Att 04_140P8420R0002_Engineering Calculations.pdf

REDWOOD NATIONAL PARK

PMIS No. 245777 & 258461

REPLACE LOST MAN CREEK BRIDGES

(Little Lost Man Creek: Bridge No. 8480-005P) (Lost Man Creek #1: Bridge No. 8480-002P)

ENGINEERING CALCULATIONS

NATIONAL PARK SERVICE

PACIFIC WEST REGION

February 28, 2020

2/28/2020

REDW – 245777 & 258461 TOC - i

TABLE OF CONTENTS

Page No.

Section I - General

Design Narrative

Design Criteria

Section II - Loads

Design Loads

Section III – Gravity Load Analysis and Design

Little Lost Man Creek Bridge (8480-005P)

Exterior Girder Elevation

Interior Girder Elevation

Deck Design

Continuous Beam Analysis -Dead Load

Exterior Girder-Details Report

Exterior Girder-Load Rating Report

Interior Girder-Details Report

Interior Girder-Load Rating Report

Bearing Pad Design

Bearing Pad Entries

Lost Man Creek #1 Bridge (8480-002P)

Exterior Girder Elevation

Interior Girder Elevation

Deck Design

Exterior Girder-Details Report

Exterior Girder-Load Rating Report

Interior Girder-Details Report

Interior Girder-Load Rating Report

Bearing Pad Design

Bearing Pad Entries

REDW – 245777 & 258461 TOC - ii

Section IV – Lateral Load Analysis and Design

Little Lost Man Creek Bridge (8480-005P)

Wind Design

Seismic Design

Diaphragm Loads

Diaphragm Design

Lost Man Creek #1 Bridge (8480-002P)

Wind Design

Seismic Design

Diaphragm Loads

Diaphragm Design

Section V – Foundation Analysis and Design

Little Lost Man Creek Bridge (8480-005P)

Abutment Check

Lost Man Creek #1 (8480-002P)

Abutment Check

SECTION I –

General

REDW – 245777 & 258461 DESIGN NARRATIVE - 1

Design Narrative

The Redwood Bridges were designed following the design standards as outlined by the Denver Service Center. In these standards no specific version of AASHTO LRFD Bridge Design is specifically called out, however for Vehicle Bridges the AASHTO LRFD Bridge Specifications 5th Edition is called out for the vehicle loads. This vehicle is specifically for the HL-93 truck. The 2017 AASHTO specifications were utilized in the design, with load rating determined using the 2011 AASHTO Manual.

The geometric design was based on the existing bridges as only the superstructure was being replaced and the existing abutments will be reused. This limited the width of the bridge to the existing abutment width, which is 23 feet for the Little Lost Man Creek Bridge and Lost Man Creek Bridge #1. This is below the standard width of current bridges that have a minimum of two 12-foot lanes and shoulders.

The existing bridges had no slope on the bridge deck and small holes were originally provided in the bridge deck to allow run-off to drop into the stream below. The new bridge superstructures are designed with a vertical curve of 1% towards each end of the bridge and a crown with 2% towards each side of the bridge.

New concrete curbs will be installed along each edge of the bridge contains the run-off on the bridge and provide a place to anchor the hand- railing. The approaches at the end continue the 1% slope past the end of the abutment wing walls for drainage purposes and run-off will be discharged into a new rip-rap drainage area adjacent to each end of the abutment walls. This was done to have enough slope on the bridge deck to prevent ponding of water on the bridge and allow run-off from the bridge deck and approach areas onto the forest floor rather than directly into the streams.

As only the superstructure was being replaced, no hydraulic analysis was conducted for Little Lost Man Creek or Lost Man Creek nor was a detailed analysis of the existing abutments done. The existing hydraulic analysis was utilized as shown on the existing plans, and this showed that the superstructure is above the high-water level for a 50-year storm event and would not affect the superstructure. In addition, we are elevating the existing abutment seats between 5 and 12 inches so the bottom of the new girders will be slightly higher than the existing girders.

During the scoping trip site visit the abutments were visually inspected and found to be in good condition with no apparent signs of concern. In addition, the FHWA Bridge Inspection Reports indicate abutments are in good condition with debris accumulation on abutment bearing seats and minor erosion and scour along the west abutment due to stream migration. The abutments were also checked for the load from the new bridge superstructure assuming an allowable bearing stress of 2.5 tons per square foot as shown on the existing drawings.

All environmental clearance required for the replacement of the bridge is being conducted by the National Park Service.

REDW – 245777 & 258461 DESIGN CRITERIA - 2

Design Criteria

The design on the bridge was based on the 2017 AASHTO LRFD Bridge Design Specifications and the 2011 AASHTO Manual for Bridge Evaluation.

Wind Design

Wind Velocity: 100 mph per AASHTO 3.8.1.1

Seismic Design

PGA: 0.751 per Figure 3.10.2.1-4

Ss: 1.645 per Figure 3.10.2.1-5

S1: 0.719 per Figure 3.10.2.1-6

Site Class D *assumed as no geotechnical investigation conducted.

As: 0.751 per Equation 3.10.4.2-2

SDS: 1.645 per Equation 3.10.4.2-3

SD1: 1.0785 per Equation 3.10.4.2-6

Seismic Zone 4 Per Table 3.10.6-1

Allowable foundation Bearing Pressure

2.5 tons per square foot per existing bridge drawings.

SECTION II –

Loads

REDW – 245777 & 258461 LOADS - 3

Loads Dead Loads:

Concrete: 150 pcf

Asphalt: 140 pcf

Vehicle Load:

HL-93 with IM=33%

Lane Load= 640 plf per 3.6.1.2.4

Wind Loads:

50 psf per Tables 3.8.1..2.1-1 and 3.8.1.2.2-1

Seismic Loads:

As*Tributary Dead Load per 3.10.4.2-2

SECTION III –

Gravity Load Analysis and

Design

Little Lost Man Creek Bridge (8480-005P)

VERTICAL CURVES: ENGLISH Blue indicates an entry.

INPUT CURVE INFORMATION: CALCULATED CONSTANTS:

+33.396 +.0000

82.36 +66.7920

1.0000 -2.9944 -1.0000 82.0260

66.792 82.0260

POINTS OF INTEREST:

P.G. P.I.

Elevation % Back (g1) % Ahead (g2)

1 +.00 0.00000 82.03 (+ grade shown) (- grade shown) 2 +6.679 0.06679 82.09 3 +13.358 0.13358 82.13 P.T.

4 +20.038 0.20038 82.17 P.C.

5 +26.717 0.26717 82.19 6 +33.396 0.33396 82.19 7 +40.075 0.40075 82.19 V.C. Length 8 +46.754 0.46754 82.17 9 +53.433 0.53433 82.13 Stationing 10 +60.113 0.60113 82.09 11 +66.792 0.66792 82.03

Assume side edge of bridge is at same elevation as existing abutments

P.T. Elevation =

P.I. Station = P.I. Elevation = % Back (g1) = % Ahead (g2) =

P.C. Station = P.T. Station = R = P.C. Elevation =

Point Enter Station X

Note: The "+" symbol for stations does not need to be typed. It is automatic.

V.C. Length (feet) =

REDW – 245777 & 258461 EXTERIOR GIRDER ELEVATIONS - 4

VERTICAL CURVES: ENGLISH Blue indicates an entry.

INPUT CURVE INFORMATION: CALCULATED CONSTANTS:

+33.396 +.0000

82.49 +66.7920

1.0000 -2.9944 -1.0000 82.1560

66.792 82.1560

POINTS OF INTEREST:

P.G. P.I.

