.854 35.372 202.500 40.740 0.000 0.410 0.000 3.043 162.170 164.606 (PSXFR,Debond)35.500 202.500 40.758 0.000 0.402 0.000 2.981 162.144 164.529 (0.9Ls)36.900 202.500 40.950 0.000 0.303 0.000 2.277 161.854 163.676 37.300 202.500 41.005 0.000 0.275 0.000 2.067 161,770 163.424 (1.5H)38.000 202.500 41.101 0.000 0.224 0.000 1.692 161.623 162.976 (PSXFR,Debond)38.500 202.500 41.169 0.000 0.187 0,000 1.419 161.518 162.653 (H)38.750 202.500 41.277 0.000 0.169 0.000 1.287 161.392 162.422 (CS)39.083 202.500 41.424 0,000 0.145 0.000 1.109 161.221 162.108 (Bar Develop.)39.459 202.500 41.593 0.000 0.118 0.000 0.902 161.025 161.747 39.995 202.500 41.839 0.000 0.078 0.000 0.598 160.739 161.217 40.000 202.500 39.862 0.000 0.077 0.000 0.588 162.715 163.185 (FoS)40.250 202.500 39,979 0.000 0.058 0.000 0.444 162.579 162.934 40.372 202.500 40.037 0.0001 0.049 0.000 0.373 162.512 162.811 (1.OLs)41.000 202.500 40.341 0.000 0.000 0.000 0.000 162.159 162.159 Reinforcement Requirements for Tension Limits Casting Yard Reinforcement Requirements for Tensile Stress Limit[C5.9.4.1.2] Location from Yna Girder Top Girder Bottom End of Girder (in) ft At T *As As fb At T *As As (KSI) (in2) kip Provided Required (KSI) (in2) (kip) Provided Required (In) (In2) (in2) (in) (O.OL9)0.000 - - - - - I - 0.500 16.977 0.022 47.077 0.53 0.000 0.026 -0.372 NIA N/A NIA N/A (H)1.500 16.928 0.071 49.314-1.75 0.000 0.087 -1.120 N/A NIA N/A N/A (Bar Develop.)2.041 - - - - - 2.750 17.992 0.001 0.358 0.00 0.000 0.000 -2.214 N/A NIA N/A N/A (PSXFR,Debond)3.000 17.980 0.003 0.925 0.00 0.000 0.000 -2.417 N/A N/A N/A N/A (0.1 L9)4.200 - - - 4.600 (PSXFR,Debond)6.000 (0.2L9)8.400 8.700 (PSXFR)9.000 (0.3L9)12.600 12.800 (OAL9)16.800 16.900 (0.5L9)21.000 25.100 (0.6L9)25.200 29.200 (0.7L9)29.400 (PSXFR)33.000 33.300 (0.8L9)33.600 (PSXFR,Debond)36.000 37.400 (0.9L9)37.800 (PSXFR,Debond)39.000 17.980 0.0031 0.925 0.00 0.000 0.000 -2.417 N/A N/A NIA N/A Bridize: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 106 of 143 116 of 169 Location from Yea Girder Top Girder Bottom End of Girder irder (in) ft At T *As As fb At T *As As (KSI) (in) (kip) Provided Required (KSI) (in2) (kip) Provided Required (in2) (in) (in) (in2) 39.250 17.992 0,001 0.358 0.00 0.000 0.000 -2.214 N/A N/A N/A N/A (Bar Develop.)39.959 (H)40.500 16.928 0.071 49.314 1.75 0.000 0.087 -1.120 N/A N/A N/A N!A 41.500 16.977 0.022 47.07710.531 0.0001 0.026 -0.372 N/A N/A N/A N/A (1.OLg)42.000 - `Bars must be fully developed and lie within tension portion of section before they are considered. Moment Capacity Details Positive Moment Capacity Details dr Neural " m� v a> m Axis o -' T r Moment Capacity[5.7.3.2.4]-Final with Live Load(Bridge Site 3) Location from c dc I de de dt 11 fpe -psi fps,avg i Moment C T Me Left Support (in) (in) (in) (Shear*) (in) (KSI) x 1000 (KSI) Arm (kip) (kip) (kip-ft) (ft) (in) (in) (0.01-s)0.000 0.671 1.049 14.372 15.556 16.000 0.069 22.869 0.802 27.737 1.000 13.322 156.37 156.37 173.60 0.628 1,550 1.179 15.297 15.557 16.000 0.028 51.717 1.815 57.074 1.000 14.118 322.01 322.01 378.84 (FoS)0.750 1.736 11.230 15.321 15.560 16.000 0.025 57.319 2.011 62.705 1.000 14.0911 353.78 353.78 415.43 1.000 2.080 11.336 15.299 15.559 16.000 0.020 68.841 2.415 73.966 1.000 13.963 417.32 417.32 485.58 1.125 2.258 11.376 15.292 15.559 16.000 0.018 73.702 2.586 79.613 1.000 13.916 449.18 449.18 520.91 (Bar Develop.)1.541 2.852 1.544 15.188 15.559 16.000 0.014 92.708 3.253 98.966 1.000 13.644 558.37 558.371 634.87 (CS)1.917 3.384 1.728 15.051 15.559 16.000 0.011 109.905 3.856 116.924 1.000 13.323 659.69 659.69 732.41 (H)2.250 3.858 1.872 14.919 15.560 16.000 0.009 125.182 4.392 133.154 1.000 13.047 751.26 751.26 816.78 (PSXFR,Debond)2.500 4.217 1.987 14.808 15.560 16.000 0.008 1136.669 4.795 1145.52811.000 12.8211 821.07 821.07 877.22 (1.51-1)3.000 4.524 2.091 14.806 15.569 116.000 0.008 138.830 4.871 156.210 1.000 12.715 881.34 881.34 933.83 3.700 4.940 2.235 14.795 15.579 16.000 0.007 141.860 4.978 170.883 1.000 12.560 964.12 964.12 1009.10 (0.1 Ls)4.100 5.177 2.312 14.787 15.585 16.000 0.006 143.593 5.038 179.063 1.000 12.475 1010.27 1010.27 1050.23 (PSXFR,Debond)5.500 5.754 2.511 14.754 15.601 16.000 0.005 149.671 5.252 198.802 1.000 12.243 1121.92 1121.92 1144.65 5.628 5.775 2.519 14.753 15.602 16.000 0.005 150.229 5.271 199.516 1.000 12.234 1126.01 1126.01 1147.98 7.900 6.154 2.660 14,718 15.627 16,000 0.005 160.106 5.618 212.223 0.983 12.058 1200.18 1200.18 1206.02 (0.21-s)8.200 6.205 2.679 14.712 15.630 16.000 0.005 161.410 5.664 213.909 0.978 12.033 1210.24 1210.24 1213.55 (PSXFR)8.500 6.257 2.699 14.706 15.633 16.000 0.005 162.714 5.709 215.597 0.973 12.007 1220.38 1220.38 1221.04 11.628 6.445 2.774 14.718 15.647 16.000 0.004 163.712 5.744 221.708 0.954 11.945 1257.60 1257.60 1251.79 12.100 6.446 2.774 14.717 15.647 16.000 0.004 163.837 5.749 221.746 0.954 11.943 1257.83 1257.83 1251.85 (0.3Ls)12.300 6.447 2.774 14.717 15.647 16.000 0.004 163.888 5.750 221.762 0.954 11.942 1257.93 1257.93 1251.88 16.300 6.454 2.777 14.710 15.647 16.000 0.004 164.646 5.777 221.996 0.953 11.932 1259.37 1259.37 1252.27 (0.41-s)16.400 6.454 2.777 14.710 15.647 16,000 0.004 164.659 5.777 221.999 0.953 11.932 1259.40 1259.40 1252.28 (0.51-s)20.500 6.457 2.778 14.707 15.647 16.000 0.004 164.915 5.787 222.078 0.953 11.929 1259.88 1259.88 1252.41 (0.6L$)24.600 6.454 2.777 14.710 15.647 16.000 0.004 164.659 5.777 221.999 0.953 11.932 1259.40 1259.40 1252.28 24.700 6.454 2.777 14.710 15.647 16.000 0.004 164.646 5.777 221.996 0,953 11.932 1259.37 1259.37 1252.27 (0.71-s)28.700 6.447 2.774 14.717 15.647 16.000 0.004 163.888 5.750 221.762 0.954 11.942 1257.93 1257.93 1251.88 28.900 6.446 2.774 14.717 15.647 16.000 0.004 163.837 5.749 221.746 0.954 11.943 1257.83 1257.83 1251.85 29.372 6.445 2.774 14.718 15.647 16.000 0.004 163.712 5.744 221.708 0.954 11.945 1257.60 1257.60 1251.79 (PSXFR)32.500 6.257 2.699 114.706 15.633 16.000 0.005 162.714 5.709 215.597 0.973 12.007 1220.38 1220.38 1221.04 (0.8Ls)32.800 6.205 2.679 14.712 15.630 16.000 0.005 161.410 5.664 213.909 0,978 12.033 1210.24 1210.24 1213.55 33.100 6.15412.660114.7181 15.627 16.000 0.005 1160.1061 5.618 212.223 0.983 12.058 1200.18 1200.18 1206.02 35.372 5.775 2.519 14.753 15.602 16.000 0.0051-150.2291 5.271 199.516 1.000 12.234 1126.01 1126.01 1147.98 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 107 of 143 117 of 189 Location from c do de de dt J125.1 pe hpsl fps,avg i Moment C T Me Left Support (in) m m (Shear*) (in) SI) x 1000 (KSI) Arm (kip) (kip) (kip-ft) (ft) ( ) ( ) (in) (in) (PSXFR,Debond)35.500 5.754 2.511 14.754 15.601 16.000 .671 5.252 198.802 1.000 12,243 1121.92 1121.92 1144.65 (0.9Ls)36.900 5.177 2.312 14.787 15.585 16.000 .593 5.038 179.063 1.000 12.475 1010.27 1010.27 1050.23 37.300 4.940 2.235 14.795 15.579 16.000 .860 4.978 170.883 1.000 12.560 964.12 964.12 1009.10 (1.5H)38.000 4.524 2.091 14.806 15.569 16.00D .830 4.871 156.210 1.000 12.715 881.34 881.34 933.83 (PSXFR,Debond)38.500 4.217 1.987 14.808 15.560 16.0006.669 4.795 145.528 1.000 12.821 821.07 821.07 877.22 (H)38.750 3.858 1.872 14.919 15.560 16.0005.182 4.392 133.154 1.000 13.047 751.26 751.26 816.78 (CS)39.083 3.384 1.728 15.051F5555 16.000 0.011 109.905 3.856 116.924 1.000 13.323 659.69 659.69 732.41 (Bar Develop.)39.459 2.852 1.544 15.188 16.000 0.014 92.708 3.253 98.966 1.000 13.644 558,37 558.37 634.8739.875 2.258 1.376 15.292 16,000 0.018 73.702 2.586 79.613 1.000 13.916 449.18 449.18 520.91 40.000 2.080 1.336 15.299 16.000 0.020 68.841 2.415 73.966 1.000 13.963 417.32 417.32 485.58 (FoS)40.250 1.736 1.230 15.321 16,000 0.025 57.319 2.011 62.705 1.000 14.091 353.78 353.78 415.43 40.372 1.550 1.179 15.297 15.557 16.000 0.028 1 51.717 1.815 57.074 1.000 14.118 322.01 322.011 378.84 (1.01-s)41.000 0.671 1.049 14.372 15.556 16.000 0.069 22.869 0.802 27.737 1.000 13.322 156.37 156.37 173.60 Used to compute dv for shear.Depth to resultant tension force for strands in tension.See PCI BDM 8.4.1.2 1c1=0.002 i}1=0.005 0.25(E=-Eci) 0.75Cc¢=0.75i G1.0 (--a-El) Positive Cracking Moment Details[5.7.3.3.2]-Final with Live Load(Bridge Site 3) Location from RO.355 . So Mdoc Mcr Left Support in3) lin3) (kiP_ft) (kip-ft) (ft) (0.0Ls)0.00054.6 2554.6 0.00 391.77 0.62854.6 2554.6 10.80 496.57 (FoS)0.750 . . 54.6 2554.6 12.85 516.92 1.000 0.906 1.068 2554.6 2554.6 17.01 558.77 1.125 0.906 1.227 2517.4 2517.4 19.07 587.47 (Bar Develop.)1.541 0.906 11.544 2517.4 2517.4 25.83 660.52 (CS)1.917 0.906 1.830 2517.4 2517.4 31.81 726.62 (H)2.250 0.906 2.085 2517.4 2517.4 37.01 785.33 (PSXFR,Debond)2.500 0.906 2.276 2517.4 2517.4 40.85 829.48 (1.5H)3.000 0.906 2.326 2517.4 2517.4 48.37 840.90 3.700 0.906 2.395 2517.4 2517.41 58.54 856.92 (0.1 Ls)4.100 0.906 2.435 2517.4 2517.4 64.17 866.09 (PSXFR,Debond)5.500 0.906 2.574 12517.4 2517.4 82.79 898.22 5.628 0.906 2.587 2517.4 2517.4 84.42 901.17 7.900 0.906 2.813 2517.4 2517.4 110.86 953.44 (0.2Ls)8.200 0.906 2.843 2517.4 2517.4 114.02 960.34 (PSXFR)8.500 0.906 2.873 2517.4 2517.4 117.11 967.25 11.628 0.906 2.891 2517.4 2517.4 144.78 971.31 12.100 0.906 2.893 2517.4 2517.41 148.23 971.82 (0.31-s)12.300 0.906 2.894 2517.4 2517.4 149.64 972.03 16.300 0.906 2.907 2517.4 2517.4 170.65 975.12 (OALs)16.400 0.906 2.908 2517.4 2517.4 171.00 975.17 (0.5Ls)20.500 0.906 2.912 2517.4 2517.4 178.13 976.22 (0.61-s)24.660 0.906 2.908 2517.4 2517.4 171.00 975.17 24.700 0.906 2.907 2517.4 2517.4 170.65 975.12 (0.7Ls)28.700 0.906 2.894 2517.4 2517.4 149.64 972.03 28.900 0.906 12.893 2517.4 2517.4 148.23 971.82 29.372 0.906 2.891 2517.4 2517.4 144.78 971.31 (PSXFR)32.500 0.906 2.873 2517.4 2517.4 tjH 967.25 (0.8Ls)32.800 0.906 2.843 2517.4 2517.4 .34 Rrirwa- MC'KRRNAN HATCH Tnh- MR7 6/10/2016 Page 108 of 143 118 of 189 Location from fr fcpe Snc Sc Mdnc Mcr Left Support ) ( ) (ft) (KSI KSI (in) (In) (kip-ft) (kip-ft) 33.100 0.906 2.813 2517.4 2517.4 110.86 953.44 35.372 0.906 2.587 2517.4 2517.4 84.42 901.17 (PSXFR,Debond)35.500 0.906 2.574 2517.4 2517.4 82.79 898.22 (0.91- s)36.900 0.906 2.435 2517.4 2517.4 64.17 866.09 37.300 0.906 2.395 2517.4 2517.41 58.54 856.92 (1.51-1)38.000 0.906 2.326 2517.4 2517.41 48.37 840.90 (PSXFR,Debond)38.500 0.906 2.276 2517.4 2517.41 40.85 829.48 (H)38.750 0.906 2.085 2517.4 2517.4 37.01 785.33 (C,S)39.083 0.906 1.830 2517.4 2517.4 31.81 726.62 (Bar Develop.)39.459 0.906 1.544 2517.4 2517.4 25.83 660.52 39.875 0.906 1.227 2517.4 2517.4 19.07 587.47 40.000 0.906 1.068 2554.6 2554.6 17.01 558.77 (FoS)40.250 0.906 0.889 2554.6 2554.6 12.85 516.92 40.372 0.906 0,802 2554.6 2554.61 10.80 496.57 (1.OLs)41.000 0.906 0.355 2554.6 2554.E 0.00 391.77 Flexural cracking variability factor,jt=1.6 Prestress variability factor,j2=1.1 Ratio of specified minimum yield strength to ultimate tensile strength of the reinforcement,j3=1 S R9cr=Y3 Rn fr+Yzfcps)Sc-Menc c -1}] xc r=0.3700-f� ope=compressive stress in concrete due to effective prestress force only(after allowance for all prestress losses)at extreme fiber of section where tensile stress is caused by externally applied loads. Posftt4+e elontent P + Pg cpa= A.9 Sys NegattveRMoment 0 S_=section modulus for the extreme fiber of the monolithic or noncomposite section where tensile stress is caused by externally applied loads S�=section modulus for the extreme fiber of the composite section where tensile stress is caused by externally applied loads Mdnc=total unfactored dead load moment acting on the monolithic or noncomposite section Minimum Reinforcement[5.7.3.3.2]-Final with Live Load(Bridge Site 3) Location from Mcr Loading Mu 1.33Me 'Mn Min Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (ff) (0.01-s)0.000 391.77 Strength 1 0.00 0.00 0.00 0.628 496.57 Strength 1 78.25 104.08 104.08 (FoS)0.750 516.92 Strength 1 93.07 123.79 123.79 1.000 558.771 Strength 1 123.16 163.81 163.81 1.125 587.47 Strength 1 138.04 183.59 183,59 (Bar Develop.)1.541 660.52 Strength 1 186.74 248.36 248.36 (CS)1,917 726.62 Strength 1 229.61 305.38 305.38 (H)2.250 785.33 Strength 266.75 354.78 354.78 (PSXFR,Debond)2.500 829.48 Strength 1 294.101 391.16 391.1E (1.5H)3.000 840.90 Strength 1 347.43 462.08 462.08 3.700 856.92 Strength 1 419:03 557.31 557.31 (0.1 Ls)4.100 866.09 Strength 1 458.33 609.59 609.59 (PSXFR,Debond)5.500 898.22 Strength 1 586.71 780.33 780.33 5.628 901.17 Strength 1 597.76 795.02 795.02 7.900 953.44 Strength 1 773.51 1028.76 953.44 (0.21-s)8.200 960.34 Strength 1 793.90 1055.89 960.34 (PSXFR)8.500 967.25 Strength 1 813.64 1082.14 967.25 11.628 971.31 Strength 1 980.30 1303,80 971.31 12.100 971.82 Strength 1 999.24 1328.99 971.82 (0.31-s)12.300 972.03 Strength 11006.77 1339.01 972.03 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 109 of 143 119 of 189 Location from Mcr Loading Mu 1.33Mu iMn Min Left Support (kip-ft) (kip-ft) (kip-ft) (kip-ft) (ft) 16.300 975.12 Strength 1 1126.36 1498.06 975.12 (0.41-s)16.400 975.17 Strength 1 1128.24 1500.56 975.17 (0.51-s)20.500 976.22 Strength 1 1148.95 1528.10 976.22 (0.61-s)24.600 975.17 Strength 1 1128.24 1500.56 975.17 24.700 975.12 Strength 1126.36 1498.06 975.12 (0.71-s)28.700 972.03 Strength 1 1006.77 1339.01 972.03 28.900 971.82 Strength 999.24 1328.99 971.82 29.372 971.31 Strength 980.30 1303.80 971.31 (PSXFR)32.500 967.25 Strength 1 813.64 1082.14 967.25 (0.81-s)32.800 960.34 Strength 1 793.90 1055.89 960.34 33.100 953.44 Strength 1 773.51 1028.76 953.44 35.372 901.17 Strength 1 597.76 795.02 795.02 (PSXFR,Debond)35.500 898.22 Strength 1 586.71 780.33 780.33 (0.91-s)36.900 866.09 Strength 1 458.33 609.59 609.59 37.300 856.921 Strength 1 419.03 557.31 557.31 (1.51-1)38.000 840.90 Strength 1 347.43 462.08 462.08 (PSXFR,Debond)38.500 829.48 Strength 1 294.10 391.16 391.16 (H)38.750 785.33 Strength 1 266.75 354.78 354,78 (CS)39.083 726.62 Strength 1 229.61 305.38 305.38 (Bar Develop.)39.459 660.52 Strength 1 186.74 248.36 248.36 39.875 587.47 Strength 1 138.04 183.59 183.59 40,000 558.77 Strength 1 123.16 163.81 163.81 (FoS)40.250 516.92 Strength 1 93.07 123.79 123.79 40.372 496.57 Strength)1 78.251 104.08 104.08 (1.01-s)41.000 391.77 Strength I 0.00 0.00 0.00 iM.Min=min(Mw 1.33M�) Shear Capacity Details Effective Shear Dimensions for Strength I[From Article 5.8.2.7] T c E- tj tj ti m O< C T Tcnsion Top bv�Zti Tension.Bottom (Rlorrient arm d„=M axd 4.9d, lmtrTCM Location from by de h 0.9de 0.72h Moment d„ Tension Left Support (in) (in) (in) (in) (in) Arm (in) Side (ft) (in) (CS)1.917 23.000 15.559 18.000 14.003 12.960 13.323 14.003 Bottom (H)2.250 23.000 15.560 18.000 14.004 12.960 13.047 14.004 Bottom (PSXFR,Debond)2.500 23.000 15.560 18.000 14.OD4 12.960 12.821 14.004 Bottom (1.5H)3.000 23.000 15.569 18.000 14.012 12.960 12.715 14,012 Bottom 3.700 23.000 15.579 18.000 14.021 12.960 12.560 14.021 Bottom (0.1 Ls)4.100 23.000 15.585 18.000 14.026 12.960 12.475 14.026 Bottom (PSXFR,Debond)5.500 23.000 15.601 18.000 14.041 12.960 12.243 14.041 Bottom 5.628 23.000 15.602 18.000 14.042 12.960 12.234 14.042 Bottom 7.900 23.000 15.627 18.000 14.064 12.960 12.058 14.064 Bottom (0.2Ls)8.200 23.000 15.630 18.000 14.067 12.960 12.033 14.067 Bottom (PSXFR)8.500 23.000 15.633 18.000 14.070 12.960 12.007 14.070 Bottom 11.628 23.000 15.647 18,000 14.082 12.960 11.945 14.082 Bottom Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 110 of 143 120 of 189 Location from b� d, h 0.9de 0.72h Moment dv Tension Left Support (in) (in) (in) (in) (in) Arm (in) Side (ft) (in) 12.100 23.000 15.647 18.000 14.082 12.960 11.943 14.082 Bottom (0.3L,)12.300 23.000 15.647 18.000 14.082 12.960 11.942 14.082 Bottom 16.300 23.000 15.647 18.000 14.082 12,960 11.932 14.082 Bottom (0.4Ls)16.400 23.000 15.647 18.000 14.082 12.960 11.932 14.082 Bottom (0.51-s)20.500 23.000 15.647 18.000 14.082 12.960 11.929 14.082 Bottom (0.6Ls)24.600 23.000 15.647 18.000 14.082 12.960 11.932 14.082 Bottom 24.700 23.000 15.647 18.000 14.082 12.960 11.932 14.082 Bottom (0.7L$)28.700 23.000 15.647 18.000 14.082 12.960 11.942 14.082 Bottom 28.900 23.000 15.647 18.000 14.082 12.960 11.943 14.082 Bottom 29.372 23.000 15.647 18.000 14.082 12.960 11.945 14.082 Bottom (PSXFR)32.500 23.000 15.633 18.000 14.070 12.960 12.007 14.070 Bottom (0.8Ls)32.800 23.000 15.630 18.000 14.067 12.960 12.033 14.067 Bottom 33.100 23.000 15.627 18.000 14.064 12.960 12.058 14.064 Bottom 35.372 23.000 15,602 18.000 14.042 12,960 12.234 14.042 Bottom (PSXFR,Debond)35.500 23.000 15.601 18.000 14.041 12.960 12.243 14.041 Bottom (0.9Ls)36.900 23.000 15.585 18.000 14.026 12.960 12.475 14.026 Bottom 37,300 23.000 15.579 18.000 14.021 12.960 12.560 14.021 Bottom (1.5H)38.000 23.000 15.569 18.000 14.012 12,960 12.715 14.012 Bottom (PSXFR,Debond)38.500 23.000 15.560 18.000 14.004 12.960 12.821 14.004 Bottom (H)38.750 23.000 15.560 18.000 14.004 12.960 13.047 14.004 Bottom (CS)39.083 23.000 15.559 18.000 14,003 12.960 13.323 14,003 Bottom fpo-Strength 1 fpo=0.75fpu(PCI BDM 8.4.1.1.4) fpo=202.500 KS I Longitudinal Strain N-Strength I £ I1,,1,.1+0.51kr,+IV. -Vj-A,,fo ors 0 s= E;A.,+EPA,, s CIaf�I+0.snas+IV:, V,I-AP�fP,� £,= L E.A.+EpAp,+E,;A� for£,<:0 Location from Mu IVY-Vp1 dv As Es Aps Eps Ac Ec Left Support (kip-ft) (kip) (in) (Inz) (KSI) (in) (KSI) (In) (KSI) x 1000 (ft) (CS)1.917 229.61 117.47 14.003 0.000 29000 2.974 28500 373.273 5208 -0.142 (H)2.250 266.75 115.87 14,004 0.000 29000 3.388 28500 373.273 5208 -0.167 (PSXFR,Debond)2.500 294.10 114.67 14.004 0.000 29000 3.694 28500 373.273 5208 -0.186 (1.5H)3.000 347.43 112.27 14.012 0.000 29000 3.971 28500 373.273 5208 -0.192 3.700 419.03 108.91 14.021 0.000 29000 4.052 28500 373.273 5208 -0.171 (0.1 L,)4.100 458.33 107.00 14.026 0.000 29000 4.094 28500 373.273 5208 -0.16 (PSXFR,Debond)5.500 586.71 100.32 14.041 0.000 29000 4.238 28500 373,273 5208 -0.124 5.628 597.76 99.72 14.042 0.000 29000 4.254 28500 373.273 5208 -0.121 7.900 773.511 88.96 14.064 0.000 29000 4.540 28500 373.273 5208 -0.0822 (0.2L,)8.200 793.90 87.54 14.067 0.000 29000 4.577 28500 373.273 5208 -0.0782 (PSXFR)8.500 813.64 86.13 14.070 0.000 29000 4.615 28500 373.273 5208 -0.0744 11.628 980.30 71.49 14.082 0.000 29000 4.685 28500 373.273 5208 -0.0202 12.100 999.24 69.29 14.082 0.000 29000 4.698 28500 373.273 5208 -0.0147 (0.3Ls)12.300 1006.77 68.36 14.082 0.000 29000 4.704 28500 373.273 5208 -0.0126 16.300 1126.36 50.89 14.082 0.0001 2900014.7731285001 373.2731 5208 1 0.326 (0.4L5)16.400 1128.24 50.51 14.082 0.000 29000 4.774 28500 373.273 5208 0.333 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 111 of 143 121 of 189 Location from Mc IVv-Vp1 d� AS ES APS EPS Ac Ec Left Support (kip-ft) (kip) (in) (in2) (KSI) (in)I(KSI)I (in) (KSI) x 1000 (ft) (0.5L5)20.500 1148,95 34.95 14.082 0.000 29000 4.774 28500 373.273 5208 0.348 (0.6L5)24.600 1128.24 50.51 14.082 0.000 29000 4.774 28500 373.273 5208 0.333 24.700 1126.36 50.89 14.082 0.000 29000 4.773 28500 373.273 5208 0.326 (0.7Ls)28.700 1006.77 68.36 14.082 0.000 29000 4.704 28500 373.273 5208 -0.0126 28.900 999.24 69.29 14.082 0.000 29000 4.698 28500 373.273 5208 -0.0147 29.372 980.30 71.49 14.082 0.000 29000 4.685 28500 373.273 5208 -0.0202 (PSXFR)32.500 813.64 86.13 14.070 0.000 29000 4.615 28500 373.273 5208 -0.0744 (0.8Ls)32.800 793.90 87.54 14.067 0.000 29000 4.577 28500 373,273 5208 -0.0782 33.100 773.51 88.96 14.064 0.000 29000 4.540 28500 373.273 5208 -0.0822 35.372 597.76 99.72 14.042 0.000 29000 4.254 28500 373.273 5208 -0.121 (PSXFR,Debond)35.500 586.71 100.32 14.041 0.000 29000 4.238 28500 373.273 5208 -0.124 (0.9Ls)36.900 458.33 107.00 14.026 0.000 29000 4.094 28500 373.273 5208 -0.16 37.300 419.03 108.91 14.021 0.000 29000 4.052 28500 373.273 5208 -0.171 (1.5H)38.000 347.43 112.27 14.012 0.000 29000 3.971 28500 373.273 5208 -0.192 (PSXFR,Debond)38.500 294.10 114.67 14.004 0.000 29000 3.906 28500 373.273 15208 1 -0.206 (H)38.750 266.75 115.87 14.004 0.000 29000 3.388 28500 373.273 5208 -0.167 (CS)39.0831 229.611 117.47 14.003 0.000 29000 2.974 28500 373.273 5208 -0.142 Shear Parameters Summary-Strength I 4.8 [Eqn.5.8.3.4.2-11 (1+750as) 4.8 51 [Eqn.5.8.3.4.2-21 (1+750as)(39+sre) Sxe = S. 1.32 [Egn.5.8.3.4.2-51 a9+0.63 0=29+3500s� a9=0.750 in Location from Min.Reinf. Eqn sx* s%e v/P, N x 1000 e t Left Support per 5.8.2.5 5.8.3.4.2- (in) (in) (deg) (ft) (CS)1.917 Yes 1 -- ---10.0675 -0.142 5.37 28.50 (H)2.250 Yes 1 --- ---10.0666 -0.167 5.49 28.41 (PSXFR,Debond)2.500 Yes 1 --- ---10.0659 -0.186 5.58 28.35 (1.51-1)3.000 Yes 1 --- ---10.0645 -0.192 5.61 28.33 3.700 Yes 1 --- ---10.0625 -0.171 5.51 28.40 (0.1 Ls)4.100 Yes 1 -- --- 0.0614 -0.16 5.45 28.44 (PSXFR,Debond)5.500 Yes 1 --- --- 0.0575 -0.124 5.29 28.57 5.628 Yes 1 --- --- 0.0572 -0.121 5.28 28.57 7,900 Yes 1 --- --- 0.0509 -0.0822 5.12 28.71 (0.2Ls)8.200 Yes 1 --- --- 0.0501 -0.0782 5.1 28.73 (PSXFR)8.500 Yes 1 --- ---10.0493 -0.0744 5.08 28.74 11.628 Yes 1 --- ---10.0409 -0.0202 4.87 28.93 12.100 Yes 1 --- ---10.0396 -0.0147 4.85 28.95 (0.31-5)12.300 Yes 1 --- --- 0.0391 -0.0126 4.85 28.96 16.300 Yes 1 --- ---10.0291 0.326 3.86 30.14 (0.4Ls)16.400 Yes 1 --- --- 0.0289 0.333 3.84 30.16 (0.5Ls)20.500 Yes 1 --- --- 0.02 0.348 3.81 30.22 (0.6Ls)24.600 Yes 1 --- --- 0.0289 0.333 3.84 30.16 24.700 Yes 1 --- --- 0.0291 0.326 3.86 30.14 (0.7Ls)28.700 Yes 1 -- 0.0391 -0.0126 4.85 28.96 28.900 Yes 1 --- --- 0.0396 -0.0147 4.85 28.95 29.372 Yes 1 --- --- 0.0409 -0.0202 4.87 28.93 Rr;r ap- NA('Y RNAN WATCH Tnb- MR7 fit 0/2016 Page 112 of 143 122 Of 189 Location from Min.Reinf. Eqn sx* sXe vlf N x 1000 e t Left Support per 5.8.2.5 5.8.3.4.2- (in) (in) (deg) (ft) (PSXFR)32.500 Yes 1 ---I --- 0.0493 -0.0744 5.08 28.74 (0.8Ls)32.800 Yes 1 --- --- 0.0501 -0.0782 5.1 28.73 33.100 Yes 1 -- --- 0.0509 -0.0822 5.12 28.71 35.372 Yes 1 -- ---1= -0.121 5.28 28.57 (PSXFR,Debond)35.500 Yes 1 -- ---10,0575 -0.124 5.29 28.57 (0.9Ls)36.900 Yes 1 --- --- 0.0614 -0.16 5.45 28.44 37.300 Yes 1 --- --- 0.0625 -0.171 5.51 28.40 (1.5H)38.000 Yes 1 -- --- 0.0645 -0.192 5.61 28.33 (PSXFR,Debond)38.500 Yes 1 --- --- 0.0659 -0.206 5.68 28.28 (H)38.750 Yes 1 --- --- 0.0666 -0.167 5.49 28.41 (CS)39.083 Yes 1 --- --- 0.0675 -0.142 5.37 28.50 *Value of sX taken equal to dv Shear Resistance Provided By Tensile Stress in the Concrete-Strength I I',:=0.0316,3 b,,d, Location from a F. b� d� V� Left Support(ft) (KSI) (in) (in) (kip) (CS)1.917 5.37 6.000 23.000 14.003 133.92 (H)2.250 5.49 6.000 23.000 14.004 136.85 (PSXFR,Debond)2.500 5.58 6.000 23.000 14.004 139.09 (1.5H)3.000 5.61 16.000 23.000 14.012 139.84 3.700 5.51 16.000 23.000 14.021 137.49 (0.1 Ls)4.100 5.45 6.000 23.000 14.026 136.22 (PSXFR,Debond)5.500 5.29 6.000 23.000 14.041 132.30 5.628 5.28 6,000 23.000 14.042 132.02 7.900 5.12 6.000 23.000 14.064 128.08 (0.2Ls)8.200 5.1 6.000 23.000 14.067 127.70 (PSXFR)8.500 5.08 6.000 23.000 14.070 127.34 11.628 4.87 6.000 23.000 14.082 122.19 12.100 4.85 6.000 23.000 14.082 121.68 (0.3Ls)12.300 4.85 6.000 23.000 14.082 121.48 16.300 3.86 6.000 23.000 14.082 96.72 (0.41-s)16.400 3.84 6.000 23.000 14.082 96.31 (0.51-s)20.500 3.81 6.000 23.000 14.082 95.45 (0.6Ls)24.600 3.84 6.000 23.000 14.082 96.31 24.700 3.86 6.000 23.000 14.0821 96.72 (0.7Ls)28.700 4.85 6.000 23.000 14.082 121.48 28.900 4.85 6.000 23.000 14.082 121.68 29.372 4.87 6.000 23.000 14.082 122.19 (PSXFR)32.500 5.08 6.000 23.000 14.070 127.34 (0.8Ls)32.800 5.1 6.000 23.000 14.067 127.70 33.100 5.12 6.000 23.000 14.064 128.08 35.372 5.28 6.000 23.000 14.042 132.02 (PSXFR,Debond)35.500 5.29 6.000 23.000 14.041 132.30 (0.9Ls)36.900 5.45 6.000 23.000 14.026 136.22 37.300 5.51 6.000 23.000 14.021 137.49 (1.5H)38.000 5.61 6.000 23.000 14.012 139.84 (PSXFR,Debond)38.500 5.68 6.000 23.000 14.004 141.60 (H)38.750 5.49 6.000 23.000 14.004 136.85 (CS)39.083 5.37 6.000 23.000 14.003 133.92 Shear Resistance Provided By Shear Reinforcement-Strength I Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 113 of 143 123 of 189 r' A,,fyd„(cot8+cota)sina Location from f A S Av/S dv t d Vs Left Support (KSI) Ong) (in) (in2/ft) (in) (deg) (deg) (kip) (ft) (O.OLS)0.ODO 60.000 0.620 3.000 2.480 14.000 NIA NIA N/A 0,628 60.000 0.620 5.000 1.488 14.118 N/A N/A N/A (FoS)0.750 60.000 0.620 5.000 1.488 14.091 N/A NIA NIA 1.000 60.000 0.620 5.000 1.488 14.003 N/A N/A N/A (Bar Develop.)1.541 60.000 0.620 5.000 1.488 14.003 N/A N/A N/A (CS)1.917 60.000 0.620 5.000 1.488 14.003 28.50 90.00 191.86 (H)2.250 60.000 0.620 5.000 1.488 14.004 28.41 90.00 192.58 (PSXFR,Debond)2.500 60.0001 0.620 5.000 1.488 14.004 28.35 90.00 193.11 (1.5H)3.000 60.000 0.620 5.000 1.488 14.012 28.33 90.00 193.38 3.700 60.000 0.620 5.0001 1.488 14.021 28.40 90.00 192.93 (0.1 Ls)4.100 60.000 0.620 5.000 1.488 14.026 28.44 90.00 192.68 (PSXFR,Debond)5.500 60.000 0.620 5.000 1.488 14.041 28.57 90.00 191.87 5.628 60.000 0.620 6.000 1.240 14.042 28.57 90.00 159.85 7.900 60.000 0.620 6.000 1.240 14.064 28.71 90.00 159.19 (021-s)8.200 60.000 0.620 6.000 1.240 14.067 28.73 90,00 159.13 (PSXFR)8.500 60.000 0.620 6.000 1.240 14.070 28.74 90.00 159.07 11.628 60.000 0.400 9.000 0.533 14.082 28.93 90.001 67.94 12.100 60.000 0.400 9.000 0.533 14.082 28.95 90.00 67.89 (0.3Ls)12.300 60.000 0.400 9.000 0.533 14M2 28.96 90.00 67.87 16.300 60.000 0.400 9.000 0.533 14.082 30.14 90.00 64.68 (0.4Ls)16.400 60.000 0.400 9.000 0.533 14.082 30.16 90.00 64.61 (0.5Ls)20.500 60.000 0.400 9.000 0.533 14.082 30.22 90.00 64.48 (0.61-s)24.600 60.000 0.400 9.000 0.533 14.082 30.16 90.00 64.61 24.700 60.000 0.400 9.000 0.533 14.082 30.14 90.00 64M (0.71-s)28.700 60.000 0.400 9.ODO 0.533 14.082 28.96 90.00 67.87 28.900 60.000 0.400 9.000 0.533 14.082 28.95 90.00 67.89 29.372 60.000 0.400 9.000 0.533 14.082 28.93 90.001 67.94 (PSXFR)32.500 60.000 0.620 6.000 1.240 14.070 28.74 90.00 159.07 (0.81-s)32.800 60.000 0.620 6.000 1.240 14.067 28.73 90.00 159.13 33.100 60.000 0.620 6.000 1.240 14.064 28.71 90.00 159.19 35.372 60.000 0.620 6.000 1.240 14.042 28.57 90.00 159.85 (PSXFR,Debond)35.500 60.000 0.620 5.000 1.488 14.041 28.57 90.00 191.87 (0.9Ls)36.900 60.000 0.620 5.000 1.488 14.026 28.44 90.00 192.68 37.300 60.000 0.620 5.000 1.488 14.021 28.40 90.00 192.93 (1.5H)38.000 60.000 0.620 5.000 1.488 14.012 28.33 90.00 193.38 (PSXFR,Debond)38.500 60.000 0.620 5.000 1.488 14.004 28.28 90.00 193.69 (H)38.750 60.000 0.620 5.000 1.488 14.004 28.41 90.00 192.58 (CS)39.083 60.000 0.620 5.000 1.488 14.003 28.50 90.00 191.86 (Bar Develop.)39.459 60.000 0.620 5.0001 1.488 14.003 N/A N/A N/A 40.000 60.000 0.620 5.000 1.488 14.003 NIA N/A N/A (FoS)40.250 60.000 0.620 5.000 1.488 14.091 N/A N/A N/A 40.372 60.000 0.620 5.000 1.488 14.118 N/A N/A NIA (1.OLs)41.000 60.000 0.620 3.000 2.480 14,000 N/A N/A N/A Nominal Shear Resistance-Strength 1 Location from Fc by dv Vp Vc VS Vn15 Vet# Vn i iv, Left Support (KSI) (in) (in) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (ft) (CS)1.917 6.000 23.000 14.003 0.00 133.92 191.86 325.78 483.11 325.78 0.9 293.20 (H)2.250 6.000 23.000 14,004 0.00 136.85 192.58 329.42 483.13 329.42 0.9 296.48 R,;A--- T%/ff VPRTNTA NT TTATCW Tnh MR7 Fiji ni�n�ti Page 114 of 143 124 of 189 Location from Fc ki b, d� VP VC VS y t$ y t# Vn i iVn Left Support (KSI) (in) (in) (kip) (kip) (kip) (kip) (kip) (ft) (kip) (kip) (PSXFR,Debond)2.500 6.000 23.000 14.004 0.00 139.09 193.11 332.20 483.15 332.20 0.9 298.98 (1.5H)3.000 6.000 23.000 14.012 0.00 139.84 193.38 333.22 483.41 333.22 0.9 299.90 3.700 6.000 23.000 14.021 0.00 137.49 192.93 330.43 483.74 330.43 0.9 297.38 (0.1 Ls)4.100 6.000 23.000 14.026 0.00 136.22 192.68 328.90 483.91 328.90 0.9 296.01 (PSXFR,Debond)5.500 6.000 23.000 14.041 0.00 132.30 191.87 324.18 484.41 324.18 0.9 291.76 5.628 6.000 23.000 14.042 0.00 132.02 159.85 291.87 484.45 291.87 0.9 262.69 7.900 6.000 23.000 14.064 0.00 128.08 159.19 287.27 485.23 287.27 0.9 258.55 (0.2Ls)8,200 6.000 23.000 14.067 0.00 127.70 159.13 286.83 485.32 286.83 0.9 258.14 (PSXFR)8.500 6.000 23.000 14.070 0.00 127.34 159.07 286.41 485.41 286.41 0.9 257.77 11.628 6.000 23.000 14.082 0.00 122.19 67.94 190.13 485.83 190.13 0.9 171.12 12.100 6.000 23000 14.082 0.00 121.68 67.89 189.57 485.83 189.57 0.9 170.61 (0.3L5)12.300 6.000 23.000 14.082 0.00 121.48 67.87 189.35 485.83 189.35 0.9 170.42 16,300 6.000 23.000 14.082 0.00 96.72 64.68 161.39 485.83 161.39 0.9 145.26 (0.4L5)16.400 6.000 23.000 14.082 0.00 96.31 64.61 160.93 485.83 160.93 0.9 144.84 (0.5Ls)20.500 6.000 23.000 14.082 0.00 95.45 64.48 159.92 485.83 159.92 0.9 143.93 (0.6Ls)24.600 6.00.0 23.000 14.082 0.00 96.31 64.61 160.93 485.83 160.93 0.9 144.84 24.700 6.000 23.000 14.082 0.00 96.72 64.68 16139 485.83 161.39 0.9 145.26 (0.71-s)28.700 6.000 23.000 14.082 0.00 121.48 67.87 189.35 485.83 189.35 0.9 170.42 28.900 6.000 23.000 14.082 0.00 121.68 67.89 189.57 485.83 189.57 0.9 170.61 29.372 6.000 23.000 14.082 0.00 122.19 67.94 190.13 485.83 190.13 0.9 171.12 (PSXFR)32.500 6.000 23.000 14.070 0.00 127.34 159.07 286.41 485.41 286.41 0.9 257.77 (0.8L5)32.800 6.000 23.000 14.067 0.00 127.70 159.13 286.83 485.32 286.83 0.9 258.14 33.100 6.000 23.000 14.064 0.00 128.08 159.19 287.27 485.23 287.27 0.9 258.55 35.372 6.000 23.000 14.0421 0.00 132.02 159.85 291.87 484.45 291.87 0.9 262.69 (PSXFR,Debond)35.500 6.000 23.000 14.041 0.00 132.30 191.87 324.18 484.41 324.18 0.9 291.76 (0.9LS)36.900 6.000 23.000 14.026 0.00 136.22 192.68 328.90 483.91 328.90 0.9 296.01 37.300 6.000 23.000 14.021 0.00 137.49 192.93 330.43 483.74 330.43 0.9 297.38 (1.5H)38.000 6.000 23.000 14.012 0.00 139.84 193.38 333.22 483.41 333.22 0.9 299.90 (PSXFR,Debond)38.500 6.000 23.000 14.004 0.00 141.60 193.69 335.28 483.15 335.28 0.9 301.75 (H)38.750 6.000 23.000 14.004 0.00 136.85 192.58 329.42 483.13 329.42 0.9 296.48 (CS)39.083 6.000 23.000 14.003 0.00 133.92 191.86 325.78 483.11 325.78 0.9 293.20 $V,=V.