Elevation % Back (g1) % Ahead (g2)

1 +.00 0.00000 82.16 (+ grade shown) (- grade shown) 2 +6.679 0.06679 82.22 3 +13.358 0.13358 82.26 P.T.

4 +20.038 0.20038 82.30 P.C.

5 +26.717 0.26717 82.32 6 +33.396 0.33396 82.32 7 +40.075 0.40075 82.32 V.C. Length 8 +46.754 0.46754 82.30 9 +53.433 0.53433 82.26 Stationing 10 +60.113 0.60113 82.22 11 +66.792 0.66792 82.16

Assume side edge of bridge is at same elevation as existing abutments

P.T. Elevation =

P.I. Station = P.I. Elevation = % Back (g1) = % Ahead (g2) =

P.C. Station = P.T. Station = R = P.C. Elevation =

Point Enter Station X

Note: The "+" symbol for stations does not need to be typed. It is automatic.

V.C. Length (feet) =

REDW – 245777 & 258461 INTERIOR GIRDER ELEVATIONS - 5

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DESIGNER: DATE:

CHECKER: DATE:

http://www.yourarticlelibrary.com/bridge-construction/design-of-skew-bridges-with-diagram/93547 1 https://azdot.gov/sites/default/files/2019/05/section9-decksanddecksystems.pdf 2 https://www.codot.gov/library/bridge/bridge-manuals/lrfd-bridge-design-manual/section-9-deck-and-deck-systems 3

Minimum Deck thickness CA .7.1.1 is dependent on the type of girder and spacing

Girder: Prestressed I beam

Spacing 6 feet 8 inches multiply by secant (scew angle)

7 feet 8.5 inches (see first attached document)

Per Table 10.20.1(b) min thickness 7 1/8"

Provided Thickness in ok scew 30 degrees

Material Properties f'c ksi

Steel yield strength ksi concrete density kcf

Type 732 Concrete barrier klf (assumed for design)

Deck Properties depth in.

sacrificial wearing surface in.

bottom cover in. MTD 10-20

Top Cover in. MTD 10-20 number of girders spacing ft overhang ft

Dead Load deck weight ksf barrier type klf

Assume a 1 ft strip

See attached sheet for calculations

Mu+ kip-ft kip-ft kips kips

0.69

Vu-

-0.69

0.43

Mu-

-1.03

Vu+

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0.15

0.41

10.0

Geneva Rd Redwood Bridges

Deck Design of Little Lost Man Bridge

1/28/2019 SHEETJGE

1.1547

0.41

2.5

7.71

1.87639

0.15

REDW – 245777 & 258461 DECK DESIGN - 6

http://www.yourarticlelibrary.com/bridge-construction/design-of-skew-bridges-with-diagram/93547 https://azdot.gov/sites/default/files/2019/05/section9-decksanddecksystems.pdf https://www.codot.gov/library/bridge/bridge-manuals/lrfd-bridge-design-manual/section-9-deck-and-deck-systems

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SUBJECT:

DESIGNER: DATE:

CHECKER: DATE:

(208) 642-3304 Payette & Nampa, ID www.hecoengineers.com

HECO Engineers Geneva Rd Redwood Bridges

Deck Design of Little Lost Man Bridge

1/28/2019 SHEETJGE

Live Load based on AASHTO Appendix A4

Mu+ kip-ft kip-ft

Concrete Deck are designed for strength, service and extreme limit states Article 9.5

Fatique and fracture limit states need not be investigated for concrete decks supported by multiple girder (AASHTO 5.5.3)

Strength I Load Combination

Mu=η[ϒDCMDC+ϒDWMDW+(m)(1+IM)(ϒLL)(MLL) η = Per CA 1.3.4

ϒDC =

ϒDW =

m = This is included in the tabulated moments in Table A4-1

IM = This is included in the tabulated moments in Table A4-1

ϒLL = Strength I Load Combinations

Max Positive Moment Service Level

Mu = kip-in Mu = kip-in

Max Negative Moment Service Level

Mu = kip-in Mu = kip-in

Reinforcement Design (Positive Flexure)

#5

Area in

Diam. in.

de in.

s in. max spacing in. 5.10.3.2 a in.

c in.

εs ok

Mn kip-in φMn kip-in

CR

82.9999

-94.639

186.16

0.77

0.54706

0.6436

0.03283

206.85

7.6875

1.75

143.76

-162.05

0.31

0.625

-5.8

1.25

1.5

1.2

5.56

Mu-

REDW – 245777 & 258461 DECK DESIGN - 7

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HECO Engineers Geneva Rd Redwood Bridges

Deck Design of Little Lost Man Bridge

1/28/2019 SHEETJGE

Reinforcement Design (Negative Flexure)

#5

Area in

Diam. in.

de in.

s in. max spacing in. 5.10.3.2 a in.

c in.

εs ok

Mn kip-in φMn kip-in

CR

Crack Control under Service Limit State

Es ksi AASHTO 5.7.3.4-1

Ec n

A

As in

B in

C y in.

Icr in fss ksi βs s <= in. max spacing of flexure reinforcement

Top Shrinkage and Temperature Reinforcement

As in

/ft AASHTO 5.10.8-1

Asmin in

/ft

Asmax in

/ft

Use #5

Bar area in

S in. use max spacing of 18 in. use 12 inches on center to match bottom reinforcmeent per recommendations add additional reinforcmenet at accute corners.

Bottom of Slab Distribution Reinforcement

220/sqrt(S) %

Assume #5 bar

# bars per girder spacing s = in. use 12 inches on center.

0.31

33.82

13.2171

1.47619

18.41

0.05909

0.11

0.6

2.79

-21.448

1.67

119.656

25.0342

29000

4286.83

0.465

0.0305

192.90

173.61

0.93

7.1875

8 15

0.54706

0.6436

0.31

0.625

REDW – 245777 & 258461 DECK DESIGN - 8

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HECO Engineers Geneva Rd Redwood Bridges

Deck Design of Little Lost Man Bridge

1/28/2019 SHEETJGE

Check at Overhang

Design For Horizontal Vehicular Collision Force φ = 1 (extreme event limit state)

ϒpDC =

Mco = K*ft/ft

MDCDeck = K*ft/ft

MDCpar = K*ft/ft

Mutotal = K*ft/ft

Lt = ft

Mc = K*ft/ft

Mw = K*ft

H = ft.

Lc = ft.

Rw = kips

T = kip/ft de = in.

Rn = ρ =

As = in /ft Use 2 #5s at 8 inches o.c.

a in.

Mn kip*ft/ft

Check at design section in Overhang φ = 1 (extreme event limit state)

ϒpDC =

ϒpDW=

Lc = ft

Mco = K*ft/ft

McB = K*ft/ft

MDCDeck = kip*ft/ft

MDCpar = kip*ft/ft

MDWfws = kip*ft/ft

Mtotal = kip*ft/ft

T = kip/ft

Rn = K/in ρ =

As = in /ft case 1 controls

0.72

0.84588

31.5086

1.25

1.5

116.383

5.63084

9.1875

0.37328

0.00652

0.30

0.0055

24.665

5.00166

0.2922

0.00505

13.3356

28.21

23.6073

0.17591

0.87623

18.52

3.66667

13.3356

28.21

3.125

1.25

0.17361

31.5086

REDW – 245777 & 258461 DECK DESIGN - 9

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Based On the Moment Distribution Method kip-ft kip-ft kips kips

1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11

0 1.0 -1 0.7 -1 0.7 -1 1 -1 0 0 0 0 0 0 0 0 0 0 0

V Simple 0.55 0 0.6 0.6 0.6 0.6 0.6 0.6 0.1 0.6 0 0 0 0 0 0 0 0 0 0

V Mom. -0.6 1 0 -0 -0 0 -0 0 0.6 -1 0 0 0 0 0 0 0 0 0 0

V Tot. 0 1 0.6 0.5 0.6 0.6 0.5 0.6 0.7 0 0 0 0 0 0 0 0 0 0 0

Mom.