+VS+VP[Eqn 5.8.3.3-1] #Vn2=0.25f�bvdv+VP[Eqn 5.8.3.3-21 Required Shear Reinforcement-Strength I A.. V. s f;d„cot® Location from Vu/i Vc VP VS* fy dv t AXIS Left Support (kip) (kip) (kip) (kip) (KSI) (in) (deg) (in z (ft) Ift) (CS)1.917 130.52 133.92 0.00 0.00 60.000 14.003 28.50 0.000 (H)2.250 128.74 136.85 0.00 0.00 66.000 14.004 28.41 0.000 (PSXFR,Debond)2.500 127.41 139.09 0.00 0.00 60.000 14.004 28.35 0.000 (1.5H)3.000 124.74 139.84 0.00 0.00 60.000 14.012 28.33 0.000 3.700 121.01 137.49 0.00 0.00 60.000 14.021 28.40 0.000 (0.1 Ls)4.100 118.89 136.22 0.00 0.00 60.000 14.026 28.44 0.000 (PSXFR,Debond)5.500 111.47 132.30 0.00 0.00 60.000 14.041 28.57 0.000 5.628 110.79 132.02 0.00 0.00 60.000 14.042 28.57 0.000 7.900 98.84 128.08 0.00 0.00 60.000 14.064 28.71 0.000 (0.2L5)8.200 97.27 127.70 0.00 0.00 60.000 14.067 28.73 0.000 (PSXFR)8.500 95.70 127.34 0.00 0.00 60.000 14.070 28.74 0.000 11.628 79.43 122.19 0.00 0.00 60.000 14.082 28.93 0.000 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 115 of 143 125 of 189 Location from VUIi V� VP VS* fY dv t A,/S Left Support (kiP) (kiP) (kip) (kip) KS (in) (deg) (in21ft) (ft) 12.100 76.99 121.68 0.00 0.00 60.000 14.082 28.95 0.000 (0.31-s)12.300 75.96 121.48 0.00 0.00 60.000 14.082 28.96 0.000 16.300 56.54 96.72 0.00 0.00 60.000 14.082 30.14 0.000 (0.41-s)16.400 56.12 96.31 0.00 0.00 60.000 14.082 30.16 0.000 (0.5Ls)20.500 38.83 95.45 0.00 0.00 60.000 14,082 30.22 0.000 (0.61-s)24.600 56.12 96.31 0.00 0.00 60.000 14.082 30.16 0.000 24.700 56.541 96.72 0.00 0.00 60.000 14,082 30.14 0.000 (0.7Ls)28.700 75.96 121.48 0.00 0.00 60.000 14.082 28.96 0.000 28.900 76.99 121.68 0.00 0.00 60.000 14.082 28.95 0.000 29.372 79.43 122.19 0.00 0.00 60.000 14.082 28.93 0.000 (PSXFR)32.500 95.70 127.34 0.00 0.00 60.000 14.070 28.74 0.000 (0.8Ls)32.800 97.27 127.70 0.00 0.00 60.000 14.067 28.73 0.000 33.100 98.84 128.08 0.00 0.00 60.000 14.064 28.71 0.000 35.372 110.79 132.02 0.00 0.00 60.000 14.042 28.57 0.000 (PSXFR,Debond)35.500 111.47 132.30 0.00 0.00 60.000 14.041 28.57 0.000 (0.9Ls)36.900 118.89 136.22 0.00 0.00 60.000 14.026 28.44 0.000 37.300 121.01 137.49 0.00 0.00 60.000 14.021 28.40 0.000 (1.51-1)38.000 124.74 139.84 0.00 0.00 60.000 14.012 28.33 0.000 (PSXFR,Debond)38.500 127.41 141.60 0.00 0.00 60.000 14.004 28.28 0.000 (H)38.750 128.74 136.85 0.00 0.00 160.000114.004 128.411 0.000 (CS)39.083 130.52 133.92 0.001 0.00 160.000114.003128.501 0.000 -Transverse reinforcement not required if V�<0.5i(V�+VP)[Eqn 5.8.2.4-1] Required Stirrup Spacing-Strength I Location from Provided Required 243 244 245 Left Support A,/S AvIS S S S (ft) (in21ft) (inZ/ft) (in) (in) (in) (CS)1.917 1.488 0.000 NIA NIA N/A (H)2.250 1.488 0.000 N/A NIA N/A (PSXFR,Debond)2.500 1.488 1 0.000 N/A I N/A I N/A (1.5H)3.000 1.488 0.000 N/A N/A I N/A 3.700 1.488 0.000 N/A N/A N/A (0.1 Ls)4.100 1.488 0.000 N/A N/A N/A (PSXFR,Debond)5.500 1.488 0.000 N/A NIA N/A 5.628 1.240 0.000 NIA N/A NIA 7.900 1.240 0.000 N/A N/A NIA (0.21-s)8.200 1.240 0.000 N/A N/A NIA (PSXFR)8.500 1,240 0.000 N/A N/A N/A 11.628 0.533 0.000 N/A NIA N/A 12.100 0.533 0.000 N/A N/A N/A (0.31-s)12.300 0.533 0.000 N/A N/A NIA 16.300 0.5331 0.000 N/A N/A N/A (0.4Ls)16.400 0.533 0.000 N/A N/A NIA (0.51-s)20.500 0.533 0.000 N/A N/A j N/A (0.61-s)24.600 0.533 0.000 N/A N/A NIA 24.700 0.533 0.000 N/A N/A N/A (0.71-s)28.700 0.5331 0.000 N/A N/A N/A 28.900 0.533 0.000 N/A N/A N/A 29.372 0.533 0.000 N/A N/A NIA (PSXFR)32.500 1.240 0.000 N/A N/A N/A (0.8Ls)32.800 1.240 0.000 N/A NIA INA33.100 1.2400,000 N/A N/A D2 4 A-- A4C Te-P-PNTANT WATT TT Tnh O?R7 Page 116 of 143 126 of 189 Location from Provided Required 243 244 245 Left Support A�/S Av/S S S S (ft) (in2/ft) (in2/ft) (in) (in) (in) 35.372 1.240 0.000 N/A N/A N/A (PSXFR,Debond)35.500 1.488 0.000 N/A N/A N/A (0.9Ls)36.900 1.488 0.000 N/A N/A N/A 37.300 1.4881 0.000 N/A N/A N/A (1.5H)38.000 1.488 0.000 N/A N/A N/A (PSXFR,Debond)38.500 1.488 0.000 N/A N/A N/A (H)38.750 1.488 0.000 N/A N/A N/A (CS)39.083 1.488 0.000 N/A N/A N/A Stirrup Detailing Check Details A 0.0316 f,b., S �nin= fy P,=6.000 KS I f,=60.000 KSI Details for Minimum Transverse Reinforcement Check-5.8.2.5-1 Location from b" Av/Smin Left Support (in) (in2/ft) (ft) (CS)1.917 23.000 0.356 (H)2.250 23.000 0.356 (PSXFR,Debond)2.500 23.000 0.356 (1.5H)3.000 23.000 0.356 3.700 23.000 0.356 (0.1 L,)4.100 23.000 0.356 (PSXFR,Debond)5.500 23.000 0.356 5.628 23.000 0.356 7.900 23.0001 0.356 (0.2Ls)8.200 23.000 0.356 (PSXFR)8.500 23.000 0.356 11.628 23.000 0.356 12.100 23.000 0.356 (0.3L,)12.300 23.000 0.356 16.300 23.000 0.356 (0.4Ls)16.400 23.000 0.356 (0.5Ls)20.500 23.000 N/A (0.6Ls)24.600 23.000 0.356 24.700 23.000 0.356 (0.7Ls)28.700 23.000 0.356 28.900 23.000 0.356 29.372 23.000 0.356 (PSXFR)32.500 23.000 0.356 (0.8L,)32.800 23.000 0.356 33.100 23.000 j 0.356 35.372 23.000 0.356 (PSXFR,Debond)35.500 23.000 0.356 (0.9Ls)36.900 23.000 0.356 37.300 23.000 0.356 (1.5H)38.000 23.000 0.356 (PSXFR,Debond)38.500 23.0001 0.356 (H)38.750 23.0001 0.356 (CS)39.083 23.000 0.356 Strength 1-Details for Maximum Transverse Reinforcement Spacing Check-5.8.2.7 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 117 of 143 127 of 189 v�<0.1�mn(O.Id_v.,0.1 Location from vu 0.125Fc by dv Smax Left Support (KSI) (KSI) (in) (in) (in) (ft) (CS)1.917 0.3651 0.750 23.000 14.003 11.202 (H)2.250 0.3601 0.750 23.000 14.004 11.203 (PSXFR,Debond)2.500 0.3561 0.750 23.000 14.004 11.203 (1.51-1)3.000 0.3481 0.750 23.000 14.012 11.210 3.700 0.338 0.750 23.000 14.021 11.217 (0.1 Ls)4.100 0.332 0.750 23.000 1 14.026 11.221 (PSXFR,Debond)5.500 0.311 0.750 23.000 14.041 11.233 5.628 0.309 0.750 23.000 14.042 11.234 7.900 0.275 0.750 23.000 14.064 11.252 (0.21-s)8.200 0.271 0.750 23.000 14.067 11.254 (PSXFR)8.500 0.266 0.750 23.000 14.070 11.256 11.628 0.2211 0.750 23.000 14.082 11.266 12.100 0.214 0.750 23.000 14.082 11.266 (0.31-5)12.300 0.211 0.750 23.000 14.082 11.266 16.300 0.157 0.750 23,000 14.082 11.266 (0.41-5)16.400 0.156 0.750 23.000 14.082 11.266 (0.5L5)20.500 0.108 0.750 23.000 14.082 N/A (0.61-5)24.600 0.156 0.750 23.000 14.082 11.266 24.700 0.1571 0.750 23.000 14.082 11.266 (0.7L5)28.700 0.211 0.750 23.000 14.082 11.266 28.900 0.2141 0.750 23.000 14.082 11.266 29.372 0.2211 0.750 23.000 14.082 11.266 (PSXFR)32.500 0.2661 0.750 23.000 14.070 11.256 (0.8y 32.800 0.271 0.750 23.000 14.067 11.254 33.100 0.2751 0.750 23.000 14.064 11.252 35.372 0.3091 0.750 23.000 14.042 11.234 (PSXFR,Debond)35.500 0.311 0.750 23.000 14.041 11.233 (0.91-5)36.900 0.332 0.750 23.000 14.026 11.221 37.300 0.338 0.750 23.000 14.021 11.217 (1.51-1)38.000 0.348 0.750 23.000 14.012 11.210 (PSXFR,Debond)38.500 0.356 0.750 23.000 14.004 11.203 (H)38.750 0.360 0.750 23.000 14.004 11.203 (CS)39.08310.3651 0.750 23.000 14.003 11.202 Critical Section For Shear Details RrMap• Tx/fCTCFRNAN T4ATCTT Tnh• 0?97 6/10/201 h Page 118 of 143 128 of 189 d'. ,F o a°p`I d*r U Critical �- Section Location d' 1 d °r. X,Distance from Face of Support LRFD 5.8.3.2 Critical Section=dv measured at dv from the face of support Critical Section Calculation Location from Assumed C.S. dv CS Left Support Location . (in) Intersects? (ft) (in) (0.01-5)0.000 -9.000 14.000 No 0.628 -1.461 14.118 No (FoS)0.750 0.000 14.091 No 1.000 3.000 14.003 No 1.125 4.500 14.003 No (Bar Develop.)1.541 9.495 14.003 No 1.917 14.003 14.003 *Yes (H)2.250 18.000 14.004 No (PSXFR,Debond)2.500 21.000 14,004 No (1.51-1)3.000 27.000 14.012 No 3.700 35.400 14.021 No (0.1 Ls)4.100 40.200 14.026 No (0.91-s)36.900 40.200 14,026 No 37.300 35.400 14.021 No (1.5H)38.000 27.000 14.012 No (PSXFR,Debond)38.500 21.000 14.004 No (H)38.750 18.000 14.004 No 39.083 14.003 14.003 *Yes (Bar Develop.)39.459 9.495 14.003 No 39.875 4.500 14.003 No 40.000 3.000 14.003 No (FoS)40.250 0.000 14.091 No 40.372 -1.461 14.118 No (1.OL5)41.000 9.000 14.000 No Intersection values are linearly interpolated Location of Left C.S.is 1.917 ft from left support Location of Right C.S.is 39.083 ft from left support Longitudinal Reinforcement for Shear bu A_f,.-FA,,,> U +0.5-LVt+ -PP 111 5,�.3�-O,SYS�eotB� .5-1 d`yr+1l fa '�a A,f,+.�,sfys' -icy-0.5� cote 5,8.3.5-2 a Strength I Longitudinal Reinforcement Shear Check Details-Table 1 of 3 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 119 of 143 129 of 189 Location from As(ft) fY' AFs fps' Mu dv nlexue Left Support (W) (KSI) (in2) (KSI) (kip-ft) (in) (FoS)0.750 0.000 10.00014.774 62.705 93.07 14.091 1 1.000 0.000 10.00014.774 73.966 123.16 14.003 1 (Bar Develop.)1.541 0.000 0.000 4.774 98.966 186.74 14.003 1 (CS)1.917 0.000 0.000 4.774 116.924 229.61 14.003 1 (H)2.250 0.000 10.000 4.774 133.154 266.75 14.004 1 (PSXFR,Debond)2.500 0.000 10.000 4.774 145.5281 294.10 14.004 1 (1.5H)3.000 0.000 0.000 4.774 156.2101 347.43 14.012 1 3.700 0.000 0.000 4.774 170.883 419.03 14.021 1 (0.1 Ls)4.100 0.000 0.000 4.774 179.063 458.33 14.026 1 (PSXFR,Debond)5.500 0.000 0.000 4.774 198.802 586.71 14.041 1 5.628 0.000 0.000 4.774 199.516 597.76 14.042 1 7.900 0.000 0.000 4.774 212.223 773.51 14.064 0.983306 (0.2Ls)8.200 0.000 0.000 4.774 213.909 793.90 14.067 0.977948 (PSXFR)8.500 0.000 0.000 4.774 215.597 813.64 14.070 0.972648 11.628 0.000 0,000 4.774 221.708 980.30 14.082 0.953966 12.100 0.000 0.000 4.774 221.746 999.24 14.082 0.953851 (0.3Ls)12.300 0.000 0.000 4.774 221.762 1006.77 14.082 0.953804 16.300 0.000 0.000 4.774 221.996 1126.36 14.082 0.953105 (0.4Ls)16.400 0.000 0,000 4.774 221.999 1128.24 14.082 0.953093 (0.51-s)20.500 0.000 0.000 4.774 222.078 1148.95 14.082 0.952857 (0.61-s)24.600 0.000 0.000 4.774 221.999 1128.24 14.082 0.953093 24.700 0.000 10.000 4.774 221.996 1126.36 14.082 0.953105 (0.7Ls)28.700 0.000 0.000 4.774 221,762 1006.77 14.082 0,953804 28.900 0.000 0.000 4.774 221.746 999.24 14.082 0.953851 29.372 0.000 0.000 4,774 221.708 980.30 14.082 0.953966 (PSXFR)32.500 0.000 0.000 4.774 215.597 813.64 14.070 0.972648 (0.81-s)32.800 0.000 0.000 4.774 213.909 793.90 14.067 0.977948 33.100 0.000 10.000 4.774 212.223 773.51 14.064 0.983306 35.372 0.000 0.000 4.774 199.516 597.76 14.042 1 (PSXFR,Debond)35.500 0.000 0.000 4.774 198.802 586.71 14.041 1 (0.9Ls)36.900 0.000 0.000 4.774 179.063 458.33 14.026 1 37.300 0.000 0.000 4.774 170.883 419.03 14.021 1 (1.51-1)38.000 0.000 0.000 4.774 156.210 347.43 14.012 1 (PSXFR,Debond)38.500 0.000 0.000 4.774 145.528 294.10 14.004 1 (H)38.750 0.000 0.000 4.774 133.154 266.75 14.004 1 (CS)39.083 0,000 0.000 4.774 116.924 229.61 14.003 1 (Bar Develop.)39.459 0.000 0.000 4.774 98.966 186.74 14.003 1 40.000 0.000 0.000 4.774 73.966 123.16 14.003 1 (FoS)40.250 0.000 0.000 4.774 62.705 93.07 14.091 1 'Adjusted for development length Longitudinal Reinforcement Shear Check Details-Table 2 of 3 Location from N� Axial V. Shear Vs+ Vp t Left Support (kip) la (kip) � (kip) (kip) (deg) - (ft) (FoS)0.750 0.00 0.75 117.47 0.9 130.52 0.00 28.50 1.000 0.00 0.75 117.47 0.9 130.52 0.00 28.50 (Bar Develop.)1.541 0.00 0.75 117.47 0.9 130.52 0.00 28.50 (CS)1.917 0.001 0.75 117.47 0.9 130.52 0.00 28.50 (H)2.250 0.001 0.75 115.87 0.9 128.74 0.00 28.41 (PSXFR,Debond)2.500 0.00 1 0.75 114.67 0.9 127.41 0.00 28.35 (1.51-1)3.000 0.001 0.75 112.27 0.9 124.74 0.00 28.33 3.700 0.001 0.75 108.91 0.9 121.01 0.00 28.40 (0.1 Ls)4.100 0.00 0.75 107.00 0.9 118.89 0.00 28.44 Rric�uP MC'.KF.RNAN HATCH--- Joh: 0297 6/10/2016 Page 120 of 143 130 of 189 Location from Nu Axial V. Shear V.* V t Left Support port (kip) is (kip) iv (kip) (kip) (deg) (ft(PSXFR,Debond)5.500 0.00 0.75 100.32 0.9 111.47 0.00 28.57 5.628 0.00 0.75 99.72 0.9 110.79 0.00 28.57 7.900 0.00 0.75 88.96 0.9 98.84 0.00 28.71 (0.21-s)8,200 0.00 0.75 87.54 0.9 97.27 0.00 28.73 (PSXFR)8.500 0.00 0.75 86.13 0.9 95.70 0.00 28.74 11.628 0.00 0.75 71.49 0.9 67.94 0.00 28.93 12.100 0.00 0.75 69.29 0.9 67.89 0.00 28.95 (0.3Ls)12.300 0.00 0.75 68.36 0.9 67.87 0.00 28.96 16.300 0.00 0.75 50.89 0.9 56.54 0.00 30.14 (0.41-s)16.400 0.00 0.75 50.51 0.9 56.12 0.00 30.16 (0.51-s)20.500 0.00 0.75 j 34.95 0.9 38.83 0.00 30.22 (0.6Ls)24.600 0.00 0.75 50.51 0.9 56.12 0.00 30.16 24.700 0.00 0.75 50.89 0.9 56.54 0.00 30.14 (0.7Ls)28.700 0.00 0.75 68.36 0.9 67.87 0.00 28.96 28.900 0.00 0.75 69.29 0,9 67.89 0.00 28.95 29.372 0.001 0.75 71.40 0.9 67.94 0.00 28.93 (PSXFR)32.500 0.00 0.75 86.13 0.9 95.70 0.00 28.74 (0.8Ls)32.800 0.00 0.75 87.54 0.9 97.27 0.00 28.73 33,100 0.00 0.75 88.96 0.9 98.84 0.00 28.71 35.372 0.00 0.75 99.72 0.9 110.79 0.00 28.57 (PSXFR,Debond)35.500 0.00 0.75 100.32 0.9 111.47 0.00 28.57 (0.9Ls)36.900 0.00 0.75 107.00 0.9 118.89 0.00 28.44 37.300 0.00 0.75 108.91 0.9 121.01 0.00 28.40 (1.51-1)38.000 0.00 0.75 112.27 0.9 124.74 0.00 28.33 (PSXFR,Debond)38.500 0.00 0.75 114.67 0.9 127.41 0.00 28.28 (H)38.750 0.0010,75 115.87 0.9 128.74 0.00 28.41 (CS)39.083 0.00 0.75 117.47 0.9 130.52 0.00 28.50 (Bar Develop.)39.459 0.00 0.75 117.47 0.9 130.52 0.00 28.50 40.000 0.00 0.75 117.47 0.9 130.52 0.00 28.50 (FoS)40.250 0.00 0.75 117.47 0.9 130.52 0.00 128.50 Vs shall not be taken greater than V./i. Longitudinal Reinforcement Shear Check Details-Table 3 of 3 Location from Demand Capacity Equation Left Support (kip) (kip) (ft) (FoS)0.750 120.18 299.36 5.8.3.5-2 1.000 120.18 353.11 5.8.3.5-2 (Bar Develop.)1.541 120.18 472.47 5.8.3.5-2 (CS)1.917 120.18 558.20 5.8.3.5-2 (H)2.250 347.57 635.68 5.8.3.5-1 (PSXFR,Debond)2.500 370.08 694.75 5.8.3.5-1 (1.51-1)3.000 413.24 745.75 5.8.3.5-1 3.700 470.52 815.80 5.8.3.5-1 (0.1 Ls)4.100 501.88 854.85 5.8.3.5-1 (PSXFR,Debond)5.500 603.81 949.08 5.8.3.5-1 5.628 612.54 952.49 5.8.3.5-1 7,900 761.39 1013.15 5.8.3.5-1 (0.21-s)8.200 781.24 1021.20 5.8.3.5-1 (PSXFR)8.500 800.71 1029.26 5.8.3.5-1 11.628 957.921 1058.43 5.8.3.5-1 12.100 970.52 1058.62 5.8.3.5-1 (0.3Ls)12,300 975.43 1058.69 5.8.3.5-1 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 121 of 143 131 of 189 Location from Demand Capacity Equation Left Support (kip) (kip) (ft) 16.300 1055.76 1059.81 5.8.3.5-1 (0.41-s)16.400 1057.04 1059.83 5.8.3.5-1 (0.51-s)20.500 1060.87 1060.20 5.8.3.5-1 (0.6Ls)24.600 1057.04 1059.83 5.8.3.5-1 24.700 1055.76 1059.81 5.8.3.5-1 (0.71-s)28.700 975.43 1058.69 5.8.3.5-1 28.900 970.521 1058.62 5.8.3.5-1 29.372 957.92 1058.43 5.8.3.5-1 (PSXFR)32.500 800.71 1029.26 5.8.3.5-1 (0.8Ls)32.800 781.24 1021.20 5.8.3.5-1 33.100 761.39 1013.15 5.8.3.5-1 35.372 612.54 952.49 5.8.3.5-1 (PSXFR,Debond)35.500 603.81 949.08 5.8.3.5-1 (0.9Ls)36.900 501.88 854.85 5.8.3.5-1 37.300 470.52 815.80 5.8.3.5-1 (1.51-1)38.000 413.24 745.75 5.8.3.5-1 (PSXFR,Debond)38.500 370.43 694.75 5.8.3.5-1 (H)38.750 347.57 635.68 5.8.3.5-1 (CS)39.083 120.18 558.20 5.8.3.5-2 (Bar Develop.)39.459 120.18 472.47 5.8.3.5-2 40.000 120.18 353.11 5.8.3.5-2 (FoS)40.250 120.18 299.36 5.8.3.5-2 Splitting Resistance Details LRFD 5.10.10.1 Left End of Girder: Splitting Dimension:h=4.000 ft Splitting Length:h/4=1.000 ft Splitting Direction:Horizontal Splitting Force:P=0.04(Ap.)(fp/-GfPRO-GfPES)=0.04(4.774 in 171.346 KSI-14.163 KSI)=30.02 kip Splitting Resistance:Pr=fsAs=(20.000 KSI)(2.790 in2)=55.80 kip Right End of Girder: Splitting Dimension:h=4.000 ft Splitting Length:h/4=1.000 ft Splitting Direction:Horizontal Splitting Force:P=0.04(Aps)(fp/-GfPRO-GfPES)=0.04(4.774 in2)(171.346 KSI-14.163 KSI)=30.02 kip Splitting Resistance:Pr=fsAs=(20.000 KSI)(2.790 in2)=55.80 kip Effective Flange Width Details Bridge does not have a composite deck. Live Load Distribution Factor Details Live Load Distribution Factors Location from Strength/Service Fatigue/One Lane Left Support (ft) +M -M V R +M •M V R (O.OLs)0.000 0,600 --- 0.600 0.600 0.500 --- 0.500 0.500 0.628 0.600 --- 0.600 10.500 --- 0.500 (FoS)0.750 0.600 --- 0.600 0.500 --- 0.500 1.000 0.600 --- 0.600 0.500 --- 0.500 1.005 0.600 --- 0.600 0.500 --- 0.500 (Bar Develop.)1.541 0.600 --- 0.600 0.500 --- 0.500 (CS)1.917 0.600 ---10.600 0.500 --- 0.500 (H)2.250 0.600 ---10.600 0.500 --- 0.500 (PSXFR,Debond)2.500 0.600 --- 0.600 0.500 ---I 0.500 (1.5H�1�7000.600 --- 0.600 0.500 --- 0.500 --- 0.600 0.500 --- 0.500 RridoP' MCWF.RNAN MATCH Joh• 09.97 6/1 0/2016 Page 122 of 143 132 of 189 Location from Strength/Service Fatigue/One Lane Left Support (ft) +M -M V R +M I-M V R (0.1 LS)4.100 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)5.500 0.600 --- 0.600 0.500 --- 0.500 5.628 0.600 --- 0.600 0.500 --- 0.500 7.900 0.600 --- 0.600 0.500 --- 0.500 (0.2L5)8.200 0.600 --- 0.600 0.500 --- 0.500 (PSXFR)8.500 0.600 --- 0.600 0.500 --- 0.500 11.628 0.600 --- 0.600 0.500 --- 0.500 12.100 0.600 --- 0.600 0.500 --- 0.500 (0.31-5)12.300 0,600 --- 0.600 0.500 --- 0.500 16.300 0.600 ---jO.600 0.500 --- 0.500 (0.4L5)16.400 0.600 --- 0.600 0.500 --- 0.500 (0.51-5)20.500 0.600 --- 0.600 0.500 --- 0.500 (0.61-5)24.600 0.600 --- 0.600 0.500 --- 0.500 24.700 0.600 --- 0.600 0.500 --- 0,500 (0.71-5)28.700 0.600 --- 0.600 0.500 --- 0.500 28.900 0.600 --- 0.600 0.500 --- 0.500 29.372 0.600 --- 0.600 0.500 --- 0.500 (PSXFR)32.500 0.600 --- 0.600 0.500 --- 0.500 (0.8L5)32.800 0.600 --- 0.600 0.500 --- 0.500 33.100 0.600 ---10,600 0.500 --- 0.500 35.372 0.600 1---10.600 0.500 --- 0.500 (PSXFR,Debond)35.500 0.600 ---10.600 0.500 --- 0.500 (0.91-5)36.900 0.600 --- 0.600 0.500 --- 0,500 37.300 0.600 --- 0.600 0.500 --- 0.500 (1.51-1)38.000 0.600 --- 0.600 0.500 --- 0.500 (PSXFR,Debond)38.500 0.600 --- 0.600 0.500 --- 0.500 (H)38.750 0.600 --- 0.600 0.500 --- 0.500 (CS)39.083 0.600 --- 0.600 0.500 --- 0.500 (Bar Develop.)39.459 0.600 ---10.600 10.5001--- 0.500 39.995 0.600 ---10.600 10.500 --- 0.500 40.000 0.600 --- 0.600 0.500 --- 0.500 (FoS)40.250 0.600 ---10.600 0.500 --- 0.500 40.372 0.600 --- 0.600 0.500 --- 0.500 (1.OL5)41.000 0.600 --- 0.600 0.600 0.500 --- 0.500 0.500 Note that the lever rule used to compute distribution factors if the range of applicability requirements are exceeded. Method of Computation: AASHTO Type(f)using AASHTO LRFD Method per Article 4.6.2.2 Note that the lever rule used to compute distribution factors if the range of applicability requirements are exceeded. Distribution Factor Parameters Deck Width,Girder Spacing and Slab Overhang are measured along a line that is normal to the alignment and passing through a point 10.250 ft from the left support along the centerline of girder.The measurement line passes through Station 0+10.75(4.000 L) Bridge Width:W=12.000 ft Roadway Width:w=12.000 ft Number of Design Lanes:NL=1 Lane Width:wl-ane=12.000 ft Number of Girders:Nb=3 Girder Spacing:Savg=4.000 ft Span Length:L=41.000 ft Moment of Inertia:I=22496.9 in4 St.Venant torsional inertia constant:J=46121.5 in4 Beam Width:b=48.000 in Beam Depth:d=18.000 in Distance from exterior web of exterior beam to curb line:de=2.000 ft Possion Ratio:p=0.2 St.Venant torsional inertia constant Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 123 of 143 133 of 189 4Ao — F S5 J♦ l Element 9 Element 4 /Element n Element 3 i t � � S lIT Element 2 Area enclosed by centerlines of elements:A.