Joint

0 0

0 0

0 0

0.41 1.8764 0

0 0

1 0.08333 Pinned Free 0.15

0 0 0

7.71 1 1 1 0.08333 Pinned Pinned 0.15 0 0 0

1 0.08333 Pinned Pinned 0.15

Pinned 0.15 0 0 0

1.8764 1 1

7.71 1 1

7.71 1 1

1.8764 1 1

Point

Load (P)

(kips.) a (ft) b (ft)

1 0.08333 Free Pinned 0.15 0.41 0 1.8764

1 0.08333 Pinned

End Con.

(R)

Dist.

Load (w)

(kips/ft)

Depth

(ft) I (in

End Con.

(L)

SHEET

Span

Length

(ft) E (ksi) Width (ft)

(208) 642-3304 Payette, & Nampa, ID www.hecoengineers.com

HECO Engineers

Mu+

0.43

Mu-

Vu+

Vu-

-1.03

0.69

-0.69 w Pa b

L1 L2 L3 L4 L5

Fixed Pinned free

-0.8

-0.6

-0.4

-0.2

0.2

0.4

0.6

0.8

0 5 10 15 20 25 30

Fo rc e (k ip s)

Location (Feet)

Shear Force

REDW – 245777 & 258461 CONTINUOUS BEAM ANALYSIS - DEAD LOAD - 10

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SHEET

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HECO Engineers

-1.2

-1

-0.8

-0.6

-0.4

-0.2

0.2

0.4

0.6

0 5 10 15 20 25 30

Lo ad

(k ip

-ft

Distance (ft)

Moment Diagram

REDW – 245777 & 258461 CONTINUOUS BEAM ANALYSIS - DEAD LOAD - 11

Details Report For

Span 1 Girder A

February 28, 2020 8:53:18 am

PGSuperÔ (x64) Copyright Ó 2020, WSDOT, All Rights Reserved

Version 4.0 - Built on Nov 28 2018

Project Properties Bridge Name

Little Lost Man Creek Bridge

Bridge ID

Company HECO Engineers

Engineer Joe Eixenberger

Job Number NPS19-REDWT2

Comments

File I:\CLIENTS\NPS\REDW - Redwood NP\NPS18-0316T2 - Little Lost Man Bridge T2\06-Design Development\Structural Calculations\Little Lost Man Creek Bridge (3).pgs

Bridge: Little Lost Man Creek ... Job: NPS19-REDWT2 2/28/2020

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 12

Configuration Configuration Name: AASHTO Standard Girders from PCI BDM Configuration Source: ftp://ftp.wsdot.wa.gov/public/bridge/Software/PGSuper/Version_4.0.0/AASHTO.pgz Configuration Date Stamp: October 1, 2018 3:43:45 pm

Trans. Reinforcement data for Girder A does not match Girder Library entry Type III Long. Reinforcement data for Girder A does not match Girder Library entry Type III

Notes

Girders Type III Master Library

Traffic Barriers Standard Barrier Master Library

Project Criteria AASHTO LRFD Bridge Design Specifications based on AASHTO LRFD Bridge Design Specification, Eighth Edition 2017

Master Library

Load Rating Criteria AASHTO Manual for Bridge Evaluation based on The Manual for Bridge Evaluation, Second Edition 2011, with 2011-2016 interim provisions

Master Library

Haul Trucks Old Haul Truck-0 Project Library

Library Entry Source

Lr Span Length of Girder at Release

Ll Span Length of Girder during Lifting

Lst Span Length of Girder during Storage

Lh Span Length of Girder during Hauling

Le Span Length of Girder after Erection

Ls Length of Span

Debond Point where bond begins for a debonded strand

PSXFR Point of prestress transfer

FoS Face of Support

ST Section Transitions

STLF Section Transitions, Left Face

STRF Section Transitions, Right Face

Diaphragm Location of a precast or cast in place diaphragm

Bar Cutoff End of a reinforcing bar in the girder

Deck Bar Cutoff End of a reinforcing bar in the deck

CS Critical Section for Shear

SZB Stirrup Zone Boundary

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

Symbol Definition

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 13

Alignment 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+33.16 Elevation: 0.332 ft Grade: 1%

Roadway Elevations Deck Elevations over Girder Webs Web Offset is measured from and normal to the centerline girder Station, Offset, and Elev are given for 10th points between bearings along the girder webs

Bearing Seat Elevations

Bridge Description

Vertical Curve Data

BVC Station 0+16.58

BVC Elevation 0.166 ft

PVI Station 0+33.16

PVI Elevation 0.332 ft

EVC Station 0+49.74

EVC Elevation 0.166 ft

Entry Grade 1%

Exit Grade -1%

L1 16.580 ft

L2 16.580 ft

Length 33.160 ft

High Pt Station 0+33.16

High Pt Elevation 0.249 ft

Low Pt Station 0+49.74

Low Pt Elevation 0.166 ft

Curve Parameters Curve 1

Superelevation Details

1 0+33.16 -0.02 -0.02 0.000

Section Station Left Slope (ft/ft)

Right Slope (ft/ft)

Crown Point Offset (ft)

Span 1

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 0.000

Station -0+04.56 0+01.88 0+08.31 0+14.75 0+21.18 0+27.62 0+34.06 0+40.49 0+46.93 0+53.36 0+59.80

Offset (ft) 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L 10.000 L

Elev (ft) -0.245 -0.181 -0.116 -0.052 0.006 0.040 0.049 0.033 -0.008 -0.070 -0.134

Girder Web CL Brg 0.1Ls 0.2Ls 0.3Ls 0.4Ls 0.5Ls 0.6Ls 0.7Ls 0.8Ls 0.9Ls CL Brg

Abutment 1, Ahead

A 1 -1.56697 -5.381

B 1 -1.51459 -5.209

C 1 -1.50286 -5.170

D 1 -1.53177 -5.265

Girder Bearing Top Brg Elev (ft)

Brg Seat Elev (ft)

Abutment 2, Back

A 1 -1.5332 -5.270

B 1 -1.50429 -5.175

C 1 -1.51602 -5.213

D 1 -1.5684 -5.385

Girder Bearing Top Brg Elev (ft)

Brg Seat Elev (ft)

General Bridge Information Number of Spans 1

Girder Type Type III

Concrete Properties

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 14

(*) Distance from Abutment/Pier Line to Centroid of Diaphragm

Bearing Offset Measure FA-AG = Measured From Abutment Line and Along Girder Centerline FP-AG = Measured From Pier Line and Along Girder Centerline FA-NA = Measured From and Normal to Abutment Line FP-NP = Measured From and Normal to Pier Line

End Distance Measure FCLB-AG = Measured From CL Bearing along Girder FCLB-NCLB = Measured From and Normal to CL Bearing FCLB-NCLB = Measured From and Normal to CL Bearing FA-AG = Measured From Abutment Line and Along Girder Centerline FP-AG = Measured From Pier Line and Along Girder Centerline FA-NA = Measured From and Normal to Abutment Line FP-NP = Measured From and Normal to Pier Line