=506.250 in2 P a t 40.500 in 5.500 in 40.500 in 5.500 in 12.500 in 7.500 in 12.500 in 6.000 in 12.500 in 6.000 in 6112.500 in 7.500 in 4sh=22.2273 Torsional Constant:J=46121.5 1n4 Strength and Service Limit States Distribution Factor for Positive Moment in Span 1 Average S kew Angle:t=0.00deg Span Length:L=41.000 ft 1 Loaded Lane Lever Rule 4h A- P/2 FJ2 P12 P{l =medhinge r..�........ ........... ...... `. g= (SIP) '.r '4 Centerline Beam -S Multiple Presence Factor:m=1.2 mgMEt=(1.2)[(4.000 ft)(P/2)]/[(4.000 ft)(P)]=0.600 Distribution Factor for Shear in Span 1 Average Skew Angle:t=0.00 deg Span Length:L=41.000 it 1 Loaded Lane:Lever Rule PTZ p Asoamed hinge ph � �..L.._..._.i�.... ....._.. ..... di g= S :I Centerline Beam Multiple Presence Factor:m=1.2 mgvEt=(1.2)[(4.000 ft)(P/2)]/[(4.000 ft)(P)]=0.600 Distribution Factor for Reaction at Pier 1 Rrirlcre- MC:KF.RNAN HATCH... 7nh- 02R7 6/10/2016 Page 124 of 143 134 of 189 Average Skew Angle:t=0.00 deg Span Length:L=41.000 ft 1 Loaded Lane:Lever Rule P12 O J2 P A=med hinge ..._.. ....... ..... ... _ 2 L,di +r Centerine Beam 5� Multiple Presence Factor:m=1.2 mgvE1=(1.2)[(4.000 ft)(P/2)]/[(4.000 ft)(P)]=0.600 Distribution Factor for Reaction at Pier 2 Average Skew Angle:t=0.00 deg Span Length:L=41.000 ft 1 Loaded Lane:Lever Rule Pr2 0t2 P>2 pj2 Rammed hinge [__...._. P V g '+r Cerdet kne Beam Multiple Presence Factor:m=1.2 mgvE1=(1.2)[(4.000 ft)(P/2)]![(4.000 ft)(P)]=0.600 Fatigue Limit States Distribution Factor for Positive Moment in Span 1 gMEFatigue=mgME1/m=0.600/1.2=0.500 Distribution Factor for Shear in Span 1 gVEFatigue=mgVE1/m=0.600/1.2=0.500 Distribution Factor for Reaction at Pier 1 gVEFatigue=mgVE1/m=0.600/1.2=0.500 Distribution Factor for Reaction at Pier 2 gVEFatigue=mgVE1/m=0.60011.2=0.500 Creep Coefficient Details tJa{t t;)=1.�I�1K�t,ktc�'fkact�a aue for which: k,=L45—0.13$V/'�)?1.0 kh,=L56—0.000H 5 kf=l+fe t krd—12r100 4fr, 1 fei+20 where: H=75% V/S=4.569 in K1=1 KZ=1 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 125 of 143 135 of 189 Curing Method=Accelerated Minimum Timing Prestress release until temporary strand removal and diaphragm casting fct=5.000 KS I t,(Adjusted)=1 day t=9day ks=1 khc=0.96 kt=0.833333 ktd=0.189873 1(9,1)=0.288608 Prestress release until application of superimposed dead loads fct=5.000 KS I ti=1 day t=39 day ks=1 khc=0.96 kt=0.833333 ktd=0.503876 1(39,1)=0.765891 Prestress release to final fct=5.000 KS I ti=1 day t=1999 day ks=1 khc=0.96 kf=0.833333 ktd=0.981152 1(1999,1)=1.49135 Temporary strand removal and diaphragm casting to application of superimposed dead loads fct=5.000 KS I t=10day t=30 day ks=1 khc=0.96 kt=0.833333 ktd=0.438597 (30,10)=0.508054 Temporary strand removal and diaphragm casting to final fct=5.000 KS I tj=10 day t=2000 day ks=1 khc=0.96 kf=0.833333 ktd=0.981162 1(2000,10)=1.13654 Application of superimposed dead loads to final fct=5.000 KS I ti=40 day t=1960 day ks=1 khc=0.96 kt=0.833333 ktd=0.980785 1(1960,40)=0.96466 Maximum Timing Prestress release until temporary strand removal and diaphragm casting fct=5.000 KS I t,(Adjusted)=1 day t=89 day ks=1 khc=0.96 kt=0.833333 k d=0.698587 1(89,1)=1.06185 Prestress release until application of superimposed dead loads fci=5.000 KS ti=1 day Rrir1aP• M('KF.RNAN NATCR Tnh• 0?97 6/10/201 h Page 126 of 143 136 of 189 t=119 day ks=1 khc=0.96 kt=0.833333 ktd=0.756036 1(119,1)=1.14917 Prestress release to final fcr=5.000 KS I ti=1 day t=1999 day ks=1 khe=0.96 kt=0.833333 ktd=0.981152 1(1999,1)=1.49135 Temporary strand removal and diaphragm casting to application of superimposed dead loads fcr=5,000 KS ti=90 day t=30day ks=1 khc=0.96 k1=0.833333 ktd=0.438597 1(30,90)=0.39202 Temporary strand removal and diaphragm casting to final fct=5.000 KS ti=90 day t=2000 day ks=1 khc=0.96 kt=0.833333 kid=0.981162 1(2000,90)=0.876968 Application of superimposed dead loads to final fct=5.000 KS I ti=120 day t=1880 day ks=1 . khc=0.96 kr=0.833333 ktd=0.979983 1(1880,120)=0.846679 Camber Details Deflection (up.ard) C I � 0 I t A j.A 1 t 4_ y:-,.k: I t I Time Cast yiw�,er Add traffic barricra.,T d ovc��:ay Release Prestress Cast diaphragms Minimum Timing Camber-Part 1 (upwards is positive) Location from Left Support Gps Lg Gps Ls Ggirder Gcreepl (ft) (in) (in) (in) (in) (O.OLs)0.000 0.057 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.322 0.266 -0.095 0.049 3.700 0.439 10.382 -0.139 0.070 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 127 of 143 137 of 139 Location from G L G L G G ps g ps s girder creepl Left Support (in) (in) (in) (in) (ft) (0.1 L)4,100 0.476 0.419 -0.153 0.077 (PSXFR,Debond)5.500 0.600 0.543 -0.203 0.098 7.900 0.787 0.730 -0.281 0.130 (0.21-s)8.200 0.808 0.751 -0.290 0.133 (PSXFR)8.500 0.828 0,772 -0.299 0.136 12.100 1.036 0.979 -0.393 0.169 (0.3Ls)12.300 1.045 0.989 -0.397 0.171 16.300 1.185 1.129 -0.464 0.192 (0.41-s)16.400 1.188 1.131 -0.465 0.192 (0.5Ls)20.500 1.235 1.178 -0.489 0.199 (0.6Ls)24.600 1.188 1.131 -0.465 0.192 24.700 1.185 1.129 -0.464 0.192 (0.71-s)28.700 1.045 0.989 -0.3.97 0.171 28.900 1.036 0.979 -0.393 0.169 (PSXFR)32.500 0.828 0.772 -0.299 0.136 (0.81-s)32.800 0,808 0.751 -0.290 0.133 33.100 0.787 0.730 -0.281 0.130 (PSXFR,Debond)35.500 0.600 0,543 -0.203 0.098 (0.91-s)36.900 0.476 0.419 -0.153 0.077 37.300 0.439 0.382 -0.139 0.070 . (PSXFR,Debond)38.500 0.322 0.266 =0.095 0.049 (1.01-s)41.000 0.057 0.000 0.000 0.000 Gps Lg is based the girder length and measured relative to the end of the girder Gps L.is based the final span length and measured relative to the final bearing location Ggirder is based on final span length and EL1 Gcreep7=\(9,1)(Ggirder+Gps Ls) Camber-Part 2(upwards is positive) Location from G G = G G G G = G diaphragm User1 creepl barrier overlay User2 creep3 Left Support (ft) (in) GUserDc+ (in) (in) (in) GUserDc+ (in) GUserDW GUserDW (in) (in) (o.OLs)0.000 0.000 0.000 0.000 10.000 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.0001 0.000 0.082 -0.0031 0.000 -0.032 0.091 3.700 0.000 0.000 0.116 -0.0051 0.000 -0.046 0.127 (0.1 Ls)4.100 0.000 0.000 0.127 -0.005 0.000 -0.051 0.139 (PSXFR,Debond)5.500 0.000 0.000 0.162 -0.007 0.000 -0.068 0.175 7.900 0.000 10.000 0.214 -O.OD9 0.000 -0.094 0.226 (0.21-s)8.200 0.000 0.000 0.220 -0.010 0.000 -0.097 0.232 (PSXFR)8.500 0.000 0.000 0.226 -0.010 0.000 -0.100 0.237 12.100 0.000 0.000 0.280 -0.013 0.000 -0.131 0.286 (0.31-s)12.300 0.000 0.000 0.282 -0.013 0.000 -0.132 0.288 16,300 0.000 0.000 0.317 -0.015 0.000 -0.155 0.318 (0.41-a)16.400 0.000 0.000 0.318 -0.016 0.000 -0.155 0.318 (0.51-s)20.500 0.000 0.000 0.329 -0.016 0.000 -0.163 0.328 (0.61-s)24.600 0.000 0.000 0.318 -0.016 0.000 -0.155 0.318 24.700 0.000 0.000 0.317 -0.015 0.000 -0.155 0.318 (0.71-a)28.700 0.000 0.000 0.282 -0.013 0.000 -0.132 0.288 28.900 0.0001 0.000 0.280 -0.013 0.000 -0.131 0.286 (PSXFR)32.500 0.0001 0.000 0.226 -0.010 0.000 -0.100 0.237 (0.81-s)32.800 0.000 0.000 0.220 -0.010 0.000 -0.097 0.232 33.100 0.000 0.000 0.214 -0.009 0.000 -0.094 0.226 (PSXFR,Debond)35.500 0.000 0.000 0.162 -0.007 0.000 -0.068 0.175 0.000 0.000 0.127 -0.005 0.000 -0.051 0.139 D,-;. --. Td!'VT -IIDAT A-NT T-T A'rPTT Tnlh• 1"17527 Page 128 of 143 138 of 189 Location from Gdiaphragm GUserl= Gcreep2 Gbarrier Goverlay Left Support GUse2= Gcreep3 (ft) (in) GUserDC+ (In) (In) (in) GUserDC+ (in) GUserDW GUserDW (in) (in) (0.9Ls)36.900 37.3001 0.0001 0.000 0.116 -0.005 0.000 -0.046 0.127 (PSXFR,Debond)38.500 0.000 0.000 0.082 -0.003 0.000 -0.032 0.091 (1.OLs)41.000 0.000 0.000 0.000 0.000 o.000 0.000 0.000 Gcreep2=[\(39,1)-\(9,1)](C'girder+Gps Ls)+\(30,10)(Gdiaphragm+Guserl) Gcreep3=[\(1999,1)-\(39,')](Ggirder+Gps Ls)+[\(2000,10)-\(30,10%G-diaphragm+Guseri)+\(1960,40)(Gbarrier+Goverlay+Gusar2) Camber-Part 3(upwards is positive) Location from G1 G2 03 D40=G4 G5 C=Gexcess= Left S f)port (in) (in) (in) (in) (in) G6 (in) (o.OLs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.171 0.220 0.220 0.302 0.267 0.358 3.700 0.243 0.313 0.313 0.430 0.379 0.506 (0.1 Ls)4.100 0.266 0.343 0.343 0.470 0.413 0.552 (PSXFR,Debond)5.500 0.340 0.439 0.439 0.601 0.527 0.702 7.900 0.449 0.579 0.579 0.793 0.690 0.916 (0.2Ls)8.200 0.461 0.594 0.594 0.814 0.708 0.940 (PSXFR)8.500 0.473 0.609 0.6091 0.835 0.725 0.962 12.100 0.586 0.756 0.756 1.035 0.891 1.178 (0.3Ls)12.300 0.591 0.762 0.762 1.044 0.899 1.187 16.300 0.664 0.856 0.856 1.173 1.003 1.321 (0.4Ls)16.400 0.666 0.858 0.858 1.176 1.005 1.323 (0.5Ls)20.500 0.690 0.889 0.889 1.218 1.039 1.367 (0.6Ls)24.600 0.666 0.858 0.858 1.176 1.005 1.323 24.700 0.664 0.856 0.856 1.173 1.003 1.321 (0.7Ls)28.700 0.591 0.762 0.762 1.044 0.899 1.187 28.900 0.586 0.756 0.756 1.035 0.891 1.178 (PSXFR)32.500 0.473 10.609 0.609 0.835 0.725 0.962 (0.8Ls)32.800 0.461 0.594 0.594 0.814 0.708 0,940 33.100 0.449 0.579 0.579 0.793 0.690 0.916 (PSXFR,Debond)35.500 0.340 0.439 0.439 0.601 0.527 0.702 (0.9Ls)36.900 0.266 0.343 0.343 0.470 0.413 0.552 37.300 0.243 U13 0.313 0.430 0.379 0.506 (PSXFR,Debond)38.500 0.171 0.220 0.220 0.302 0.267 0.358 (1.OLs)41.000 0.000 0.000 0.000 0.000 0.000 0.000 Gl_Ggirder+Gps Ls 02=G1+Gcreepl G3=G2+Gdiaphragm+Guserl G4=G3+Gcreep2 G5=G4+Gbarrier+Goverlay+Gusar2 G6=05+Gcreep3 Maximum Timing Camber-Part 1 (upwards is positive) Location from Left Support Gps Gps Ggirder Gcreepl (ft) (in)) (in)) (in) (in) (0.01-s)0.000 0.057 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.322 0.266 -0.095 0.181 3.700 0.439 0.382 -0.139 0.258 (0.1 Ls)4.100 0.476 0.419 -0.153 0,282 (PSXFR,Debond)5.500 0.600 0.543 -0.203 0.361 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 129 of 143 139 of 189 Location from Gps Lg �LsGqlrndjer Gcreepl Left Support (in) (in) (ft) 7.900 0.787 0.730 L221 0.477 (0.21-s)8.200 0.808 0.751 -0.290 0.490 (PSXFR)8.500 0.828 0.772 -0.299 0.502 12.100 1.036 0.979 -0.393 0.623 (0.31-s)12.300 1.045 0.989 -0.397 0.628 16.300 1.185 1.129 -0.464 0.706 (0.41-s)16.400 1.188 1.131 -0.465 0.707 (0.5Ls)20.500 1.235 1.178 -0.489 0.733 (0.6Ls)24.600 1.188 1.131 -0.465 0.707 24.700 1.185 1.129 -0,464 0.706 (0.711s)28.700 1.045 0.989 -0.397 0.628 28.900 1.0361 0.979 -0.393 0.623 (PSXFR)32.500 0.8281 0.772 -0.299 0.502 (0.81-s)32.800 0.808 0.751 -0.290 0.490 33.100 0.7871 0.730 -0.281 0.477 (PSXFR,Debond)35.500 0.6001 0.543 -0.203 0.361 (0.91-s)36.900 0,476 0.419 -0.153 0.282 37.300 0.439 0.382 -0.139 0.258 (PSXFR,Debond)38.500 0.322 0.266 0.0951 0.181 (1.OLs)41.000 0.057 0.000 0.000 0.0D0 Gps L9 is based the girder length and measured relative to the end of the girder Gps Ls is based the final span length and measured relative to the final bearing location Ggirder is based on final span length and Epi Gcreepl=\(89,1)(Ggirder+Gps Ls) Camber-Part 2(upwards is positive) Location from Gdiaphragm GUser1- Gcreep2 Gharrier Goverlay GUser2- Gcreep3 Left Support (in) G + (in) (in) (in) G + (in) (ft) UserDC UserDC GUserDW GUserDW (in) (in) (0.01-s)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.000 0.000 0.015 -0.003 0.000 -0.032 0.029 3.700 0.000 0.000 0.021 -0.005 0.000 -0.046 0.040 (0.1 Ls)4.100 0.000 0.000 0.023 -0.005 0.000 -0.051 0.043 (PSXFR,Debond)5.500 0.000 0.000 0,030 -0.007 0.000 -0.068 0.054 7.900 0.0001 0.000 0.039 -0.009 0.000 -0.094 0.066 (0.21-s)8.200 0.000 0.000 0.040 -0.010 0.000 -0.097 0.068 (PSXFR)8.500 0.000 0.000 0.041 -0.010 0.000 -0.100 0.069 12.100 0.000 0.000 0.051 -0.013 0.000 -0.131 0.079 (0.3Ls)12.300 0.000 0.000 0.052 -0.013 0.000 -0.132 0.079 16.300 0.000 0.000 0.058 -0.015 0.000 -0.155 0.083 (0.4Ls)16.400 0.000 0.000 0.058 -D.016 0.000 -0.155 0.083 (0.51-s)20.500 0.000 0.000 0.060 -0.016 0.000 -0.163 0.084 (0.61-s)24.600 0.000 0.000 0.058 -0.016 0.000 -0.155 0.083 24.700 0.000 0,000 0.058 -0.015 0.000 -0.155 0.083 (0.7Ls)28.700 0.000 0.000 1 0.052 -0.013 0.000 -0.132 0.079 28.900 0.000 0.000 0.051 -0.013 0.000 -0.131 0.079 (PSXFR)32.500 O.ODO 0.000 0.041 -0.010 0.000 -0.100 0.069 (0.81-s)32.800 0.000 0.000 0.040 -0.010 0.000 -0.097 0,068 33.100 0.000 O.ODO 0.039 -0.009 0.000 -0.094 0.066 (PSXFR,Debond)35.500 0.0001 0.000 0.030 -0.007 0.000 -0.068 0.054 (0.91-s)36.900 0.000 0.000 0.023 -0.005 0.000 -0.051 0.043 37.300 0.000 0.000 0.021 -0.005 0.000 -0.046 0.040 (PSXFR,Debond)38.500 0.000 0.000 0.015 -0.003 0.000 -0.032 0.029 Rridue- MCKFRNAN HATCH... Job- 02R7 6/10/2016 Page 130 of 143 140 of 189 Location from Gdiaphragm GUser1= Gcreep2 Gbarrier Goverlay GUse2= Gcreep3 Left Support (ft) (I") GUs.=+ (in) (in) (in) Guseroc+ (in) GUserDW GUserDW (in) (in) (1.OLs)41.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C--.P2-[\(1191 1)-\(89,1))(Ggirder+GPs Ls)+\(30,900diaphragm+Guser7) Gcreep3=[\(1999,1)-\(119,1))(Ggirder+GPs Ls)+[\(2000,90)-\(30,90A(Gdiap hra m+Guser1)+\(1880,120)(G +Gov +g barrier overlay G use2) Camber-Part 3(upwards is positive) Location from G1 G2 G3 D120-G4 G5 C=Gexcess= Left u port (in) (in) (in) (in) (in) Gs (in) (O.OLs)0.000 0.000 0.006 0.000 0.000 0.000 0.000 (PSXFR,Debond)2.500 0.171 0.352 0.352 0.367 0.333 0.362 3.700 0.243 0.502 0.502 0.523 0.472 0.512 (0.1 Ls)4.100 0.266 0.548 0.548 0.572 0.515 0.559 (PSXFR,Debond)5.500 0.340 0.702 0.702 0.732 0.657 0.711 7.900 0.449 0.926 0.926 0.965 0.862 0.929 (0.2Ls)8.200 0.461 0.951 0.951 0.991 0.884 0.952 (PSXFR)8.500 0.473 0.975 0.975 1.016 0.906 0.975 12.100 0.586 1.209 1.209 1.260 1.116 1.195 (0.31-s)12.300 0.591 1.219 1.219 1.271 1.125 1.204 16.300 0.664 1.370 1.370 1.428 1.258 1.341 (0ALs)16.400 0.666 1.373 1.373 1.431 1.260 1.344 (0.51-s)20.500 0.690 1.422 1.422 1.483 1.304 1.388 (0.61-s)24.600 0.666 1.373 1.373 1.431 1.260 1.344 24.700 0.664 1.370 1.370 1.428 1.258 1.341 (0.7Ls)28.700 0.591 1.219 1.219 1.271 1.125 1.204 28.900 0.586 1.209 1.209 1.260 1.116 1.195 (PSXFR)32.500 0.473 0.975 0.975 1,016 0.906 0.975 (0.81-s)32.800 0.461 0.951 0.951 0.991 0.884 0.952 33.100 0.449 0.926 0.926 0.965 0.862 0.929 (PSXFR,Debond)35.500 0.340 0.702 0.702 0.732 0.657 0.711 (0.91-s)36.900 0.266 0.548 0.548 0.572 0.515 0.559 37.300 0.243 0.502 0.502 0.523 0.472 0.512 (PSXFR,Debond)38.500 0.171 0.352 0.352 0.367 0.333 0.362 (1.OLs)41.000 0.000 0.000 0.000 0.000 0.000 0.000 GI=Ggirder+Gps Ls G2=G7+Gcreept G3=G2+Gdophragm+Gusert _ G4=G3+Gcreep2 G5=G4+Gbarrier+Goverlay+Guser2 Ge=05+Gcreep3 Slab Haunch Details Slab Offset check disabled in Project Criteria library entry.No analysis performed. Bearing Design Parameters Girder Bearing Reactions Girder Diaphragm Slab Haunch Traffic Barrier Overlay *Design Live Load *Fatigue Live Load (kip) (kip) (kip) (kip) Max Min Max Min Max Min Max Min (kip) I (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 17.99 0.00 0.00 0.00 ±0.630.63 0.00 0.00 41.24 0.00 20.29 0.00 (DO) (DO) (FO) (FO) Abutment 2-Back 17.99 0.00 0.00 0.00 0.00 0.00 41.24 0.00 20.29 0.00 (DO) (DO) (FO) (FO) *Live Load values are per girder and do not include impact. Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 131 of 143 141 of 189 (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Girder Bearing Reactions-User Defined Loads Bridge Site 1 Bridge Site 2 User DC I User DW User DC User DW User LL+IM Max Min Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 0.00 0.00 0.00 0.00 0.00 0.00 6.15 6.15 2.05 2 005 Abutment 2-Back 0.00 0.00 0.00 0.00 0.00 0.00 6.15 6.15 2.05 2.05 Girder Bearing Reactions DC DW 4DC 4DW Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 0.00 0.00 0.00 0.00 18.62 1 2T 6.15 6.15 Abutment 2-Back 0.00 0.00 0.00 0.00 18.62 18.621 6.15 6.15 Girder Bearing Reactions-Design Vehicles(Without Impact) Total Live Load *LL Design *LL Fatigue Max in Max Min (kip) (kip) (kip) (kip) Abutment 1-Ahead 43.29 2.05 22.34 2.05 Abutment 2-Back 43.29 2.05 22.34 2.05 *Live Load values are per girder and do not include impact. Girder Bearing Reactions(Without Impact) Design Service I Service III Fatigue 1 Strength I Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kip) (kip) Abutment 1-Ahead 68.06 26.82 59.40 26.41 45.90 15.46 108.26 24.35 Abutment 2-Back 68.06 26.82 59.40 26.41 45.90 15.46 108.26 24.35 Girder Bearing Reactions-Design Vehicles (Including Impact) Total Live Load *LL+IM Design *LL+IM Fatigue Max Min Max Min (kip) (kip) (kip) (kip) Abutment 1-Ahead 54.30 2.051 25.39 2.05 Abutment 2-Back 54.30 2.05 25.39 2.05 Live Load values are per girder and include impact. Girder Bearing Reactions(Including Impact) Design Service I Service III Fatigue I Strength I Max Min Max Min Max Min Max Min (kip) (kip) (kip) (kip) (kip) (kip) (kiP) (kip) Abutment 1-Ahead 79.07 26.82 68.21 26.41 50.47 15.46 E127.53 24.35Abutment2-Back 79.07 26.82 68.21 26.41 50.47 15.46 .53 24.35 Rotations Girder Diaphragm Slab Haunch Traffic Overlay 'Design *Fatigue *Legal *Legal *Permit *Permit (rad) (rad) (rad) (rad) Barrier Live Load Live Load Routine Special Routine Special Max I Min Max Min Max Min Max Min Max Min Max Min Max Min Max Min (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) Abutment -0.003 0.000 0.000 0.000 -0.000 -0.000 0.000 0.000 0.000 -0.006 0.000 -0.002 0.000 -0.003 0.000 -0.005 0.000 0.000 0.000 -0.005 1-Ahead (DO) (DO) (FO) (FO) (RO) (RO) (SO) (SO) (PRO) (PRO) (PSO) (Psi) Abutment 0.003 0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.006 0.000 0.002 0.000 0.003 0.000 0.005 0.000 0.000 0.000 0.005 0.000 2-Back I I (DO) (DO) (FO) (FO) (RO) (RO) (SO) (SO) (PRO) (PRO) (psi)I(PSO) Bridle: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 132 of 143 142 of 189 Live Load values are per girder and do not include impact. (DO)LRFD Design Truck+Lane (D1)LRFD Design Tandem+Lane (FO)LRFD Fatigue Truck Rotations-User Defined Loads Bridge Site 1 Bridge Site 2 User DC User DW User DC User DW User LL+IM Max Min Max Min Max Min Max Min Max Min (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) (rad) Abutment 1-Ahead. 0.000 0.000 0.000 0.000 0.000 0.000 -0.001 -0.001 -0.000 -0.000 Abutment 2-Back 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.000 0.000 Rotation due to Excess Camber Rotation (rad) Abutment 1 0.016 Abutment 2 -0.016 Corresponding Live Load Bearing Reactions and Rotations *Reactions *Rotations (kip) (rad) (kip) (rad) (fad) (k P) (�d) (k P) Abutment 1 41.24 -0.003 0.00 0.000 -0.006 22.41 0.000 0.00 Pier 1 41.24 0.003 0.00 0.000 0.006 22.41 0.000 0.00 *Live Load values are per girder and do not include impact. Bearing Geometry(based on assumed values) Girder Excess Bearing W D D1 D2 Slope Camber Recess (ft/ft) Slope Slope (ft/ft) (ft/ft) Abutment 1 0.000 0.016 0.016 V-O" 1/2,, 5/- 3/ 8 8 Abutment 2 0.000 -0.016 -0.016 V-O" 1/2 3/8 5/8 ., W and D are assumed typical values Ct.Bearing 1 Bearing Recess LV Level after deck placement j End of Girder 0=Bearing Recess Slope T! =Gird er slope+Excess Oa a�ber Slope D1 D TD2 Dr=D+20 D2=D-W9 [_iftir.g Gucci= Details Details for Check for Lifting In Casting Yard[5.5.4.3] L9=Overall Length of girder=42.000 ft Left Support Overhang=1.500 ft Right Support Overhang=1.500 ft Li=Clear span length between pick points=39.000 ft w=girder weight/length=0.857 kip/ft W=girder weight=35.99 kip Ix=22496.9 in4 ly=147655.0 in4 Height of Pick Point Above Top of Girder=0.000 in yt=Vertical distance from pick point to girder C.G.=9.055 in Upward Impact during lifting=0 Downward Impact during lifting=0 Sweep tolerance=0.00052f l ft Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 133 of 143 143 of 189 Tolerance in placement of lifting device=0.250 in Poi=concrete strength=5.000 KS fr=modulus of rupture at lifting=0.537 KS Elastic modulus of girder concrete at lifting=4903 KS Additional axial compressive force due to inclination of lifting cables=0.00 kip Additional moment in girder due to inclination of lifting cables=0.00 kip-ft Inclination of lifting cables from horizonal=90.00 deg es=eccentricity due to sweep=0.262 in a,,,=eccentricity due to placement tolerance=0.250 in Fo=offset factor=(LI/L9)2-1/3=0.528912 eI=total initial eccentricity=estFo+ei,ff,=0.389 in Gmid=camber due to self weight at mid-span=-0.397 in - GPS=camber due to prestress mid-span=1.235 in Gtotal=total camber at lifting=Gmid+GPs=0.839 in Adjusted yr=yt-Fo(Gtotal)=8.611 in ya_ w ( l5-a211+3a¢li+6a- 12Ely.l� 10 5 =0.036 in zo is based on average girder unit weight and mid-span section properties ti=initial tilt angle=ei/yr=0.045 rad Girder Forces and Stresses At Lifting Lifting Forces Location from Effective Eccentricity Moment Moment Moment Left Pick Point Prestress (in) Impact Up No Impact Impact Down (ft) Force (kip-ft) (kip-ft) (kip-ft) (kip) -1.500 0.001 4.036 0.00 0.00 0.00 -1,000 150.351 4.036 -0.12 -0.12 -0.12 (Pick Point,O.OLS)0.000 451.53 4.036 -1.10 -1.10 -1.10 0.005 450.37 4.027 -1.02 -1.02 -1.02 (Bar Develop.)0.541 611.20 4.027 7.72 7.72 7.72 (PSXFR,Debond)1.500 899.12 4.027 22.73 22.73 22.73 2.700 931.88 4.129 40.42 40.42 40.42 3.100 942.81 j 4.162 46.05 46.05 46.05 (0.1 Ls)3.900 964.66 4.225 56.90 56.90 56.90 (PSXFR,Debond)4.500 981.06 4.270 64.68 64.68 64.68 6.900 1046.64 4.436 92.74 92.74 92.74 7.200 1054.84 4.456 95.91 95.91 95.91 (PSXFR)7.500 1063.03 4.475 99.00 99.00 99.00 (0.2Ls)7.800 1063.25 4.475 102.01 102.01 102.01 11.100 1065.30 4.475 130.11 130.11 130.11 11.300 1065.40 4.475 131.52 131.52 131.52 (0.31-s)11.700 1065.60 4.475 134.23 134.23 134.23 15.300 1066.94 4.475 152.54 152.54 152.54 15.400 1066.96 4.475 152.89 152.89 152.89 (0.4LS)15.600 1067.01 4.475 153.56 153.56 153.56 (0.5Ls)19.500 1067.48 4.475 160.01 160.01 160.01 (0.6LS)23.400 1067.01 4.475 153.56 153.56 153.56 23.600 1066.96 4.475 152.89 152.89 152.89 23.700 1066.94 4.475 152.54 152.54 152.54 (0.71-s)27.300 1065.60 4.475 134.23 134.23 134.23 27.700 1065.40 4.475 131.52 131.52 131.52 27.900 1065.30 4.475 130.11 130.11 130.11 (0.8LS)31.200 1063.25 4.475 102.01 102.01 102.01 (PSXFR)31.500 1063.03 4.475 99.00 99.00 99.00 31.800 1054.84 4.456 95.91 95.91 95.91 32.100 1046.64 4.436 92.74 92.74 92.74 (PSXFR,Debond)34.500 981.06 4.270 64.68 64.68 64.68 (0.91-s)35.100 964.66 4.225 56.90 56.90 56.90 35.900 942.81 4.162 46.05 46.05 46.05 36.300 931.88 4.129 40.42 40.42 40.42 Bridae: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 134 of 143 144 of 189 Location from Effective Eccentricity Moment Moment Moment Left Pick Point Prestress (in) Impact Up No Impact Impact Down (ft) Force (kip-ft) (kip-ft) (kip-ft) (kip) (PSXFR,Debond)37.500 899.121 4.027 22.73 22.731 22.73 (Bar Develop.)38.459 611.20 4.027 7.72 7.721 7.72 38.995 450.37 4.027 -1.02 -1.02 -1.02 (Pick Point,1.0LS)39.000 451.53 4.036 -1.10 -1.10 -1.10 40.000 150.35 4.036 -0.12 -0.12 -0.12 40.500 0.00 4.036 0.00 0.00 0.00 Lifting Stresses Location from Top Stress,ft Bottom Stress,fb Left Pick Point (ft) Prestress Impact No Impact Prestress Impact No Impact (KSI) Up Impact Down (KSI) Up Impact Down (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) -1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -1.000 0.065 0.065 0.065 0.065 -0.413 -0.414 -0,414 -0.414 (Pick Point,O.OLS)0.000 0.194 0.199 0.199 0.199 -1,241 -1.247 -1.247 -1.247 0.005 0.122 0.127 0.127 0.127 -1.329 -1.334 -1.334 -1.334 (Bar Develop.)0.541 0.165 0.128 0.128 0.128 -1.804 -1.767 -1.767 -1.767 (PSXFR,Debond)1.500 0.2431 0.133 0.133 0.133 -2.654 -2.546 -2.546 -2.546 2.700 0.2901 0.095 0.095 0.095 -2.789 -2.596 -2.596 -2.596 3.100 0.3061 0.083 0.083 0.083 -2.834 -2.614 -2.614 -2.614 (0.1 Ls)3.900 0.337 0.062 0.0621 0.062 -2.923 -2.652 -2.652 -2.652 (PSXFR,Debond)4.500 0.361 0.048 0.048 0.048 -2.991 -2.682 -2.682 -2.682 6.900 0.455 0.007 0.007 0.007 -3.260 -2.818 -2.818 -2.818 7.200 0.467 0.004 0.004 0.004 -3.293 -2.836 -2.836 -2.836 (PSXFR)7.500 0.479 0.000 0.000 0.000 -3.327 -2.855 -2.855 -2.855 (0.21-s)7.800 0.479 -0.014 -0.014 -0.014 -3.328 -2.841 -2.841 -2.841 11.100 0.480 -0.149 -0.149 -0.149 -3.334 -2.714 -2.714 -2.714 11.300 0.480 -0.156 -0.156 -0.156 -3.334 -2.708 -2.708 -2.708 (0.3L5)11.700 0.480 -0.169 -0.169 -0.169 -3.335 -2.695 -2.695 -2.695 15.300 0.481 -0.257 -0.257 -0.257 3.339 -2.612 -2.612 -2.612 15.400 0.481 -0.258 -0.258 -0.258 -3.339 -2.611 -2.611 -2.611 (0.41-s)15.600 0.481 -0,262 -0.262 -0.262 -3.339 -2.607 -2.607 -2.607 (0.51-S)19.500 0.481 -0.292 -0.292 -0.292 -3.341 -2.578 -2.578 -2.578 (0.6L5)23.400 0.481 -0.262 -0.262 -0.262 -3.339 -2.607 -2.607 -2.607 23.600 0.481 -0.258 -0.258 -0.258 -3.339 -2.611 -2.611 -2.611 23.700 0.481 -0.257 -0.257 -0.257 -3,339 -2.612 -2.612 -2.612 (0.7L5)27.300 0.480 -0.169 -0.169 -0.169 -3.335 -2.695 -2,695 -2.695 27.700 0.480 -0.156 -0.156 -0.156 -3.334 -2.708 -2.708 -2.708 27.900 0.480 -0.149 -0.149 -0.149 -3.334 -2.714 -2.714 -2.714 (0.81-s)31.200 0.479 -0.014 -0.014 -0.014 -3.328 -2.841 -2.841 -2.841 (PSXFR)31.500 0.479 0.000 0.000 0.000 -3.327 -2.855 -2.855 -2.855 31.800 0.467 0.004 0.004 0.004 -3.293 -2.836 -2.836 -2.836 32.100 0.455 0.007 0.007 0.007 -3.260 -2.818 -2.818 -2.818 (PSXFR,Debond)34.500 0.361 0.048 0.048 0.048 -2.991 -2.682 -2.682 -2.682 (0.9L5)35.100 0.337 0.062 0.062 0.062 -2.923 -2.652 -2.652 -2.652 35.900 0.306 0.083 0.083 0.083 -2.834 -2.614 -2.614 -2.614 36.300 0.290 0.095 0.095 0.095 -2.789 -2.596 -2.596 -2.596 (PSXFR,Debond)37.500 0.243 0.133 0.133 0.133 -2.654 -2.546 -2.546 -2.546 (Bar Develop.)38.459 0.165 0.128 0.1281 0.128 -1.804 -1.767 -1.767 -1.767 38.995 0.122 0.127 0.1271 0.127 -1.329 -1.334 -1.334 -1.334 (Pick Point,1.0L5)39.000 0.194 0.199 0.199 0.199 -1.241 -1.247 -1.247 -1.247 40.000 0.065 0.065 0.065 0.065 -0.413 -0.414 -0.414 -0.414 40.500 0.000 0.000 0.0001 0.000 0.0001 0.0001 0.0001 0.000 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 135 of 143 145 of 189 Rebar Requirements for Tensile Stress Limit[C5.9.4.1.2]-Lifting,Without Impact Location from Tension % fci At T *As As Tensile Tension ( ) Left Pick Point Face in Demand z (kip) Provided As Capacity Status (ft) (KSI) (in) (in) (0) (KSI) (CID) -1.500 Neither - -1.000 Top 15.551 0.065 112.650 3.67 0.000 0.184 0.200 (3.07) (Pick Point,O.OLs)0.000 Top 115.519 0.199 114.109 11.37 0.000 0.568 0.200 (1.00) 0.005 Top 116.439 0.127 71.802 4.55 0.000 0.227 0.200 (1.58) (Bar Develop.)0.541 Top 16.785 0.128 55.888 3.58 0.000 0,179 0.200 (1.56) (PSXFR,Debond)1.500 Top 17,105 0.133 41.165 2.74 0.000 0.137 0.200 (1.50) 2.700 Top 17.366 0.095 29.181 1.38 0.000 0.069 0.200 (2.11) 3.100 Top 17.444 0.083 25.588 1.07 0.000 0.053 0.200 (2.40) (0.1 Ls)3.900 Top 17.586 0.062 19.028 0.59 0.000 0.030 0.200 (3.21) (PSXFR,Debond)4.500 Top 17.681 0.048 14.667 0.35 0.000 0.018 0.200 (4.13) 6.900 Top 17.955 0.007 2.081 0.01 0.000 0.000 0.200 (10+) 7.200 Top 17.977 0.004 1.050 0.00 0.000 0.000 0.200 (10+) (PSXFR)7.500 Top 17.997 0.000 0.136 0.00 0.000 0.000 0.200 (10+) (0.21-s)7.800 Neither - - - - 11.100 Neither 11.300 Neither (0.31-s)11.700 Neither 15.300 Neither 15.400 Neither (0.41-s)15.600 Neither (0.51-s)19.500 Neither (0.61-s)23.400 Neither 23.600 Neither 23.700 Neither (0.7Ls)27.300 Neither 27.700 Neither 27.900 Neither (0.8Ls)31.200 Neither (PSXFR)31.500 Top 17.997 0.000 0.136 0.00 0.000 0.000 0.200 (10+) 31.800 Top 17.977 0.004 1.050 0.00 0.000 0.000 0.200 (10+) 32.100 Top 17.955 O.OD7 2.081 0.01 0.000 0.000 0.200 (10+) (PSXFR,Debond)34.500 Top 17.681 0.048 14.667 0.35 0.000 0.018 0.200 (4.13) (0.9Ls)35.100 Top 17.586 0.062 19.028 0.59 0.000 0,030 0.200 (3.21) 35.900 Top 17.444 0.083 25.588 1.07 0.000 0.053 0.200 (2.40) 36.300 Top 17.366 0.095 29.181 1.38 0.000 0.069 0.200 (2.11) (PSXFR,Debond)37.500 Top 17.105 0.133 41.165 2.74 0.000 0.137 0.200 (1.50) (Bar Develop.)38.459 Top 16.785 0.128 55.888 3.58 0.000 0.179 0.200 (1.56) 38.995 Top 16.439 0.127 71.802 4.55 0.0001 0.227 0.200 (1.58) (Pick Point,1.0Ls)39.000 Top 15.519 0.199 114.109 11.37 0.000 0.568 0.200 (1.00) 40.000 Top 1 15.551 0.065 112.650 3.67 0,000 0.184 0.200 (3.07) 40.5001 Neither *Bars must be fully developed and lie within tension area of section before they are considered. Factor of Safety Against Cracking Location from ft Governing Miat Mvert tmax FScr Left Pick Point (KSI) Flange (kip-ft) (kip-ft) (red) (ft) 1.500 0.000 Bottom 275.14 0.00 1.571 30.378 -1.000 0.065 Top 241.72 -0.12 1.571 30.378 (Pick Point,0.01-s)0.000 0.199 Top 172.98 -1.10 1.571 30.378 0.005 0.127 Top 210.18 -1.02 1.571 30.378 (Bar Develop.)0.541 0.128 Top 209.55 7.72 1.571 30.378 (PSXFR,Debond)1.500 0.133 Top 206.85 22.73 1.571 30.378 Rrir]ue- MCKFRNAN HATCH___ Job- 0297 6/10/2016 Page 136 of 143 '146 of 189 Location from ft Governing Miat Mvert rinax FScr Left Pick Point (KSI) Flange (kip-ft) (kip-ft) (rad) (ft) 2.700 0.095 Top 226.52 40.42 1.571 30.378 3.100 0.083 Top 232.40 46.05 1.571 30.378 (0.1 Ls)3.900 0.062 Top 243.16 56.90 1.571 30.378 (PSXFR,Debond)4.500 0.0481 Top 250.34J64.681.571 30.378 6.900 0.007 Top 271.501.571 30.378 7.200 0.004 Top 273.291,571 30.378 (PSXFR)7.500 0.000 Top 274.901.571 30.378 (0.2Ls)7.800 -0.014 Top 282.31 102.01 1.571 30.378 11.100 -0.149 Top 351.50 130.11 1.571 30.378 11.300 -0.156 Top 354.96 131.52 1.571 30.378 (0.3Ls)11,700 -0.169 Top 361.64 134.23 1.571 30.378 15.300 -0.257 Top 406.70 152.54 1.571 30.378 15.400 -0.258 Top 407.56 152.89 1.571 30.378 (0.4Ls)15.600 -0.262 Top 409.23 153.56 1.571 30.378 (0.51-5)19.500 -0.292 Top 425.10 160.01 1.571 30.378 (0.61-s)23.400 -0.262 Top 409.23 153.56 1.571 30.378 23.600 -0.258 Top 407.56 152.89 1.571 30.378 23.700 -0.257 Top 406.70 152.54 1.571 30.378 (0.71-s)27.300 -0.169 Top 361.64 134.23 1.571 30.378 27.700 -0.156 Top 354.96 131.52 1.571 30,378 27.900 -0.149 Top 351.50 130.11 1.571 30.378 (0.KL,)31,200 -0.014 Top 282.31 102.01 1.571 30.378 (PSXFR)31.500 0.000 Top 274.90 99.00 1.571 30.378 31.800 0.004 Top 273.29 95.91 1.571 30.378 32.100 0.007 Top 271.50 92.74 1.571 30.378 (PSXFR,Debond)34.500 0.048 Top 250.341 64.68 1.571 30.378 (0.91-5)35.100 0.062 Top 243.16 56.90 1.571 30.378 35.900 0.083 Top 232.40 46.05 1.571 30.378 36.300 0.095 Top 226.52 40.42 1.571 30.378 (PSXFR,Debond)37.500 0.133 Top 206.85 22.73 1.571 30.378 (Bar Develop.)38.459 0.1281 Top 209.55 7.72 1.571 30.378 38.995 0.127 Top 210.18 -1.02 1.571 30.378 (Pick Point,1.OL5)39.000 0.199 Top 172.98 -1.10 1.571 30.378 40.000 0.065 Top 241.72 -0.12 1.571 30.378 40.500 0.000 Bottom 275.14 0.00 1.571 30.378 ft=governing tension stress 2(fr-fr)l Ata°r= b After y_� ®mar=Al,o,r 2 1 FS;,. + �0 Factor of Safety Against Failure r- &star= ei =2.076 rad y' -z (1+2.50° ' o- ° ma.x�=0.223 in br0"i F'Sf=r r e °°'9"mx+ei=20.979 If FSf<Minimum FS,FSt=Minimum FScr FSt=30.378 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 137 of 143 147 of 189 Hauling Check Details Details for Check for Hauling to Bridge Site[5.5.4.3] Ig=Overall Length of girder=42.000 ft Leading Overhang=1.500 ft Trailing Overhang=1.500 ft 11=Clear span length between supports=39.000 ft w=average girder weighttlength=0.857 kip/ft W=girder weight=35.99 kip ly=147655.0 in4 hr=Height of roll center above roadway=24.000 in y=height of C.G.of Girder above roll center(Increased for camber by 2 percent)=58.084 in Kt=roll stiffness of vehicle=28000.00 kip-in/rad zmax=distance from center of vehicle to center of dual tires=36.000 in d=Roadway superelevation=0.060 Upward Impact during Hauling=0.2 Downward Impact during Hauling=0.2 Sweep tolerance=0.001042ft/ft etmck=tolerance in placement of supports=1.000 in fc=concrete strength=6.000 KSI fr=modulus of rupture at Hauling=0.588 KSI Elastic modulus of girder