Bearing Details

Girder 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

Girder A Normal Weight Concrete 4.000 4854.014 5.000 5224.940 0.160 0.160 0.750 N/A 1 1 1 1 1 1 1

Deck Normal Weight Concrete - - 5.000 5224.940 0.160 0.160 0.750 N/A 1 1 1 1 1 1 1

Element Type f'ci

(KSI)

Eci

(KSI)

f'c

(KSI)

Ec

(KSI)

gw (kip/ft3) gs (kip/ft3)

Dagg (in) fct

(KSI)

Ec Creep Shrinkage l

K1 K2 K1 K2 K1 K2

Pier Layout

Abutment 1 -0+00.00 N 30° 00' 00.00" W 30° 00' 00.00" L Hinge

Abutment 2 0+66.79 N 30° 00' 00.00" W 30° 00' 00.00" L Hinge

Station Bearing Skew Angle Boundary Condition

Pier Diaphragms

Abutment 1 55.000 12.000 Apply load to girder 7.000

Abutment 2 55.000 12.000 Apply load to girder 7.000

Diaphragm - Back Diaphragm - Ahead

Height (in)

Width (in)

Loading Location(*) (in)

Height (in)

Width (in)

Loading Location(*) (in)

Pier Connections

Abutment 1 14.625 FA-AG 8.625 FCLB-AG

Abutment 2 14.625 FA-AG 8.625 FCLB-AG

Back Ahead

Bearing Offset

(in)

Bearing Offset

Measure

End Distance

(in)

End Distance Measure

Bearing Offset

(in)

Bearing Offset

Measure

End Distance

(in)

End Distance Measure

Abutment 1 - Ahead Rectangular 1 N/A 10.500 16.000 2.875 0.000 0.000 0.000

Abutment 2 - Back Rectangular 1 N/A 10.500 16.000 2.875 0.000 0.000 0.000

Location Shape # of Bearings

Spacing (in)

Length or Diameter

(in)

Width (in)

Height (in)

Recess Height

(in)

Recess Length

(in)

Sole Plate Height

(in)

Spans

1 4 Between A & D : 6.667 ft 1 Between A & D : 6.667 ft 1

Span # Girders

Start of Span End of Span

Girder Spacing Datum Girder Spacing Datum

Span 1, Girder A Girder Type Type III

Slab Offset ("A" Dimension) at Abutment 1 11.750 in

Slab Offset ("A" Dimension) at Abutment 2 11.750 in

Strand Fill Type Sequence of Permanent Strands

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 15

Deck Geometry

Deck Reinforcement Reinforcement: AASHTO M31 (A615) - Grade 60 Top Mat Cover: 2.500 in Bottom Mat Cover: 2.000 in Primary Reinforcement - Longitudinal reinforcement running the full length of the bridge

Supplemental Reinforcement - Negative moment reinforcement at continuous piers

No supplemental reinforcement

Analysis Intervals

Type of Adjustable Web Strands Harped

Number of Straight Strands 12 4 extended at left end

2 extended at right end

Straight Strand Pjack 527.31 kip

Number of Harped Strands 4

Harped Strand Pjack 175.77 kip

Total Number of Permanent Strands 16

Distance from bottom of girder to lowest harped strand at ends of girder 30.000 in

Distance from bottom of girder to lowest harped strand at harp point 8.000 in

Specified Release Strength f'ci 4.000 KSI

Specified 28 day Strength f'c 5.000 KSI

Prestressing Strand (Permanent) 0.600 in Dia. Grade 270 Low Relaxation

Deck Type Composite cast-in-place deck Cross Section Gross Depth = 10.000 in Overhang Edge Depth = 10.000 in Overhang Taper = None Fillet = 0.000 in Slab offset by girder

Plan (Edge of Deck)

Wearing Surface Wearing Surface: Overlay Overlay Weight = 0.023 KSF

-0+00.00 Bridge Line 11.625 11.625

Station Measured From

Left Offset (ft)

Right Offset (ft)

Top #5 @ 8.000 AND 0.000

Bottom #5 @ 8.000 AND 0.000

Mat Bars Lump Sum (in2/ft)

1 Tension strand, cast girder, strand relaxation, and concrete curing 1 1 0 0.5 1 1

2 Prestress Release 1 1 1 1 1 0

3 Lift girders 1 1 1 1 1 0

4 Place girders into storage 1 1 1 1 1 0

5 Time Step 1 2 1 46 91 90

6 Haul Girders 2 2 91 91 91 0

7 Erect Girders 2 2 91 91 91 0

8 Time Step 2 3 91 106 121 30

9 Install Intermediate Diaphragms 3 3 121 121 121 0

10 Cast Deck, Apply User Defined Loads 4 4 121 121 121 0

Interval Description Start Event

End Event

Start (day)

Middle (day)

End (day)

Duration (day)

Bridge: Little Lost Man Creek ... Job: NPS19-REDWT2 2/28/2020

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 16

joee Typewritten Text See Page S3.0 of Drawings for strand Pattern.

joee Typewritten Text See page S3.4 of drawings for deck reinforcement.

Span Lengths C-C Pier = Abutment/Pier Line to Abutment/Pier Line length measured along the girder C-C Bearing = Centerline bearing to centerline bearing length measured along the girder Girder Length, Plan = End to end length of the girder projected into a horizontal plane

Girder Length, Along Grade = End to end length of girder measured along grade of the girder (slope adjusted) =

Section Properties

Left Traffic Barrier Area = 414.687 in2

Left Traffic Barrier Iyy = 43780.0 in4

Left Traffic Barrier Yb = 21.022 in

Left Exterior Traffic Barrier Weight (computed from area) = 0.461 kip/ft Distance from CG of Left Exterior Traffic Barrier to Left Edge of Deck = -0.213 in

Right Traffic Barrier Area = 414.687 in2

Right Traffic Barrier Iyy = 43780.0 in4

Right Traffic Barrier Yb = 21.022 in

Right Traffic Barrier Weight (computed from area) = 0.461 kip/ft Distance from CG of Right Exterior Traffic Barrier to Right Edge of Deck = -0.213 in

Deck Ec = 5224.940 KSI

Bending Stiffness of Entire Bridge Section at center of Span 1 EIxx = 8.48e+09 kip-in2 (used to compute Live Load Deflections per LRFD 3.6.1.3.2)

EIyy = 1.88e+11 kip-in2

EIxy = 0.00 kip-in2

Span 1, Girder A

User Defined Loads Locations are measured from left support.

11 Deck curing 4 4 121 135 149 28

12 Composite deck, Install Railing System and Overlay 4 4 149 149 149 0

13 Time Step 5 6 149 1075.5 2002 1853

14 Open to Traffic 6 6 2002 2002 2002 0

Interval Description Start Event

End Event

Start (day)

Middle (day)

End (day)

Duration (day)

66.792 64.354 65.792 65.792 0.0017 0.719 0.719

C-C Pier (ft)

C-C Bearing (ft)

Girder Length Grade (ft/ft)

End Distance

Plan (ft)

Along Grade

(ft)

Start (ft)

End (ft)

Section Properties

Area (in2) 559.500 1154.460

Ix (in4) 125390.3 385147.4

Iy (in4) 12216.6 -d (girder depth) (in) 45.000 55.000

Ytg (in) 24.727 9.407

Ybg (in) 20.273 35.593

Ytd (in) - 19.407

Ybd (in) - 9.407

Stg (in3) 5071.1 40943.8

Sbg (in3) 6185.0 10820.8

Std = n(Ix/Ytd) (in3) - 19846.1

Sbd = n(Ix/Ybd) (in3) - 40943.8

Qdeck (in3) - 8571.4

Effective Flange Width (in) - 59.496 kt (in) (Top kern point) 11.054 -kb (in) (Bottom kern point) 9.064 -

Perimeter (in) 137.941 -

Span/Depth Ratio 17 14

Weight (kip/ft) 0.622 -

Total Weight (kip) 40.90 -

Girder Composite

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 17

Distributed loads were not defined for this girder Moment loads were not defined for this girder

Moments, Shears, and Reactions Load Responses - Casting Yard

Responses from Externally Applied Loads at the Bridge Site

* Live Load values are per lane and include impact.

(D0) LRFD Design Truck + Lane

Point Loads

Event 4: Cast Deck DC 50.00 % 1.50 Middle diaphragm

Event Load Case

Location Magnitude (kip)

Description

At Release

(ST, STRF, 0.0Lr) 0.000 0.00 20.45 0.000

(PSXFR) 3.000 58.55 18.59 -0.063

(0.1Lr) 6.579 121.09 16.36 -0.135

(0.2Lr) 13.158 215.27 12.27 -0.256

(0.3Lr) 19.738 282.55 8.18 -0.350

(HP, 0.4Lr) 26.317 322.91 4.09 -0.410

(0.5Lr) 32.896 336.36 0.00 -0.431

(HP, 0.6Lr) 39.475 322.91 -4.09 -0.410

(0.7Lr) 46.054 282.55 -8.18 -0.350

(0.8Lr) 52.633 215.27 -12.27 -0.256

(0.9Lr) 59.213 121.09 -16.36 -0.135

(PSXFR) 62.792 58.55 -18.59 -0.063

(ST, STLF, 1.0Lr) 65.792 0.00 -20.45 0.000

Location from End of Girder

(ft)

Moment (kip-ft)

Shear (kip)

Deflection (in)

During Storage

(ST, STRF) -0.719 0.00 0.00 0.014

(0.0Lst) 0.000 -0.16 -0.45 20.00

0.000

(PSXFR) 2.281 43.85 18.59 -0.045

(0.1Lst) 6.435 115.70 16.00 -0.124

(0.2Lst) 12.871 205.81 12.00 -0.234

(0.3Lst) 19.306 270.17 8.00 -0.320

(HP) 25.598 308.21 4.09 -0.374

(0.4Lst) 25.742 308.79 4.00 -0.375

(0.5Lst) 32.177 321.67 0.00 -0.394

(0.6Lst) 38.613 308.79 -4.00 -0.375

(HP) 38.756 308.21 -4.09 -0.374

(0.7Lst) 45.048 270.17 -8.00 -0.320

(0.8Lst) 51.483 205.81 -12.00 -0.234

(0.9Lst) 57.919 115.70 -16.00 -0.124

(PSXFR) 62.073 43.85 -18.59 -0.045

(1.0Lst) 64.354 -0.16 -20.00 0.45

0.000

(ST, STLF) 65.073 0.00 0.00 0.014

Location from End of Girder

(ft)

Moment (kip-ft)

Shear (kip)

Deflection (in)

Moments

0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

(0.0Le) 0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

(PSXFR) 2.281 44.02 -2.29 46.80 4.30 16.31 8.88 224.34

(D0)

0.00 (D0)

128.71 (F0)

0.00 (F0)

(0.1Le) 6.435 115.86 -2.29 123.20 11.66 42.94 23.37 584.53 (D0)

0.00 (D0)

328.69 (F0)

0.00 (F0)

(0.2Le) 12.871 205.97 -2.29 219.02 21.56 76.33 41.55 1019.30 (D0)

0.00 (D0)

550.80 (F0)

0.00 (F0)

(0.3Le) 19.306 270.33 -2.29 287.47 29.23 100.18 54.54 1304.31 (D0)

0.00 (D0)

697.63 (F0)

0.00 (F0)

(0.4Le) 25.742 308.95 -2.29 328.53 34.21 114.49 62.33 1469.37 (D0)

0.00 (D0)

759.97 (F0)

0.00 (F0)

(0.5Le) 32.177 321.83 -2.29 342.22 36.11 119.26 64.93 1499.56 (D0)

0.00 (D0)

715.73 (F0)

0.00 (F0)

(0.6Le) 38.613 308.95 -2.29 328.53 34.73 114.49 62.33 1469.37 (D0)

0.00 (D0)

759.97 (F0)

0.00 (F0)

(0.7Le) 45.048 270.33 -2.29 287.47 30.09 100.18 54.54 1304.31 (D0)

0.00 (D0)

697.63 (F0)

0.00 (F0)

(0.8Le) 51.483 205.97 -2.29 219.02 22.42 76.33 41.55 1019.30 (D0)

0.00 (D0)

550.80 (F0)

0.00 (F0)

(0.9Le) 57.919 115.86 -2.29 123.20 12.19 42.94 23.37 584.53 (D0)

0.00 (D0)

328.69 (F0)

0.00 (F0)

(PSXFR) 62.073 44.02 -2.29 46.80 4.50 16.31 8.88 224.34

(D0)

0.00 (D0)

128.71 (F0)

0.00 (F0)

(1.0Le) 64.354 0.00 -2.29 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

64.354 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

Location from Left Support

(ft)

Girder (kip-ft)

Diaphragm (kip-ft)

Slab (kip-ft)

Haunch (kip-ft)

Railing System (kip-ft)

Overlay (kip-ft)

* Design Live Load * Fatigue Live Load

Max (kip-ft)

Min (kip-ft)

Max (kip-ft)

Min (kip-ft)

Bridge: Little Lost Man Creek ... Job: NPS19-REDWT2 2/28/2020

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 18

joee Typewritten Text See Page S3.3 for Mid-Span Diaphragm

(D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

* Live Load values are per lane and include impact.

(D0) LRFD Design Truck + Lane (D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

Moment due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

0.000 0.00 0.00 0.00

(0.0Le) 0.000 0.00 0.00 0.00

(PSXFR) 2.281 1.71 0.00 0.00

(0.1Le) 6.435 4.83 0.00 0.00

(0.2Le) 12.871 9.65 0.00 0.00

(0.3Le) 19.306 14.48 0.00 0.00

(0.4Le) 25.742 19.31 0.00 0.00

(0.5Le) 32.177 24.13 0.00 0.00

(0.6Le) 38.613 19.31 0.00 0.00

(0.7Le) 45.048 14.48 0.00 0.00

(0.8Le) 51.483 9.65 0.00 0.00

(0.9Le) 57.919 4.83 0.00 0.00

(PSXFR) 62.073 1.71 0.00 0.00

(1.0Le) 64.354 0.00 0.00 0.00

64.354 0.00 0.00 0.00

Location from Left Support

(ft)

User DC (kip-ft)

User DW (kip-ft)

User LL+IM (kip-ft)

Shears

0.000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

(0.0Le) 0.000 20.45 20.00

4.20 0.00

21.75 21.27

1.95 1.92

7.58 7.41

4.04 102.47 (D0)

0.00 (D0)

59.35 (F0)

0.00 (F0)

(0.1Le) 6.435 16.00 0.00 17.02 1.69 5.93 3.23 88.98 (D0)