concrete at Hauling=5208 KSI %=eccentricity due to sweep=0.525 in Fu=offset factor=(I1/I9)2-1/3=0.528912 ei=total initial eccentricity=%*Fo+etruck=1.278 in z,= a 11 Ij-a21 +3011+bas� 12Elylg 10 =0.034 in zo is based on average girder unit weight and mid-span section properties r=Radius of stability=KC/W=778.033 in 8= ar+ei i Equilibrium angle= r-Y-f,=0.067 rad Lateral Moment=(Vertical Moment)(Equilibrium Angle) Girder Forces and Stresses At Hauling Hauling Forces Location from rForce ective Eccentricity Moment Moment Moment Left Bunk Point stress (in) Impact Up No Impact Impact Down (ft) (kip-ft) (kip-ft) (kip-ft) kip) -1.500 0.001 4.036 0.00 0.00 0.00 .1.000 145.47 4.036 -0.10 -0.12 -0.15 (Bunk Point,O.OLs)0.000 436.98 4.036 -0.88 -1.10 -1.32 0.005 435.36 4.027 -0.82 -1.02 -1.23 (Bar Develop.)0.541 590.92 4.027 6.17 7.72 9.26 (PSXFR,Debond)1.500 869.49 4.027 18.18 22.73 27.28 2.700 901.25 4.129 32.34 40.42 48.51 3.100 911.84 4.162 36.84 46.05 55.26 (0.1 Ls)3.900 933.04 4.225 45.52 56.90 68.28 (PSXFR,Debond)4.500 948.94 4.270 51.74 64.68 77.61 6.900 1012.55 4.436 74.19 92.74 111.29 7.200 1020.49 4.456 76.73 95.91 115.09 (PSXFR)7.500 1028.441 4.475 79.20 99.00 118.80 (0.2Ls)7.800 1028.71 4.475 81.61 102.01 122.41 11.100 1031.19 4.475 104.09 130.11 156.14 11.300 1031.32 4.475 105.22 131.52 157.82 (0.31-s)11.700 1031.56 4.475 107.39 134.23 161.08 15.300 1033.18 4.475 122.03 152.54 183.04 15.400 1033.21 4.475 122.31 152.89 183.46 (0.4Ls)15.600 1033.27 4.475 122.85 153.56 184.28 (0.5Ls)19.500 1033.84 4.475 128.01 160.01 192.01 (0.6Ls)23.400 1033.27 4.475 122.85 153.56 184.28 23.600 1033.21 4.475 122.31 152.89 183.46 23.700 1033.18 4.475 122.03 152.54 183,04 (0.7Ls)27.300 1031.56 4.475 107.39 134.23 161.08 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 138 of 143 148 of 189 Location from Effective Eccentricity Moment Moment Moment Left Bunk Point Prestress (in) Impact Up No Impact Impact Down (ft) Force (kip-ft) (kip-ft) (kip-ft) (kip) 27.700 1031.321 4.475 105.22 131.52 157.82 27,900 1031.191 4.475 104.09 130.11 156.14 (0.8Ls)31.200 1028.71 4.475 81.61 102.01 122.41 (PSXFR)31.500 1028.441 4.475 79.20 99.00 118.80 31.800 1020.491 4.456 76.73 95.91 115.09 32.100 1012.55 4.436 74.19 92.74 111.29 (PSXFR,Debond)34.500 948.94 4.270 51.74 64.68 77.61 (0.9L5)35.100 933.04 4.225 45.52 56.90 68.28 35.900 911.84 4.162 36.84 46.05 55.26 36.300 901.25 4.129 32.34 40.42 48.51 (PSXFR,Debond)37.500 869.49 4.027 18.18 22.73 27.28 (Bar Develop.)38.459 590.92 4.027 6.17 7.72 9.26 38.995 435.36 4.027 -0.82 -1.02 -1.23 (Bunk Point,1.OL5)39.000 436.98 4.036 -0.88 -1.10 -1.32 40.000 145.47 4.036 -0.10 -0.12 -0.15 40.500 0.00 4.036 0.00 0.00 0.00 Hauling Stresses-Plumb Girder Location from Top Stress,ft Bottom Stress fb Left Bunk Point (ft) Prestress Impact No Impact Prestress Impact No Impact (KSI) Up Impact Down (KSI) Up Impact Down (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) -1.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -1.000 0.063 0.063 0.063 0.063 -0.400 -0.400 -0.401 -0.401 (Bunk Point,O.OLd 0.000 0.188 0.192 0.193 0.194 -1.201 -1.206 -1.207 -1.208 0.005 0.118 0.122 0.123 0.124 -1.285 -1.289 -1.290 -1.291 (Bar Develop.)0.541 0.160 0.130 0.122 0.115 -1.744 -1.715 -1.708 -1.700 (PSXFR,Debond)1.500 0.235 0.147 0.125 0.103 -2.567 -2.480 -2.458 -2.437 2.700 0.281 0.124 0.085 0.046 -2.697 -2.543 -2.504 -2.466 3.100 0.296 0.118 0.073 0.029 -2.740 -2.565 -2.521 -2.477 (0.1Ls)3.900 0.326 0.106 0.051 -0.004 -2.827 -2.610 -2.556 -2.502 (PSXFR,Debond)4.500 0.349 0.099 0.037 -0.026 -2.893 -2.646 -2.584 -2.523 6.900 0.441 0.082 -0.008 -0.097 -3.154 -2.800 -2.711 -2.623 7.200 0.452 0.081 -0.012 -0.104 -3.186 -2.820 -2.729 -2.638 (PSXFR)7.500 0.4631 0.081 -0.015 -0.111 -3.219 -2.841 -2.747 -2.652 (0.2L5)7.800 0.464 0.069 -0.030 -0.128 -3.220 -2.831 -2.733 -2.636 11.100 0.465 -0.039 -0.164 -0.290 -3.227 -2.731 -2.607 -2.483 11.300 0.465 -0.044 -0.171 -0.298 -3.228 -2.726 -2.601 -2.475 (0.3Ls)11.700 0.465 -0.054 -0.184 -0.314 -3.229 -2.717 -2.589 -2.461 15.300 0.466 -0.124 -0.272 -0.419 -3.234 -2.652 -2.506 -2.361 15.400 0.466 -0.126 -0.274 -0.421 -3.234 -2.651 -2.505 -2.359 (0.4Ls)15.600 0.466 -0.128 -0.277 -0.425 -3.234 -2.648 -2.502 -2.355 (0.5Ls)19.500 0.466 -0.153 -0.308 -0.462 -3.236 -2.625 -2.473 -2.320 (0.6L5)23.400 0.466 -0.128 -0.277 -0.425 -3.234 -2.648 -2.502 -2.355 23.600 0.466 -0.126 -0.274 -0.421 -3.234 -2.651 -2.505 -2.359 23.700 0.466 -0.124 -0.272 -0.419 -3.234 -2.652 -2.506 -2,361 (0.7Ls)27.300 0.465 -0.054 -0.184 -0.314 -3.229 -2.717 -2.589 -2.461 27.700 0.465 -0.044 -0.171 -0.298 -3.228 -2.726 -2.601 -2.475 27.900 0.465 -0.039 -0.164 -0.290 -3.227 -2.731 -2.607 -2.483 (0.8Ls)31.200 0.464 0.069 -0.030 -0.128 -3.220 -2.831 -2.733 -2.636 (PSXFR)31.500 0.463 0.081 -0.015 -0.111 -3.219 -2.841 -2.747 -2.652 31.800 0.452 0.081 -0.012 -0.104 -3.186 -2.820 -2.729 -2.638 32.100 0.441 0.082 -0.008 -0.097 -3.154 -2.800 -2.711 -2.623 (PSXFR,Debond)34.500 0.349 0.099 0.037 -0.026 -2.893 -2.646 -2.584 -2.523 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 139 of 143 149 of 189 Location from Top StreA(KSI) (KSI) Bottom Stress fb Left Bunk Point (¢t) Prestress ImpactPrestress Impact No Impact (KSI) Up(KSI) Impact Down (KSI) Up(KSI) Impact Down (KSI) (0.9Ls)35.100 0.326 0.106 -2.827 -2,610 -2.556 -2.502 35.900 0.296 0.118 0.073 0.029 -2.740 -2.565 -2.521 -2.477 36.300 0.281 0.124 0.085 0.046 -2,697 -2.543 -2.504 -2.466 (PSXFR,Debond)37.500 0.235 0.147 0.125 0.103 -2.567 -2.480 -2.458 -2.437 (Bar Develop.)38.459 0.1601 0.130 0.122 0.115 .1.744 -1.715 -1.708 -1.700 38.995 0.1181 0.122 0.123 0.124 -1.285 -1.289 -1.290 -1.291 (Bunk Point,1.OL5)39.000 0.188 0.192 0.193 0.194 -1.201 -1.206 -1.207 -1.208 40.000 0.063 �.0630..063 0.063 -0.400 -0.400 -0.401 -0.40140.500 0.000 0.000 0.000 0.000 0.000 1 0.000 Hauling Stresses-Tilted Girder Location from Mvert Mlat fru ftd fbu fnd Left Bunk Point (kip-ft) (kip-ft) (KSI) (KSI) (KSI) (KSI) (ft) 1.500 0.00 0.00 0.000 0.000 0.000 0.000 -1.000 -0.12 -0.01 0.063 0.063 -0.401 -0.401 (Bunk Point,0.0LS)0.000 -1.10 -0.07 0.193 0.193 -1.207 -1.207 0.005 -1.02 -0.07 0.123 0.123 -1.290 -1,290 (Bar Develop.)0.541 7.721 0.51 0.121 0.123 -1.709 -1.707 (PSXFR,Debond)1.500 22.731 1.51 0.122 0.128 -2.461 -2.455 2.700 40.421 2.69 0.080 0.091 -2.510 -2.499 3.100 46.05 3.07 0.067 0.079 -2.527 -2.515 (0.1 Ls)3.900 56.90 3.79 0.044 0.059 -2.564 -2.549 (PSXFR,Debond)4.500 64.681 4.31 0.028 0.045 -2.593 -2.576 6.900 92.741 6.18 -0.020 0.004 -2.724 -2.699 7.200 95.911 6.39 -0.0241 0.001 -2.741 -2.717 (PSXFR)7.500 99.00 6.60 -0.028 -0,002 -2.760 -2.734 (0.21-5)7.800 102.01 6.80 -0.043 -0.016 -2.747 -2.720 11.100 130.11 8.67 -0.181 -0.147 -2.624 -2.590 11.300 131.52 8.76 -0.188 -0.154 -2.618 -2.584 (0.3Ls)11.700 134.23 8.94 -0.201 -0.167 -2.606 -2.571 15.300 152.54 10.16 -0.292 -0.252 -2.526 -2.487 15.400 15Z891 10.19 -0.293 -0.254 -2.525 -2.485 (0.41-s)15.600 153.56 10.23 -0.297 -0.257 -2.522 -2.482 (0.5Ls)19.500 160.01 10.66 -0.328 -0.287 -2.494 -2.452 (0.6Ls)23.400 153.56 10.23 -0.297 -0.257 -2.522 -2.482 23.600 152.89 10.19 -0.293 -0.254 -2.525 -2.485 23.700 152.54 10.16 -0.292 -0.252 -2.526 -2.487 (0.7L5)27.300 134.23 8.94 -0.201 -0.167 -2.606 -2.571 27.700 131.52 8.76 -0.188 -0.154 -2.618 -2.584 27.900 130.11 8.67 -0.181 -0.147 -2.624 -2.590 (0.8L5)31.200 102.01 6.80 -0.043 -0.016 -2.747 -2.720 (PSXFR)31.500 99.00 6.60 -0.028 -0.002 -2.760 -2.734 31.800 95-911 6.39 -0.024 0.001 -2.741 -2.717 32.100 92.741 6.18 -0.020 0.004 -2.724 -2.699 (PSXFR,Debond)34.500 64.68 4.31 0.028 0.045 -2.593 -2.576 (0.9L5)35.100 56.90 3.79 0.044 0.059 -2.564 -2.549 35.900 46.05 3.07 0,067 0.079 -2.527 -2.515 36.300 40.42 2.69 0.080 0.091 -2.510 -2.499 (PSXFR,Debond)37,500 22.73 1.51 0.122 0.128 -2.461 -2.455 (Bar Develop.)38.459 7.72 0.51 0.121 0.123 -1.709 -1.707 38.995 -1.02 -0.07 0.123 0.123 -1.290 -1.290 (Bunk Point,1.OL5)39.000 -1.10 -0.07 0.193 0.193 -1.207 -1.207 40.000 -0.12 -0.01 0.063 0.063 -0.401 -0.401 Rridan- MC K'FRNAN HATCH_.. Job: 02R7 6/10/2016 Page 140 of 143 150 of 189 Location from Mvert Mlat ftu ftd fbu fbd Left Bunk Point (kip-ft) (kip-ft) (KSI) (KSI) (KSI) (KSI) (ft) 40.500 0.00 0.00 0.000 0.000 0.000 0.000 ft.=top fiber stress,uphill side ftd=top fiber stress,downhill side fbu=bottom fiber stress,uphill side fbd=bottom fiber stress,downhill side Rebar Requirements for Tensile Stress Limit[C5.9.4.1.2]-Hauling,Downward Impact Location from Tension Y f. A T 'A A Tensile Tension Left Bunk Point Face (in) Demand (in;) (kip) Provided Required Capacity Status (ft) (KSI) (in2) (In2) (KSI) (CID) -1.500 Neither - - -1.000 Top 15.547 0.063 112.826 3.57 0.000 0.178 0.232 (3.67) (Bunk Point,O.OLs)0.000 Top 15.508 0.194 114.631 11.12 0.000 0.556 0.232 (1.20) 0.005 Top 16.427 0.124 72.360 4.47 0.000 0.224 0.232 (1.88) (Bar Develop.)0.541 Top 16.860 0.115 52.451 3.02 0.000 0.151 0.232 (2.02) (PSXFR,Debond)1.500 Top 17.269 0.103 33.644 1.74 0.000 0.087 0.232 (2.25) 2.700 Top 17.669 0.046 15.229 0.35 0.000 0.018 0.232 (5.03) 3.100 Top 17.793 0.029 9.509 0.14 0.000 0.007 0.232 (8.07) (0.1L5)3.900 Neither - - (PSXFR,Debond)4.500 Neither 6.900 Neither 7.200 Neither (PSXFR)7.500 Neither (0.21-s)7.800 Neither 11.100 Neither 11.300 Neither (0.31-s)11.700 Neither 15.300 Neither 15.400 Neither (0.4L5)15.600 Neither (0.51-s)19.500 Neither (0.61-s)23.400 Neither 23.600 Neither A - 23.700 Neither 71 (0.71-s)27.300 Neither _ 27.700 Neither 27.900 Neither (0.81-s)31.200 Neither (PSXFR)31.500 Neither 31.800 Neither 32.100 Neither (PSXFR,Debond)34.500 Neither (0.91-s)35.100 Neither 35.900 Top 17.793 0.029 9.509 0.14 0.000 0.007 0.232 (8.07) 36.300 Top 17.669 0.046 15.229 0.35 0.000 0.018 0.232 (5.03) (PSXFR,Debond)37.500 Top 17.269 0.103 33.644 1.74 0.000 0.087 0.232 (2.25) (Bar Develop.)38.459 Top 16.860 0.115 52.451 3.02 0.000 0.151 0.232 (2.02) 38.995 Top 16.427 0.124 72.360 4.47 0.000 0.224 0.232 (1.88) (Bunk Point,1.0LS)39.000 Top 15.508 0.194 114.631 11.12 0.000 0.556 0.232 (1.20) 40.000 Top 15.547 0.063 112.826 3.57 0.000 0.178 0.232 (3.67) 40.500 Neither - - *Bars must be fully developed and lie within tension area of section before they are considered. Rebar Requirements for Tensile Stress Limit[C5.9.4.1.2]-Hauling,Without Impact Bridge: MCKERNAN HATCH.... Job: 0287 6/10/2016 Page 141 of 143 151 of 189 Location from Tension Yna fci At T As As Tensile Tension Left Bunk Point Face (in) Demand m2 (kip) Provided Required Capacity Status (ft) (KSI) ( ) (in) (in2) (KSI) (CID) -1.500 Neither - - - -1.000 Top 15.551 0.063 112.675 3.55 0.0001 0.178 0.232 (3.68) (Bunk Point,O.OLs)0.000 Top 15.518 0.193 114.181 11.02 0.000 0.551 0.232 (1.20) 0.005 Top 116.437 0.1231 71.881 4.41 0,0001 0.220 0.232 (1.89) (Bar Develop.)0.541 Top 16.796 0.122 55.403 3.39 0.0001 0.170 0.232 (1.90) (PSXFR,Debond)1.500 Top 17.128 0.125 40.119 2.51 0.000 0.126 0.232 (1.86) 2.700 Top 17.407 0.085 27.270 1.16 0.000 0.0581 0.232 (2.72) 3.100 Top 17.491 0.073 23.397 0.86 0.000 0.043 0.232 (3.17) (0.1 Ls)3.900 Top 17.646 0.051 16.295 0.42 0.000 0.021 0.232 (4.53) (PSXFR,Debond)4.500 Top j 17.749 0.037 11.547 0.21 0.000 0.011 0.232 (6.35) 6.900 Neither 7.200 Neither (PSXFR)7.500 Neither (0.21-s)7.800 Neither 11.100 Neither 11.300 Neither (0.31-s)11.700 Neither 15.300 Neither 15.400 Neither (0.41-s)15.600 Neither (0.51-s)19.500 Neither (0.61-s)23.400 Neither 23.600 Neither 23.700 Neither (0.71-s)27.300 Neither 27.700 Neither 27.900 Neither (0.81-s)31.200 Neither (PSXFR)31.500 Neither 31.800 Neither 32.100 Neither (PSXFR,Debond)34.500 Top 17.749 0.037 11.547 0.21 0.0001 0.011 0.232 (6.35) (0.91-s)35.100 Top 17.646 0.051 16.295 0.42 0.000 0.021 0.232 (4.53) 35.900 Top 17.491 0.073 23.397 0.86 0.0001 0.043 0.232 (3.17) 36.300 Top 17.407 0.0851 27.270 1.16 0.000 0.058 0.232 (2.72) (PSXFR,Debond)37.500 Top 17.128 0.125 40.119 2.51 0.000 0.126 0.232 (1.86) (Bar Develop.)38.459 Top 16.796 0.122 55.403 3.39 0.000 0.170 0.232 (1.90) 38.995 Top 16.437 0.123 71.881 4.41 0.000 0.220 0.232 (1.89) (Bunk Point,1.0Ls)39.000 Top 15.518 0.193 114.181 11.02 0.000 0.551 0.232 (1.20) 40.000 Top 15.551 0.063 112.675 3.55 0.000 0.178 0.232 (3.68) 40.500 Neither - - Bars must be fully developed and lie within tension area of section before they are considered. Rebar Requirements for Tensile Stress Limit[C5.9.4.1.2]-Hauling,Upward Impact Location from Tension Yna fei At T •As AS Tensile Tension Left Bunk Point Face (in) Demand m2 (kip) Provided Required Capacity Status (ft) (KSI) ( ) (in2) (in 2) (KSI) (CID) -1.500 Neither - - - - - -1.000 Top 15.554 0.063 112.523 3.54 0.000 0.177 0.232 (3.69) (Bunk Point,O.OLs)0.000 Top 15.528 0.192 113.731 10.92 0.000 0.546 0.232 (1.21) 0.005 Top 16.448 0.122 71.402 4.34 0.000 0.217 0.232 (1.91) (Bar Develop.)0.541 Top 16.732 0.130 58.307 3.79 0.000 0.189 0.232 (1.79) (PSXFR,Debond)1.500 Top 16.992 0.147 46.380 3.41 ' 0.000 0.171 0.232 (1.58) 2.700 Top 17.161 0.124 38.610 2.40 0.000 0.120 0.232 (1.87) Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 142 of 143 152 of 189 Location from Tension Yna f. At T "A A Tensile Tension Left Bunk Point Face (in) Demand in2 (kip) Provided Required Capacity Status (ft) (KSI) ( ) (in) (In2) (KSI) (CID) 3.100 Top 17.209 0.118 36.369 2.14 0.000 0.107 0.232 (1.97) (0.1L5)3.900 Top 17.295 0.106 32.407 1.72 0.000 0.086 0.232 (2.18) (PSXFR,Debond)4.500 Top 17.350 0.099 29.888 1.48 1 0.000 0.074 0.232 (2.34) 6.900 Top 17.488 0.082 23.542 0.96 0.000 0.048 0.232 (2.83) 7,200 Top 17.497 0.081 23.149 0.94 0.000 0.047 0.232 (2.86) (PSXFR)7.500 Top 17.503 0.081 22.841 0.92 0.000 0.046 0.232 (2.88) (0.21-s)7.800 Top 17.571 0.069 19.723 0.68 0.000 0.034 0.232 (3.36) 11.100 Neither - 11.300 Neither (0.31-s)11.700 Neither 15.300 Neither 15.400 Neither (0.41-s)15.600 Neither (0.51-s)19.500 Neither (0.61-s)23.400 Neither 23.600 Neither 23.700 Neither (0.71-s)27.300 Neither 27.700 Neither 27.900 Neither (0.81-s)31.200 Top 17.571 0.069 19.723 0.68 0.000 0.034 0.232 (3.36) (PSXFR)31.500 Top 17.503 0.081 22.841 0.92 0.000 0.046 0.232 (2.88) 31.800 Top 17.497 0.081 23.149 0.94 0.000 0.047 0.232 (2.86) 32.100 Top 17.488 0.082 23.542 0.96 0.000 0.048 0.232 (2.83) (PSXFR,Debond)34.500 Top 17.350 0.099 29.888 1.481 0.000 0.074 0.232 (2.34) (0.91-s)35.100 Top 17.295 0.106 32.407 1.72 0.000 0.086 0.232 (2.18) 35.900 Top 17.209 0.118 36.369 2.14 0.000 0.107 0.232 (1.97) 36.300 Top 17.161 0.124 38.610 2.40 0.000 0.120 0.232 (1.87) (PSXFR,Debond)37.500 Top 16.992 0.147 46.380 3.41 0.000 0.171 0.232 (1.58) (Bar Develop.)38.459 Top 16.732 0.130 58.307 3.79 0.000 0.189 0.232 (1.79) 38.995 Top 16.448 0.122 71.402 4.34 0.000 0.217 0.232 (1.91) (Bunk Point,1.OLs)39.000 Top 15.528 0.192 113.731 10.92 0.000 0.546 0.232 (1.21) 40.000 Top 15.554 0.063 112.523 3.54 0.000 0.177 0.232 (3.69) 40.500 Neither - - - Bars must be fully developed and lie within tension area of section before they are considered. Factor of Safety Against Cracking Location from ft Governing Meat Mvert tmax Fscr Left Bunk Point (KSI) Flange (kip-ft) (kip-ft) (rad) (ft) -1.500 0.000 Top 328.69 0.00 1.571 12.698 -1.000 0.063 Top 293.41 -0.12 1.571 12.698 (Bunk Point,O.OLs)0.000 0.193 Top 220.77 -1.10 1.571 12.698 0.005 0.123 Top 238.52 -1.02 1.571 12.698 (Bar Develop.)0.541 0.122 Top 238.62 7.72 1.571 12.698 (PSXFR,Debond)1.500 0.125 Top 237.22 22.73 1.571 12.698 2.700 0.085 Top 257.67 40.42 1.571 12.698 3.100 0.073 Top 263.82 46.05 1.571 12.698 (0.1 Ls)3.900 0.051 Top 275.091 56.90 1.571 12.698 (PSXFR,Debond)4.500 0.037 Top 282.66 64.68 1.571 12.698 6.900 -0.008 Top 305.37 92.74 1.571 12.698 7.200 -0.012 Top 307.35 95.91 1.571 12.698 (PSXFR)7.500 -0.015 Top 309.15 99.00 1.571 12.698 (0.2L5)7.800 -0.030 Top 316.56 102.01 1.571 12.698 Bridge: MCKERNAN HATCH... Job: 0287 6/10/2016 Page 143 of 143 153 of 189 Location from ft Governing Miat Mvert tmax FScr Left Bunk Point (KSI) Flange (kip-ft) (kip-ft) (red) (ft) 11.100 -0.164 Top 385.64 130.11 1.571 12.698 11.300 -0.171 Top 389.10 131.52 1.571 12.698 (0.3Ls)11.700 -0.184 Top 395.76 134.23 1.571 12.698 15.300 -0.272 Top 440.76 152.54 1.571 12.698 15.400 -0.274 Top 441.62 152.89 1.571 12.698 (0.4Ls)15.600 -0.277 Top 443.29 153.56 1.571 12.698 (0.5Ls)19.500 -0.308 Top 459.13 160.01 1.571 12.698 (0.61-s)23.400 -0.277 Top 443.29 153.56 1.571 12.698 23.600 -0.274 Top 441.62 152.89 1.571 12.698 23.700 -0,272 Top 440.76 152.54 1.571 12.698 (0.71-s)27.300 -0.184 Top 395.76 134.23 1.571 12.698 27.700 -0.1711 Top 389.10 131.52 1.571 12.698 27.900 -0.164 Top 385.64 130.11 1.571 12.698 (0.8Ls)31.200 -0.030 Top 316.56 102.01 1.571 12.698 (PSXFR)31.500 -0.015 Top 309.15 99.00 1.571 12.698 31.800 -0.012 Top 307.35 95.91 1.571 12.698 32.100 -0.008 Top 305.37 92.74 1.571 12.698 (PSXFR,Debond)34.500 0.037 Top 282.66 64.68 1.571 12.698 (0.91-s)35.100 0.051 Top 275.09 56.90 1.571 12.698 35.900 0.073j Top 263.82 46.05 1.571 12,698 36.300 0.0861 Top 257.67 40.42 1.571 12.698 (PSXFR,Debond)37.500 0.125 Top 237.22 22.73 1.571 12.698 (Bar Develop.)38.459 0.1221 Top 238.62 7.72 1.571 12.698 38.995 0.1231 Top 238.52 -1.02 1.571 12.698 (Bunk Point,1.OLs)39.000 0.193 Top 220.77 -1.10 1.571 12.698 40.000 0.063 Top 293.41 -0.12 1.571 12.698 40.500 0.0001 Top 328.69 0.00 1.571 12.698 ft=governing tension stress am= b A- emax-M.,.,r 2 r(emax-a) FS�=;F.0.