-4.79 (D1)

51.07 (F0)

-3.68 (F0)

(0.2Le) 12.871 12.00 0.00 12.76 1.38 4.45 2.42 75.90 (D0)

-12.06 (D1)

42.79 (F0)

-7.36 (F0)

(0.3Le) 19.306 8.00 0.00 8.51 0.99 2.97 1.61 63.23 (D0)

-19.74 (D1)

34.51 (F0)

-11.04 (F0)

(0.4Le) 25.742 4.00 0.00 4.25 0.54 1.48 0.81 50.98 (D0)

-28.08 (D0)

27.00 (F0)

-14.72 (F0)

(0.5Le) 32.177 0.00 0.00 0.00 0.04 0.00 0.00 39.14 (D0)

-39.14 (D0)

19.75 (F0)

-19.75 (F0)

(0.6Le) 38.613 -4.00 0.00 -4.25 -0.47 -1.48 -0.81 28.08 (D0)

-50.98 (D0)

14.72 (F0)

-27.00 (F0)

(0.7Le) 45.048 -8.00 0.00 -8.51 -0.97 -2.97 -1.61 19.74 (D1)

-63.23 (D0)

11.04 (F0)

-34.51 (F0)

(0.8Le) 51.483 -12.00 0.00 -12.76 -1.41 -4.45 -2.42 12.06 (D1)

-75.90 (D0)

7.36 (F0)

-42.79 (F0)

(0.9Le) 57.919 -16.00 0.00 -17.02 -1.76 -5.93 -3.23 4.79 (D1)

-88.98 (D0)

3.68 (F0)

-51.07 (F0)

(1.0Le) 64.354 -20.00 -20.45

0.00 -4.20

-21.27 -21.75

-2.01 -2.03

-7.41 -7.58

-4.04 0.00 (D0)

-102.47 (D0)

0.00 (F0)

-59.35 (F0)

64.354 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (D0)

0.00 (D0)

0.00 (F0)

0.00 (F0)

Location from Left Support

(ft)

Girder (kip)

Diaphragm (kip)

Slab (kip)

Haunch (kip)

Railing System (kip)

Overlay (kip)

* Design Live Load * Fatigue Live Load

Max (kip)

Min (kip)

Max (kip)

Min (kip)

Shears due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

0.000 0.00 0.00 0.00

(0.0Le) 0.000 0.75 0.00 0.00

(0.1Le) 6.435 0.75 0.00 0.00

0.75 0.00 0.00

Location from Left Support

(ft)

User DC (kip)

User DW (kip)

User LL+IM (kip)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 19

* Live Load values are per lane and include impact.

(D0) LRFD Design Truck + Lane (D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

* Live Load values are per lane and include impact.

(D0) LRFD Design Truck + Lane (D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

(0.2Le) 12.871

(0.3Le) 19.306 0.75 0.00 0.00

(0.4Le) 25.742 0.75 0.00 0.00

(0.5Le) 32.177 0.75 -0.75

0.00 0.00

(0.6Le) 38.613 -0.75 0.00 0.00

(0.7Le) 45.048 -0.75 0.00 0.00

(0.8Le) 51.483 -0.75 0.00 0.00

(0.9Le) 57.919 -0.75 0.00 0.00

(1.0Le) 64.354 -0.75 0.00 0.00

64.354 0.00 0.00 0.00

Location from Left Support

(ft)

User DC (kip)

User DW (kip)

User LL+IM (kip)

Total Girder Line Reactions at Abutments and Piers

Abutment 1 20.45 4.20 21.75 1.95 7.58 4.04 102.47 (D0)

0.00 (D0)

59.35 (F0)

0.00 (F0)

Abutment 2 20.45 4.20 21.75 2.03 7.58 4.04 102.47 (D0)

0.00 (D0)

59.35 (F0)

0.00 (F0)

Girder (kip)

Diaphragm (kip)

Slab (kip)

Haunch (kip)

Railing System (kip)

Overlay (kip)

* Design Live Load * Fatigue Live Load

Max (kip)

Min (kip)

Max (kip)

Min (kip)

Girder Bearing Reactions

Abutment 1 - Ahead 20.45 4.20 21.75 1.95 7.58 4.04 102.47 (D0)

0.00 (D0)

59.35 (F0)

0.00 (F0)

Abutment 2 - Back 20.45 4.20 21.75 2.03 7.58 4.04 102.47 (D0)

0.00 (D0)

59.35 (F0)

0.00 (F0)

Girder (kip)

Diaphragm (kip)

Slab (kip)

Haunch (kip)

Railing System (kip)

Overlay (kip)

* Design Live Load * Fatigue Live Load

Max (kip)

Min (kip)

Max (kip)

Min (kip)

Total Girder Line Reactions at Abutments and Piers due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

Abutment 1 0.75 0.00 0.00

Abutment 2 0.75 0.00 0.00

User DC (kip)

User DW (kip)

User LL+IM (kip)

Girder Bearing Reactions due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

Abutment 1 - Ahead 0.75 0.00 0.00

Abutment 2 - Back 0.75 0.00 0.00

User DC (kip)

User DW (kip)

User LL+IM (kip)

Deflections

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (D0)

0.000 (D0)

0.000 (F0)

0.000 (F0)

(0.0Le) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (D0)

0.000 (D0)

0.000 (F0)

0.000 (F0)

(0.1Le) 6.435 -0.124 0.001 -0.122 -0.012 -0.014 -0.008 0.000 (D0)

-0.164 (D0)

0.000 (F0)

-0.085 (F0)

(0.2Le) 12.871 -0.234 0.002 -0.231 -0.024 -0.026 -0.014 0.000 -0.312 0.000 -0.160

Location from Left Support

(ft)

Girder (in)

Diaphragm (in)

Slab (in)

Haunch (in)

Railing System (in)

Overlay (in)

* Design Live Load * Fatigue Live Load

Max (in)

Min (in)

Max (in)

Min (in)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 20

(D0) LRFD Design Truck + Lane (D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

* Live Load values are per lane and include impact.

(D0) LRFD Design Truck + Lane (D1) LRFD Design Tandem + Lane (F0) LRFD Fatigue Truck

(D0) (D0) (F0) (F0)

(0.3Le) 19.306 -0.321 0.003 -0.317 -0.033 -0.036 -0.020 0.000 (D0)

-0.430 (D0)

0.000 (F0)

-0.219 (F0)

(0.4Le) 25.742 -0.375 0.003 -0.371 -0.038 -0.042 -0.023 0.000 (D0)

-0.504 (D0)

0.000 (F0)

-0.254 (F0)

(0.5Le) 32.177 -0.394 0.003 -0.389 -0.040 -0.044 -0.024 0.000 (D0)

-0.528 (D0)

0.000 (F0)

-0.264 (F0)

(0.6Le) 38.613 -0.375 0.003 -0.371 -0.039 -0.042 -0.023 0.000 (D0)

-0.504 (D0)

0.000 (F0)

-0.254 (F0)

(0.7Le) 45.048 -0.321 0.003 -0.317 -0.033 -0.036 -0.020 0.000 (D0)

-0.430 (D0)

0.000 (F0)

-0.219 (F0)

(0.8Le) 51.483 -0.234 0.002 -0.231 -0.024 -0.026 -0.014 0.000 (D0)

-0.312 (D0)

0.000 (F0)

-0.160 (F0)

(0.9Le) 57.919 -0.124 0.001 -0.122 -0.013 -0.014 -0.008 0.000 (D0)