+er+yemax Factor of Safety Against Rollover r Zmax-4 emax= r +a =0.104 red =o=zo(1+2•5emax =0.043 in r(e,;,,ax-a) FSr={o$max Qi+Yeanaxi=4.704 Bridle: MCKERNAN HATCH... Job: 0287 6/10/2016 SHEARER DESIGN LLC MEMO SHEET 154of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS TRAFFIC BARRIER POST AND TRAFFIC BARRIER CONNECTION TO GIRDER 6/10/2016 1:47 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\30-TRAFFIC BARRIER.docX 155 of 159 SHEARER DESHGN LLG no SHEET OF Bridge ®esign,Construction Engineering,Infrastructure Aesthetics JOB NO. 7" DATE i P Z,0L6 -- PROJECT /�e ,� tJ1 ) COMPUTED EY SUBJECT CHECKED EY D&. ® ` #V� �V � /�o Nil hl 1 Z 6A-c,, AA A-57?-&P-50, Z,l.3X��S°r t L e y.9373' 5;1� Z,$) =0 A.,� ,y�=io IA Xso�S,' 44e1Jrof4 LA& I L� Y 6/' 7 /61 -13 -3�0- 7A pc�K pdj7- V�Tjc9L 4GG/.S/®fj G4A-& 7a/5501- — 23 pin ,�®s ✓ SHEARER DESIGN L L.C SHEET OF 56 Of 189 Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO. 2�7 DATE I PROJECT COMPUTED BY SUBJECT CHECKED BY �I�3 _:). = =>EEA=-// dZ t (-V-S� t� .5 DESIGNSHEET 157 of 189 SHEARER JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: ANCHOR DESIGN INPUT ACI 318-11 Anchorinput Installation Type Cast-in Cast-in Type Headed Headed D.5.3 Post-installed Condition N/A, Cast-in D.4.3(c) Not applicable,anchor is cast-in Anchor Type Cast-in Fig. RD.1.1 Anchor Material ASTM A449 Supplemental Reinf.? No D.5.2.9 Condition B da 3/4" = 0.75 in Anchor diameter hef 16 in Anchor embedment depth le 6 in OK,<=8 da Anchor load bearing depth D.6.2.2 ha 47 in Concrete section depth fya 92 ksi Yield strength of anchor f t 120 ksi Ultimate tensile strength of anchor nthread 10 Number of threads per inch A5e 0.33446 in` Cross-sect. area of single anchor RD.5.1.2 and _(7c/4)(da-0.9743/n1hread)' RD.6.1.2 Direction 1 lVertical Direction 2 Longitudinal bridge direction Anchor Spacing nrowt 1 Number of anchors in direction 1 nrow2 2 Number of anchors in direction 2 s1 0 in Anchor spacing in direction 1 s2 3.5 Anchor spacing in direction 2 n 2 =nrows* nrow2 Number of anchors in group Es, 0 in =(nrowt-1) * sl Sum of the anchor sp. in direction 1 Est 3.5 in =(nrow2-1) * s2 Sum of the anchor sp. in direction 2 Edge Distances (enter 1.5 hef for edge distance>= 1.5 hef) Fig. RD.5.2.1 1.5 he{= 24 in clL 3 in Left edge in direction 1 c1R 13.75 in Right edge in direction 1 c2L 24 in Left edge in direction 2 c2R 24 in Right edge in direction 2 Note: cal = Distance from the center of an anchor to the edge of conrete in one direction.If shear is applied to anchor cal is taken in the direction of the applied shear.If tension is applied to the anchor ql is the minimum edge distance. cat = Distance from center of anchor to edge of concrete perpendicular to C�t Anchor Design Input 6/10/2016, 1:48 PM 1 of 2 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 158of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete f'c 7,000 psi Concret compressive strength Cracked? Uncracked Cracked or uncracked section Type Normalweight Normal or Lightweight concrete X 1.00 Reduct.factor for lightweight conc. 8.6.1 Xal 1.00 = 1.0 X cast-in and undercut anchors D3.6 ?1a2 0.80 =0_8 X expansion and adhesive anchors D3.6 Xa3 0.60 =0.6 X adhesive anchors per Equ. D-22 D3.6 Xa 1.00 Choose controling reduct.fact.for lightweight conc. Loading N 1 25.9 kip Tension load to single anchor N„g 51.8 kip Tension load to anchor group V., 1.7475 kip Shear load to single anchor V„gl 0.72 kip Shear load to anchor group in dir. 1 V g2 2.775 kip Shear load to anchor group in dir. 2 e`N_1 0 in Eccentricity of tension in direction 1 e'N_2 0 in Eccentricity of tension in direction 2 nN 2 Number of anchors in tension eIv_1 0 in Eccentricity of shear in direction 1 Fig. RD6.2.5 e'v_2 0 in Eccentricity of shear in direction 2 nv 2 Number of anchors in shear Anchor Design Input 6/10/2016, 1:48 PM 2 of 2 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 159 of 189 JOB N0, 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Strength Reduction Factors ACI 318-11 Anchor governed by: Tension Shear Condition"2 A I B_ A I B Strength of Ductile Steel Element 0.75 0.65 D.4.3(a) Strength of Brittle Steel Element 0.65 1 0.60 D.4.3(b) Concrete breakout,side-face blowout, pullout, or pryout D.4.3(c) Cast-in anchors: Headed studs& bolts,or hooked bolts 0.75 1 0.70 1 0.75 0.70 Post-installed anchor category3: 1 0.75 0.65 0.75 0.70 2 0.65 0.55 0.75 0.70 3 0.55 0.45 0.75 0.70 Notes: 1 Condition A applies where supplementary reinforcement is present except for pullout and pryout strengths 2 Condition B applies where supplementary reinforcement is not present,and for pullout or pryout strength strengths. 3 Post-installed anchor categories: 1 Low sensitivity to installation and high reliability 2 Medium sensitivity to installation and medium reliability 3 High sensitivity to installation and lower reliability Categories as determined from ACI 355.2 or ACI 355.4. Strength Reduction Factors 6/10/2016, 1:48 PM 1 of 1 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 160of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference Minimum Edge Distance,Spacing and Thickness Requirements ACI 318-11 D.8 da 0.75 in Anchor diameter ha 47 in Concrete section depth hef 16 in Anchor embedment depth Minimum Spacing: D.8.1 Cast-in Anchors, not torqued 3.000 in =4 da Cast-in Anchors, torqued 4.500 in =6 da Minimum Edge Distance: Cast-in Anchors, not torqued Concrete Cover Requirements 7.7 Cast-in Anchors, torqued 4.500 in =6 da D.8.2 Minimum Critical Adhesive Anchors 4.500 in =6 da 32.000 in =2 h,f D.8.3, D.8.6 Undercut Anchors 4.500 in =6 da 40.000 in =2.5 h,f D.8.3, D.8.6 Torque-controlled Anchors 6.000 in =8 da 64.000 in =4 h,f D.8.3, D.8.6 Displacement-controlled Anchors 7.500 in =10 da 64.000 in =4 h,f D.8.3, D.8.6 Effective embedment: D.8.5 Expansion Anchors 43:000 in =max(2ha/3, ha.-4 in) Undercut Anchors 43.000 in =max(2ha/3, ha-4 in) Geometry Check 6/10/2016, 1:49 PM 1 of 1 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\Barrier\0287 Anchor Resistance SHEET 161 of 189 SHEARER DESIGN LLO - JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: STEEL ANCHOR STRENGTH ACI 318-11 Anchor Properties: n 2 Number of anchors in group fya 92 ksi Yield strength of anchor futa 120 ksi Ultimate tensile strength of anchor A5e 0.33446 in Cross-sectional area of single anchor Loading: Nul 25.9W kip Tension load to single anchor Nug 51.800 kip Tension load to anchor group Vul 1.748 kip Shear load to single anchor Vug 0.720 kip Shear load to anchor group Strength Reduction Factors: �N 1 0.751 Strength reduction factor for tension D.4.3 �V 1 0.651 Strength reduction factor for shear D.4.3 Governing anchor ultimate tensile strength: D.5.1.2 and futa-limit-1 125 ksi Max. allowed ultimate tensile strength of anchor D.6.1.2 futa-limit-2 174.8 ksi Limiting ult.tensile str. based on yield strength =1.9*fya futa limit 125 ksi Limiting ult.tensile str. of anchor =min(futa limit L futa limit 2) futa 120 ksi Governing anchor tensile strength =min(futay futa limit Anchor Steel Strength 6/10/2016, 1:49 PM 1 of 2 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 162of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Tension: D,5.1 Nsa_1 40.135 kip Nominal strength of a single anchor Equ. D-2 =Ase futa Nra_1 F30.1011 kip Factored strength of a single anchor _�Nsa_1 Nra_1/Nu1 1.162 • Nsa_g 80.2704 kip Nominal strength of all anchors Equ. D-2 = n Ase futa Nra g 60.203 kip Factored strength of a single anchor Nra_g Nra_g/Nug 1.162 Shear: D.6.1 msleeve 0.6 Shear strength modification for sleeves not extending D.6.1.2(b) through the shear plane Vsa_1 24.081 kip Nominal strength of a single anchor Equ. D-29 msleeve Ase futa Vra_1 F15.653 kip Factored strength of a single anchor =`YVsal Vra_1/Vu1 8.957 Vsa_g 48.162 kip Nominal strength of all anchors Equ. D-29 =n msleeve Ase futa Vra—g 3 T-30-51 kip Factored strength of a single anchor _ Nra_g Vra_g/Vug 43.480 • Interaction of Tension and Shear Forces: D.7 Vint-limit 0.2 Full tension strength permitted D.7.1 Nint_limit 0.2 Full shear strength permitted D.7.2 N-Vlimit 1.2 Tension/Shear interaction limit D.7.3 Single Anchor: Vu1/Vra_1= 0.112 • Nu1/Nra_1 0.860 • Nua_1/Nra_1+Vua_1/Vra_1= 0.972 N/A Equ. D-42 Anchor Group: Vug/Vra-g= 0.023 • Nug/Nra-g 0.860 • Nra_g/Nra_1g+Vua-/Vra-g= 0.883 N/A Equ. D-42 Anchor Steel Strength 6/10/2016, 1:49 PM 2 of 2 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEET 163 of 189 SHEARER DESIGN LLC JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: CONCRETE BREAKOUT,PULLOUT,SIDE-FACE BLOWOUT AND BOND STRENGTH ACI 318-11 Input: f• 7,000 psi D.5.2 hef 16 in Anchor embedment depth ha 47 in Concrete section depth nN 2 Number of anchors in tension D.5.2.1 nv 2 Number of anchors in shear D.6.2.1 s, 0 in Anchor spacing s2 3.5 in Est 0 in Sum of the anchor spaces in direction 1 Es2 3.5 in Sum of the anchor spaces in direction 2 Edge Distances (enter 1.5 hef foredge distance>=1.5 h j Fig. RD.5.2.1 Condition: 0=c >= 1.5 hef 1=c < 1.5 hef ClL 3 in 1 Left edge in direction 1 CiR 13.75 in 1 Right edge in direction 1 C2L 24 in 0 Left edge in direction 2 C2R 24 in 0 Right edge in direction 2 Cmax 24 in Cmin 3 in E= 2 Sum of condition to check for reduced embedment D.5.2.3 Ca2 24 in ca, 3 in Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 1 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 164of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete Breakout Strength in Tension: D.5.2 Effective embedment depth: D.5.2.3 Number of edges with c< 1.5 hef= 2 ca max 24 in Smax 3.5 in Ca-max 1.5 16 in smax/3 1.16667 in h of 16 in Effective embedment depth Areas: AN. 2,304.0 in Projected area of the failure surface of a single anchor remote Fig. RD.5.2.1 from edges =9 hef' Equ. D-5 AN calc 981.0 in Projected area of the failure surface for the anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward 1.5 hef from the centerlines of the anchor, or in the case of a group of anchors,from a line through a row of of adjacent anchors. =(c1L+ESl+ClR)(c2L+ES2+C2R) = 862.625 in' Fig. RD.5.2.1 Where an additional plate or washer is added at the head of the anchor: D5.2.8 Include? Yes x 54.5 in y 18 in A =x y = 981 in' AN max 4,608.0 in Maximum allowed failure surface area =n AN, AN 981.0 in' Projected area ofthe failure surface = min(AN calc/AN max) Modification Factors: Eccentricity: D.5.2.4 e'N_l 0 in Yec 1 calc 1 Mod.factor for eccentric loading,direction 1 =1/(1+2 e'N_1/(3 hef))<= 1 Equ. D-8 e'N_2 in Yec_2_calc 1 Mod.factor for eccentric loading,direction 2 = 1/(1+2 e'N 2/(3 hef))<= 1 Equ. D-8 Yec 1.000 Total mod. Factor for eccentricity Yec 1 calc Yec 2 calc Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 2 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEET 165 of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Edge Distance: D.5.2.5 Cmin: Top 3 in Bottom 15 in Left 24 in Right 24 in 1.5 hef 24 in Yed Modification factor for edge effects = 1 for Cmin>=1.5 hef Equ. D-9 =0.7+0.3 Cmin/(1.5 he{)for Cmin< 1.5 hef Equ. D-10 Top 0.7375 Bottom 0.8875 Left 1.0000 Right 1.0000 Yed 0.6545 Concrete Cracking: D.5.2.6 Cracked? Uncracked Installation Type Cast-in Ye 1.250 = 1.25 for cast-in anchors in uncracked sections(ft<fr) = 1.40 for post-installed anchors in uncracked sections (ft<fr) = 1.00 for cracked sections Post-Installed Anchors in uncracked concrete without supplementary reinforcement: D.5.2.7 Anchor Type Cast-in cac 64 in Critical edge distance for post installed anchors D.8.6 =2.0 hef for Adhesive anchors =2.5 hef for Undercut anchors =4.0 hef otherwise Cmin 3 in Minimum edge distance Ypost_inst 0.04688 Mod.factor for post-installed anchors for Cmin<Cac Equ. D-12 =Camin/Cac Wpost_inst_min 0,375 Min. mod. Factor for post-installed anchors where ca<cac = 1.5 hef/Cac D.5.2.7 >Irep 1.00 Mod. Factor for post-installed anchors =1.0 for Camin>=Cac Equ. D-11 =Camin/Cac>= 1.5 hef/Cac for Camin<Cac Equ. D-12 =1.0 for cast-in anchors Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 3 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 166of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Basic concrete breakout strength D.5.2.2 Installation Type Cast-in Cast-in Type Headed kc 24 Coefficient for anchor installation type =24 for cast-in anchors = 17 for post-installed anchors ka 1.00 Reduction factor for lightweight concrete 8.6, D3.6 Nb 128.51 kip Single anchor in cracked concrete Equ. D-6 = kc Xa sgrt(f'c) hef1.5 For cast-in headed studs and headed bolts with 11"<= hef<=25", Nb not to exceed: Applies? Yes kc 16 Equ. D-7 Xa 1.00 Reduction factor for lightweight concrete 8.6, D3.6 Nb 136.00 kip Single anchor in cracked concrete Equ. D-7 = kc 2,a SCIrt(f'c) hef 5/3 Controlling Nb Nb 128.51 kip Single anchor in cracked concrete .Nominal breakout strength Summary: D.5.2.1 Ncbl 44.768 kip For a single anchor Yec 1.000 AN Wed yc ycp Nb/ANO Yed 0.655 Equ. D-3 Ncbg 44.768 kip For a group of anchors Yc 1.250 =AN Yec Yed yc ycp Nb/ANO 11/cp 1.00 Equ. D-4 n 2 Number of anchors AN 981.0 in' AN. 2,304.0 in' Ncb 44.768 kip Nb 128.51 kip Factored breakout strength Post-installed'Condition N/A, Cast-in Supplemental Reinf.? No Condition B ( 2 ) 0.70 D.4.3(c) Ncb r 31.338 kip N❑ 51.800 kip Ncb_r/Nu 0.605 Add anchor reinforcement per D.5.2.9.See separate calculation. Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 4 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Caics\Barrier\0287 Anchor Resistance SHEET 167 of 189 SHEARER DESIGN LLC JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete Pullout Strength in Tension: D.5.3 Applies to cast-in headed,J-or L-bolts: Cast-in Type I Headed 7,000 psi Concrete strength Basic Pullout Strength: Headed Applies D.5.3.4 Abrg 15 in' NP 840 kip =8 Abrg f'c Equ. D-14 Hooked N/A D.5.3.5 eh �in Distance from the inner surface of the shaft of a J-r L-bolt to the outer tip of the bolt da 0.75 in Anchor diameter NP - kip =0.9 f',eh da Equ. D-15 Controling Basic Pullout Strength NP 840 kip Modification Factor: D.5.3.6 Cracked? umra,ck WC 1.400 = 1.4 for anchors in uncracked sections =1.0 for anchors in cracked sections Nominal Pullout Strength: D.5.3.1 NPR 1176 kip =yc NP Equ. D-13 Factored Pullout Strength: 0.7 D.4.3(c) Npr 823.2 kip N„ 51.8t)0 kip Ncb_r/Nu 15.892 Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 5 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 168of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete Side-Face Blowout of Headed Anchor in Tension: D.5.4 Applies to headed anchors only Cast-in Type F Headed hef 16 in Cal 3 in Cat 24 in 2.5 cal 7.5 in 3.0 cal 9 in 6.0 Cal 18,in Cat/Cal 8 NG,cat/cal>3 s 0 in Distance between the outer anchors along the edge Abrg 15 in' ka 1.00 Reduction factor for lightweight concrete 8.6, D3.6 f'c 7,000 psi Concrete strength Nominal Side-Face Blowout Resistance: Single Anchor D.5.4.1 Nsbl 155.54 kip Single headed anchor with deep (hef>2.5 cal)embed. _(160 Cal Sgrt(Abrg))ka sgrt(f'c) Equ. D-16 For h of >2.5 c a1 Applies? Yes Multiplier for c oz <3 c o1, where 1 <=c a2Aa1 <=3 Applies? No mult 2.25 =(1+Ca2/cal)/4 Nsb2 349.96 kip Nsb 155.54 kip Single anchor side-face blowout nominal resistance Anchor Group Applies? Yes D.5.4.2 Forhef >2.5cal ands<6cal Nsbg 155.54 kip in 2 Nsbn 155.54 kip Factored Side-Face Blowout Resistance: 0.70 D.4.3(c) Nsbr 108.876 kip Nu 51.800 kip Ncb_r/Nu 2.102 Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 6 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance DESIGNSHEARER LLC SHEET 169 of 169 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete Breakout Strength in Shear: D.6.2 Effective edge distance for calcuation of A,, D.6.2.4 ha 47 In Ca2 24 in 1.5cal 4.5 in Does condition apply? No ca2/1.5 16 in --- ha/1.5 31.3333 in --- Smax/3 1.16667 in --- cal 3 in Effective edge distance,cal Av. 40.5 in' Projected area of the failure surface of a single anchor remote Fig. RD.6.2.1 from edges =4.5 Cal.2 Equ. D-32 3cal 9 in sl 3.5 in ha< 1.5 cal AV=2(1.5 ca1)ha --- 423 in' ca2< 1.5 cal AV= 1.5 cal(1.5ca1+ca2) --- 128.25 in ha< 1.5 cal and sl<3ca1 AV= [2(1.5ca1)+s1]ha --- 587.5 in Av 128.25 in zProjected area of the failure surface Fig. RD.6.2.1(b) Modification Factors: Eccentricity: D.6.2.5 e'v—I in Yet i talc 1 Mod.factor for eccentric loading,direction 1 = 1/(1+2 e'N_,/(3 hef))<=1 Equ. D-36 e`V 2 in Yet z talc 1 Mod.factor for eccentric loading, direction 2 -- = 1/(1+2 e'N 2/(3 hef))<= 1 Equ. D-36 Wec 1.000 Total mod. Factor for eccentricity —Yet 1 talc Yet 2 talc Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 7 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 170of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Edge Distance: D.6.2.6 1.5 Cal Top 4.5 in Bottom 22.5 in Max. 22.5 in Cat Left 24 Right 24 Wed Modification factor for edge effects =1 for Cat>= 1.5 Cal Equ. D-37 =0.7+0.3 Cat/(1.5 Cal)for Cat< 1.5 Cal Equ. D-38 Left 1.000 Right 1.000 Wed 1.000 Concrete Cracking: D.6.2.7 Cracked? Uncracked Supplemental Reinf.? No Wc 1.400 = 1.4 for anchors in uncracked sections = 1.2 for anchors in cracked sections with supp. reinf. of#4 or greater =1.0 for anchors in cracked sections and no supp. reinf. or supp. reinf.of smaller than#4 Section depth: D.5.2.7 ha 47.000 in Concrete section depth 1.5 Cal 4.500 in Critical edge distance for post installed anchors D.8.6 =2.0 hef for Adhesive anchors =2.5 hef for Undercut anchors =4.0 hef otherwise Wh 1.000 Mod. Factor for section depth =1.0 for ha>= 1.5 Cal =sgrt(1.5 Cal/ha)for ha< 1.5 Cal Equ. D-39 Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 8 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEET 171 of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Basic concrete breakout strength D.6.2.2, D.6.2.3 le EA in Anchor load bearing depth da in Anchor diameter Cal 3 in f`c 7,000 psi ?a 1.00 Reduction factor for lightweight concrete 8.6, D3.6 Single anchor in cracked concrete Vbl 3.995 kip =(7(le/da)o.2 sgrt(da))Xa sgrt(f'c)Cads Equ. D-33 Vb2 3.913 kip =9 Xa sgrt(f'c) Cal1'S Equ. D-34 Vb3 4.565 kip =(8(le/da)02 sgrt(da))Xa sgrt(f'c)calls Equ. D-35 Vb3 Applies? No D.6.2.3 Vb 3.91267 kip =min(Vbl,Vb2) if Vb3 does not apply = min(Vb2,Vb3) if Vb3 applies Nominal breakout strength D.6.2.1 Vcbl 17.346 kip For a single anchor =Av Yed We Wh Vb/Avo Equ. D-3 Vcbg 17.346 kip For a group of anchors =Av Wec Yed Yc Yh Vb/Avo Equ. D-4 n 2 Number of anchors Vcb 17.346 kip Post-installed Condition N/A Cast-in Supplemental Reinf.? No Condition B ( 2 ) Factored breakout strength D.7Q D.4.3(c) Vcb_r 12.142 kip VU 1.74$ kip Vcb_r/Vu 6.948 Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 9 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLG SHEET 172of189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Concrete Pryout Strength in Shear: D.6.3 hef 16 in kcp 2.0 = 1.0 for hef< 2.5 in =2.0 for hef>=2.5in Anchor Type Cast-in Single Anchor: For cast-in, expansion and undercut anchors, Ncp= Ncb from Equ. D-3 For adhesive anchors, Ncp= min(Na from Equ. D-18, Ncb from Equ. D-3) Ncb 44.768 kip (see calculation above) Equ. D-3 Na kip (see calculation above) Equ. D-18 N,p 44.768 kip Vcp 89.536 kip =kcp Ncp Anchor Group: For cast-in;expansion and undercut anchors, Ncp= Ncb from Equ. D-4 For adhesive anchors, Ncp= min(Na from Equ. D-18, Ncb from Equ. D-3) Ncbg 44.768 kip (see calculation above) Equ. D-4 Na kip (see calculation above) Equ. D-19 Ncpg 44.768 kip Vcpg 89.536 kip = kcp Ncpg Nominal Resistance: n 2 Number of anchors Vcpn 89.536 kip Factored Resistance: 0.70 Vcp r 62.675 kip Vu 1.748 kip Vcb_r/Vu 35.866 Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 10 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\Barrier\0287 Anchor Resistance SHEARER DESIGN LLC SHEET 173 of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/7/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Traffic Barrier Connection CHECKED BY DRS Reference: Interaction of Tensile and Shear Forces: D.7 Concrete Breakout: Nu 51.8 kip V 2.775 kip Nr 31.338 kip Vr 12.142 kip N /Nr 1.653 See interaction equation D.7.2 V,/Vr 0.229 See interaction equation D.7.1 Interaction D.7.3 N„/Nr+V /V,<=1.2 =_> 1.882 > 1.2 Equ. D-42 (N /Nr)5/3+(V./Vr)5/3<= 1.0 =_> 2.396 > 1.0 RD.7 Add anchor reinforcement per D.5.2.9.See separate calculation. Conc Breakout-Pryout Strength 6/10/2016, 1:50 PM 11 of 11 \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatch ery\Design\Calcs\Barrier\0287 Anchor Resistance S H E A R�E R DESIGN L L C M E SHEET F74 Of 189 Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO. z 7 -- DATE PROJECT O`er-aLr;Ly 47Z;Val�- COMPUTED BY � SUBJECT 74fAF c- &VJLir;P_ rOPP60)7-42 CHECKED BY pRS 4valm& 9) 0,-75x 3GCk3 A - Z-7b s;, - �Y`D >o Xla a 52 F ; "�4 i3A2 0 %0, 2 L $ s 3 Zx0.2k ' x60tom:, = 7Z4- 3? �kA,r = 0,22g ��,7< ') �cG eo�iuuj G�9Ge . CSP�tM.fJfi�T, Mu/r 5z/Z- 0,7ZZ (h ,7,�� /tl r v✓- 3 yj 0�7zZ)� f f ,ZzS ' D.��7 < !•c� ol< v SHEARER DESIGN LLC ® ® SHEET ®F 75 ®� 1�9 Bridge beesign,Construction Engineering,Infrastructure Aesthetics JOB NO, ZA7 DATE 6 F Z431ka PROJECT /NL� ► ► !(P9 li�°� �yiL®�G� COMPUTED BY 0-1 SUBJECT Th�.��� '�/ 1ted� ag��tzA�1 CHECKED BY Dp-� o, -'Jo2.mAt- err. cc'4c— L = 7�UCH >�s� G t2di�, DfiS�c.0 sf`4%ivG?X Yel �yo,o c�zs x 4.3 x/,o y " Z SHEARER DESIGN LLC H SHEET 176of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS GIRDER CONNECTION TO ABUTMENT 6/10/2016 1:52 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\40-GIRDER CONNECTION.dOCX DESIGNSHEARER L ® ® SHEET J 77 Of 189 Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO. ZLZ— DATE PROJECT—Z� k a®LL COMPUTED BY SUBJECT_i�22 LOL� 62,6&Z. 7y &&=s CHECKED BY 19- o = tX l® 7® flea 9• Z®y sE,7- A-T- FO F UA 7-&-0 A-- 07'7 = PO cF k" ®-oo o v® t� �- OF Z Sivt.�ylL m �/� L gIyit 0041 Z D, 1 W7 l� SHEARER DESIGN LLC 178 ®f189 SHEET OF Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO, /�87 DATE PROJECT ZGIL24JAP ���® COMPUTED BY ' SUBJECT C- Ab6L Co121L CHECKED BY bt�s T)ww tees/ el-1�0 wit®ram LJ��e.�t�-' T,eA Ac2)&'t Pax y 2�/'vv� 2 '� 0. i,S Tt7� �1•�'/ ®.( ®e !i ® � J 7� ��°l�.d�7/� f/ r .d e���-/i✓`�S f:5-C� L = . �- ter, s 17D 7 �t�C4I G� tX� Ce��K G�Mi� 79 of 189 SHEARER DESIGN LLC SHEET_OF1 Bridge Design, Construction Engineering,Infrastructure Aesthetics JOB NO. PROJECT DATE COMPUTED BY--&L®_ SUBJECT gWAI, ma AtkAT-. CHECKED lie-- 9,S5"- o�o . ........-p 0, 4/00�6 (41/sl A"t P4 0-t C---t-T-/ja L"s S IQ.-7 1-7- 0. 0 /1 Fs Als a 0. 36 7A f"f A e). '10 7 x- 1, L-V, ��i CRC.) F� = po 6/8/2016 Design Maps Detailed Report 180 of 189 �Ug Design Maps Detailed Report 2009 AASHTO Guide Specifications for LRFD Seismic Bridge Design (47.30690N, 123.2039°W) Site Class E - "Soft Clay Soil" ` Article 3.4.1 — Design Spectra Based on General Procedure Note; Maps in the 2009 AASHTO Specifications are provided by AASHTO for Site Class B. Adjustments for other Site Classes are made, as needed, in Article 3.4.2.3. From Figure 3.4.1-2 PGA = 0.415 g From Figure 3.4.1-3 t21 Ss = 0.923 g From Figure 3.4.1-4 t31 S, = 0.366 g http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=minimal&latitude=47.3069&longitude=-123.2039&siteclass=4&riskcategory=-1&edition... 117 6/8/2016 Design Maps Detailed Report 181 of 189 Article 3.4.2.1 ® Site Class Definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class E, based on the site soil properties in accordance with Article 3.4.2. Table 3.4.2.1-1 Site Class Definitions SITE S®IL Soil shear wave Standard penetration Soil undrained shear CLASS PR®FILE velocity, vs, (ft/s) resistance, R strength,s., (psf) NAME A Hard rock vs > 5,000 N/A N/A B Rock 2,500 < vs <_ 5,000 N/A N/A C Very dense 1,200 < vsrv_< 2,500_..__�_...._.�..__.��._N '.50�v.,__�...�.,.�.....____-. -->2,000 psf_.__...___..._._ soil and soft rock D Stiff soil 600 <_ vs < 1,200� - 15m<_ N 15^50 yJ1,OOO to 2,000 psf profile E Stiff soil ..z ...._N.__..,.. vs < 60Oye�:. _ _._.-_..-_...W..,N < 15 -...�...._...tl_,___.._....�_..<1,000 psf_..—....a.rs«._�. profile E — Any profile with more than 10 ft of soil having the characteristics: 1. Plasticity index PI > 20, 2. Moisture content w >_ 40%, and 3. Undrained shear strength s" < 500 psf F — Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and/or highly organic clays (H > 10 feet of peat and/or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H > 25 feet with plasticity index PI > 75) 4. Very thick soft/medium stiff clays (H > 120 feet) R-...��._.,a.�...�....��,.u�.._..- For SI: lft/s =�0.3048�m/s 1lb/ft2.w- 0.0479..kN%m2_v-..._.`_..__._u.�w http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minim al&latitude=47.3069&longitude=-123.2039&siteclass=4&ri skcategory=-1&edition... 217 6/8/2016 Design Maps Detailed Report_ 182 Of 189 Article 3.4.2.3 - Site Coefficients Table 3.4.2.3-1 (for FPg,)-Values of Fpg, as a Function of Site Class and Mapped Peak Ground Acceleration Coefficient Site Mapped Peak Ground Acceleration Class PGA :5 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See AASHTO Article 3.4.3 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = E and PGA = 0.415 g, FPGA = 0.900 Table 3.4.2.3-1 (for Fa)-Values of Fa as a Function of Site Class and Mapped Short-Period Spectral Acceleration Coefficient Site Class Spectral Response Acceleration Parameter at Short Periods SS :50.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See AASHTO Article 3.4.3 Note: Use straight-line interpolation for intermediate values of SS For Site Class = E and SS = 0.923 g, Fa = 0.993 http://ehp2-earthquake.wr.usgs.gov/designm aps/us/report.php'?tem plate=m i nim al&Iabtude=47.3069&longitude=-123.2039&siteclass=4&ri skcategory=-1&edition... 3/7 6/8/2016 Design Maps Detailed Report 183 of 189 Table 3.4.2.3-2-Values of Fv as a Function of Site Class and Mapped 1-sec Period Spectral Acceleration Coefficient Site Class Mapped Spectral Response Acceleration Coefficient at l-sec Periods S, 50.10 S, = 0.20 . S1 = 0.30 51 = 0.40 Sl >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 =2.8 2.4 2.4 F See AASHTO Article 3.4.3 Note: Use straight-line interpolation for intermediate values of S, For Site Class = E and S, = 0.366 g, F� = 2.537 Equation (3.4.1-1): As = FPGA PGA = 0.900 x 0.415 = 0.374 g Equation (3.4.1-2): Sps = Fa Ss = 0.993 x 0.923 = 0.916 g Equation (3.4.1-3): SDI = Fv Si = 2.537 x 0.366 = 0.928 g Figure 3.4.1-1: Design Response Spectrum http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=minimal&latitude=47.3069&longitude=-123.2039&siteclass=4&riskcategory=-1&edition... 4/7 602016 Design Maps Detailed Report 184 Of 189 p SDI=0.916 C .;=t�.9�?8 T, <T5T,:S.=S„1T m - r T `f So S,,,TL f T2 tj N � C r A;=0._r4 i, k !� 6 y� , 4 a k i! i! !k 1.000 i !! T,=0.202 T;=1.i 09 Period,T(set) http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=47.3069&longitude=-123.2039&siteclass=4&riskcategory=-1&edition... W 6/8/2016 Design Maps Detailed Report 1 5 of 1 9 Article 3.5 e Selection of Seismic Design Category (SDC) Table 3.5-1—Partitions for Seismic Design Categories A, B, C, and D VALUE OF SD,. SDC So, < 0.15g A 0.15g <_ Spa < 0.30g B 0.30g < SD1 < 0.50g C 0.509 <_ SDI D For So, = 0.928 g, Seismic Design Category = D Seismic Design Category - "the design category in accordance with Table 3.5-1" _ D http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?tem plate=m inimal&latitude=47.3069&longitude=-123.2039&siteclass=4&riskcategory=-%edition... 6/7 6/8/2016 Design Maps Detailed Report 186 of 189 References 1. Figure 3.4.1-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/AASHTO-2009-Figure-3.4.1- 2.pdf 2. Figure 3.4.1-3: http:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/AASHTO-2009-Figure-3.4.1- 3.pdf 3. Figure 3.4.1-4: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/AASHTO-2009-Figure-3.4.1- 4.pdf http://ehp2-earthquake.wr.usgs.gov/designm aps/us/report.php'?tem pl ate=minimal&latitude=47.3069&longitude=-123,2039&siteclass=4&ri skcategory=-1&edition... 717 DESIGN MEMO SHEET 187 Of 189 JOB NO. 0287 Bridge Design,Construction Engineering,Infrastructure Aesthetics DATE 6/10/2016 PROJECT McKernan Hatchery Bridge COMPUTED BY RPD SUBJECT Structural Design Calculations CHECKED BY DRS ELASTOMERIC BEARING PAD 6/10/2016 1:59 PM \\SHEARERSERVER\D-Drive\Jobs\0287 Mckeran Hatchery\Design\Calcs\50-ELASTOMERIC BEARING PAD.docX 188 of 189 Elastomeric Bearing Design AASHTO LRFD Method B Design - English Units Based upon AASHTO LRFD Fifth Edition (2010) Spreadsheet applies to rectangular shaped bearings only. All boxed entities must be input by user. Shear strain due to rotation in secondary direction is based upon 0.005 radian uncertainty allowance. Peak hydrostatic stresses must be checked for bearings with externally bonded steel plates. Units: in, kips, psi unless noted otherwise Coordinates: x, L are perpendicular; y,W are parallel,to the primary rotation axis. Usually W>L. INPUT DATA Date: 6/8/16 Designer: RPD Job Title: McKernan Hatchery Bridge G.j. (psi): 165 PDT (kips): 12.35 hri (in): 0.500 PLL (kips): 30.84 hcover (in): 0.250 es-st (rads): 0.004 Ins (in): 0s-cy (cads): 0.012 Fy (ksi): As-st (in): 0.14 AFTH (ksi): Trans.fixed x? (y/n): n Trans.fixed y? (y/n): n L (in): 15.00 W (in): 10.00 No.of int. layers (-): 10 BEARING DESIGN Area (in2) = 50.0 hr,= .50 in > 2*es-st OK S (-) = 3.33 Calculated Shear Strains Calculated Shear Strains (primary direction) (secondary direction) y,-st = .280 Ys-st = .000 Ys-cy = .000 Ys-cy = .000 Ya-st = .609 <3.00 OK y.-st = •489 <3.00 OK Ya-cy = 1.521 Ya-cy = 1.220 Yr-st = .200 Yr-st = .698 Yr-cy = .600 Yr-cy = .000 Ycomb sum 4.800 <5.00 OK Ycomb sum 3.322 <5.00 OK Stability Requirements Calculated Stresses GTE (psi) < N/A OK(x-dir.) 6DL=6st =247 psi 6TL (psi) < N/A OK(y-dir.) aLL=acy =617 psi 0.23 <1.00 NO RESTRAINT REQD. 6TL = 864 psi Compressive Deformation Steel Shim Requirements Ec — 11,000 psi hs(service) #DIV/0! #DIV/0! #DIV/0! 5Dt.-initial .011 in hs(fatigue) #DIV/0! #DIV/0! #DIV/0! 6LL — .028 in hs(minimum) < .063 in NG [SDI and 5LL values are approximate and based upon Commentary Eqn. C14.7.5.3.6-1.] SUMMARY L= 5.00 in Approx. weight= 1.1 Ibs W= 10.00 in Allowable shear displacement= .25 in Unloaded height= .50 in Maximum shear force= 4.1 kips Loaded (DL) height= .49 in (prog. by R. Dornsife; WSDOT; 2008) SHEARER DESIGN L ® SHEET ®89 of 189 Bridge Design,Construction Engineering,Infrastructure Aesthetics JOB NO. 9P7 r,� DATE & F Zat\a PROJECT- Y-j(k /�o�_ �1�d1 *_�_/Z��(a� COMPUTL BY if-Pb SUBJECT___ / -fPJ 97MJ CHECKED SY !LS /00 !T®� ®/ 0. 1jol 1 Xo zxt.bx4 Z z = o�o ZLt + + ('o.1