-0.164 (D0)

0.000 (F0)

-0.085 (F0)

(1.0Le) 64.354 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (D0)

0.000 (D0)

0.000 (F0)

0.000 (F0)

64.354 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (D0)

0.000 (D0)

0.000 (F0)

0.000 (F0)

Location from Left Support

(ft)

Girder (in)

Diaphragm (in)

Slab (in)

Haunch (in)

Railing System (in)

Overlay (in)

* Design Live Load * Fatigue Live Load

Max (in)

Min (in)

Max (in)

Min (in)

Deflections due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

0.000 0.000 0.000 0.000

(0.0Le) 0.000 0.000 0.000 0.000

(0.1Le) 6.435 -0.007 0.000 0.000

(0.2Le) 12.871 -0.012 0.000 0.000

(0.3Le) 19.306 -0.017 0.000 0.000

(0.4Le) 25.742 -0.021 0.000 0.000

(0.5Le) 32.177 -0.022 0.000 0.000

(0.6Le) 38.613 -0.021 0.000 0.000

(0.7Le) 45.048 -0.017 0.000 0.000

(0.8Le) 51.483 -0.012 0.000 0.000

(0.9Le) 57.919 -0.007 0.000 0.000

(1.0Le) 64.354 0.000 0.000 0.000

64.354 0.000 0.000 0.000

Location from Left Support

(ft)

User DC (in)

User DW (in)

User LL+IM (in)

Rotations

Abutment 1 - Ahead -0.00163 0.00002 -0.00161 -0.00016 -0.00018 -0.00010 0.00000 (D0)

-0.00216 (D0)

0.00000 (F0)

-0.00112 (F0)

Abutment 2 - Back 0.00163 -0.00002 0.00161 0.00017 0.00018 0.00010 0.00216 (D0)

0.00000 (D0)

0.00112 (F0)

0.00000 (F0)

Girder (rad)

Diaphragm (rad)

Slab (rad)

Haunch (rad)

Railing System (rad)

Overlay (rad)

* Design Live Load * Fatigue Live Load

Max (rad)

Min (rad)

Max (rad)

Min (rad)

Rotations due to User Defined Loads in Interval 10: Cast Deck, Apply User Defined Loads

Abutment 1 - Ahead -0.00009 0.00000 0.00000

Abutment 2 - Back 0.00009 0.00000 0.00000

User DC (rad)

User DW (rad)

User LL+IM (rad)

Deflections For The LRFD

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 21

D1 = LRFD Design truck without lane load and including impact D2 = 0.25*(Design truck) + lane load, including impact D(Controlling) = Max(D1, D2) EI = Bridge EI / Number of Girders Live Load Distribution Factor = (Multiple Presence Factor)(Number of Lanes)/(Number of Girders)

Combined Results - Interval 2: Prestress Release

Optional Deflection Live Load

(LRFD 3.6.1.3.2)

0.000 0.000 0.000 0.000

(0.0Le) 0.000 0.000 0.000 0.000

(0.1Le) 6.435 -0.060 -0.033 -0.060

(0.2Le) 12.871 -0.114 -0.063 -0.114

(0.3Le) 19.306 -0.157 -0.086 -0.157

(0.4Le) 25.742 -0.184 -0.101 -0.184

(0.5Le) 32.177 -0.193 -0.106 -0.193

(0.6Le) 38.613 -0.184 -0.101 -0.184

(0.7Le) 45.048 -0.157 -0.086 -0.157

(0.8Le) 51.483 -0.114 -0.063 -0.114

(0.9Le) 57.919 -0.060 -0.033 -0.060

(1.0Le) 64.354 0.000 0.000 0.000

64.354 0.000 0.000 0.000

Location from Left Support

(ft)

D1 (in)

D2 (in)

D Controlling

(in)

Moment

(ST, STRF, 0.0Lr) 0.000 0.00 0.00 0.00 0.00 0.00

(SZB) 1.003 20.20 0.00 20.20 0.00 20.20

(FoS) 1.156 23.23 0.00 23.23 0.00 23.23

(PSXFR) 3.000 58.55 0.00 58.55 0.00 58.55

(Bar Develop.) 4.025 77.28 0.00 77.28 0.00 77.28

(H) 4.906 92.85 0.00 92.85 0.00 92.85

(SZB) 5.003 94.54 0.00 94.54 0.00 94.54

(0.1Lr) 6.579 121.09 0.00 121.09 0.00 121.09

(1.5H) 6.781 124.38 0.00 124.38 0.00 124.38

(SZB) 7.003 127.97 0.00 127.97 0.00 127.97

(0.2Lr) 13.158 215.27 0.00 215.27 0.00 215.27

(SZB) 13.753 222.46 0.00 222.46 0.00 222.46

(0.3Lr) 19.738 282.55 0.00 282.55 0.00 282.55

(SZB) 20.753 290.53 0.00 290.53 0.00 290.53

(HP, 0.4Lr) 26.317 322.91 0.00 322.91 0.00 322.91

(0.5Lr) 32.896 336.36 0.00 336.36 0.00 336.36

(HP, 0.6Lr) 39.475 322.91 0.00 322.91 0.00 322.91

(SZB) 45.038 290.53 0.00 290.53 0.00 290.53

(0.7Lr) 46.054 282.55 0.00 282.55 0.00 282.55

(SZB) 52.038 222.46 0.00 222.46 0.00 222.46

(0.8Lr) 52.633 215.27 0.00 215.27 0.00 215.27

(SZB) 58.788 127.97 0.00 127.97 0.00 127.97

(1.5H) 59.010 124.38 0.00 124.38 0.00 124.38

(0.9Lr) 59.213 121.09 0.00 121.09 0.00 121.09

(SZB) 60.788 94.54 0.00 94.54 0.00 94.54

(H) 60.885 92.85 0.00 92.85 0.00 92.85

(Bar Develop.) 61.767 77.28 0.00 77.28 0.00 77.28

(PSXFR) 62.792 58.55 0.00 58.55 0.00 58.55

(FoS) 64.635 23.23 0.00 23.23 0.00 23.23

(SZB) 64.788 20.20 0.00 20.20 0.00 20.20

(ST, STLF, 1.0Lr) 65.792 0.00 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

Service I (kip-ft)

Shear Location from Left Support

(ft)

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 22

Combined Results - Interval 10: Cast Deck, Apply User Defined Loads

(ST, STRF, 0.0Lr) 0.000 20.45 0.00 20.45 0.00 20.45

(SZB) 1.003 19.83 0.00 19.83 0.00 19.83

(FoS) 1.156 19.73 0.00 19.73 0.00 19.73

(PSXFR) 3.000 18.59 0.00 18.59 0.00 18.59

(Bar Develop.) 4.025 17.95 0.00 17.95 0.00 17.95

(H) 4.906 17.40 0.00 17.40 0.00 17.40

(SZB) 5.003 17.34 0.00 17.34 0.00 17.34

(0.1Lr) 6.579 16.36 0.00 16.36 0.00 16.36

(1.5H) 6.781 16.23 0.00 16.23 0.00 16.23

(SZB) 7.003 16.10 0.00 16.10 0.00 16.10

(0.2Lr) 13.158 12.27 0.00 12.27 0.00 12.27

(SZB) 13.753 11.90 0.00 11.90 0.00 11.90

(0.3Lr) 19.738 8.18 0.00 8.18 0.00 8.18

(SZB) 20.753 7.55 0.00 7.55 0.00 7.55

(HP, 0.4Lr) 26.317 4.09 0.00 4.09 0.00 4.09

(0.5Lr) 32.896 0.00 0.00 0.00 0.00 0.00

(HP, 0.6Lr) 39.475 -4.09 0.00 -4.09 0.00 -4.09

(SZB) 45.038 -7.55 0.00 -7.55 0.00 -7.55

(0.7Lr) 46.054 -8.18 0.00 -8.18 0.00 -8.18

(SZB) 52.038 -11.90 0.00 -11.90 0.00 -11.90

(0.8Lr) 52.633 -12.27 0.00 -12.27 0.00 -12.27

(SZB) 58.788 -16.10 0.00 -16.10 0.00 -16.10

(1.5H) 59.010 -16.23 0.00 -16.23 0.00 -16.23

(0.9Lr) 59.213 -16.36 0.00 -16.36 0.00 -16.36

(SZB) 60.788 -17.34 0.00 -17.34 0.00 -17.34

(H) 60.885 -17.40 0.00 -17.40 0.00 -17.40

(Bar Develop.) 61.767 -17.95 0.00 -17.95 0.00 -17.95

(PSXFR) 62.792 -18.59 0.00 -18.59 0.00 -18.59

(FoS) 64.635 -19.73 0.00 -19.73 0.00 -19.73

(SZB) 64.788 -19.83 0.00 -19.83 0.00 -19.83

(ST, STLF, 1.0Lr) 65.792 -20.45 0.00 -20.45 0.00 -20.45

Location from Left Support

(ft)

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Moment

(ST, STRF) -0.719 0.00 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00 0.00

(0.0Le) 0.000 0.00 0.00 0.00 0.00 0.00

(SZB) 0.285 6.79 0.00 10.16 0.00 10.16

(FoS) 0.437 10.41 0.00 16.81 0.00 16.81

(PSXFR) 2.281 52.82 0.00 94.55 0.00 94.55

(Bar Develop.) 3.306 75.37 0.00 135.82 0.00 135.82

(H) 4.188 94.18 0.00 170.21 0.00 170.21

(SZB) 4.285 96.22 0.00 173.93 0.00 173.93

(1.5H) 6.063 132.38 0.00 239.94 0.00 239.94

(SZB) 6.285 136.74 0.00 247.89 0.00 247.89

(0.1Le) 6.435 139.69 0.00 253.25 0.00 253.25

(0.2Le) 12.871 250.24 0.00 453.92 0.00 453.92

(SZB) 13.035 252.66 0.00 458.30 0.00 458.30

(0.3Le) 19.306 331.18 0.00 599.22 0.00 599.22

(SZB) 20.035 338.45 0.00 612.16 0.00 612.16

(HP) 25.598 381.24 0.00 687.33 0.00 687.33

(0.4Le) 25.742 382.05 0.00 688.71 0.00 688.71

(0.5Le) 32.177 402.47 0.00 722.00 0.00 722.00

(0.6Le) 38.613 382.57 0.00 689.23 0.00 689.23

(HP) 38.756 381.77 0.00 687.86 0.00 687.86

(SZB) 44.320 339.28 0.00 612.99 0.00 612.99

(0.7Le) 45.048 332.03 0.00 600.08 0.00 600.08

(SZB) 51.320 253.53 0.00 459.17 0.00 459.17

(0.8Le) 51.483 251.10 0.00 454.78 0.00 454.78

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

Service I (kip-ft)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 23

(0.9Le) 57.919 140.21 0.00 253.78 0.00 253.78

(SZB) 58.070 137.26 0.00 248.41 0.00 248.41

(1.5H) 58.292 132.88 0.00 240.44 0.00 240.44

(SZB) 60.070 96.58 0.00 174.29 0.00 174.29

(H) 60.167 94.54 0.00 170.56 0.00 170.56

(Bar Develop.) 61.048 75.66 0.00 136.10 0.00 136.10

(PSXFR) 62.073 53.02 0.00 94.74 0.00 94.74

(FoS) 63.917 10.45 0.00 16.85 0.00 16.85

(SZB) 64.070 6.81 0.00 10.19 0.00 10.19

(1.0Le) 64.354 0.00 0.00 -2.29 0.00 -2.29

64.354 0.00 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

Service I (kip-ft)

Shear

(ST, STRF) -0.719 0.00 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00 0.00

(0.0Le) 0.000 24.44 23.95

0.00 49.09 43.95

0.00 49.09 43.95

(SZB) 0.285 23.75 0.00 43.57 0.00 43.57

(FoS) 0.437 23.64 0.00 43.37 0.00 43.37

(PSXFR) 2.281 22.36 0.00 40.95 0.00 40.95

(Bar Develop.) 3.306 21.65 0.00 39.60 0.00 39.60

(H) 4.188 21.03 0.00 38.43 0.00 38.43

(SZB) 4.285 20.96 0.00 38.30 0.00 38.30

(1.5H) 6.063 19.72 0.00 35.95 0.00 35.95

(SZB) 6.285 19.56 0.00 35.66 0.00 35.66

(0.1Le) 6.435 19.45 0.00 35.46 0.00 35.46

(0.2Le) 12.871 14.89 0.00 26.89 0.00 26.89

(SZB) 13.035 14.77 0.00 26.67 0.00 26.67

(0.3Le) 19.306 10.25 0.00 18.25 0.00 18.25

(SZB) 20.035 9.72 0.00 17.27 0.00 17.27

(HP) 25.598 5.65 0.00 9.74 0.00 9.74

(0.4Le) 25.742 5.55 0.00 9.55 0.00 9.55

(0.5Le) 32.177 0.79 -0.71

0.00 0.79 -0.71

0.00 0.79 -0.71

(0.6Le) 38.613 -5.48 0.00 -9.48 0.00 -9.48

(HP) 38.756 -5.58 0.00 -9.67 0.00 -9.67

(SZB) 44.320 -9.69 0.00 -17.24 0.00 -17.24

(0.7Le) 45.048 -10.22 0.00 -18.23 0.00 -18.23

(SZB) 51.320 -14.80 0.00 -26.70 0.00 -26.70

(0.8Le) 51.483 -14.92 0.00 -26.92 0.00 -26.92

(0.9Le) 57.919 -19.53 0.00 -35.53 0.00 -35.53

(SZB) 58.070 -19.63 0.00 -35.73 0.00 -35.73

(1.5H) 58.292 -19.79 0.00 -36.02 0.00 -36.02

(SZB) 60.070 -21.04 0.00 -38.38 0.00 -38.38

(H) 60.167 -21.11 0.00 -38.51 0.00 -38.51

(Bar Develop.) 61.048 -21.73 0.00 -39.68 0.00 -39.68

(PSXFR) 62.073 -22.45 0.00 -41.03 0.00 -41.03

(FoS) 63.917 -23.73 0.00 -43.46 0.00 -43.46

(SZB) 64.070 -23.84 0.00 -43.66 0.00 -43.66

(1.0Le) 64.354 -24.03 -24.53

0.00 -44.04 -49.18

0.00 -44.04 -49.18

64.354 0.00 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Total Girder Line Reactions at Abutments and Piers

Abutment 1 24.44 0.00 49.09 0.00 49.09

Abutment 2 24.53 0.00 49.18 0.00 49.18

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Girder Bearing Reactions

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 24

Combined Results - Interval 12: Composite deck, Install Railing System and Overlay

Abutment 1 - Ahead 24.44 0.00 49.09 0.00 49.09

Abutment 2 - Back 24.53 0.00 49.18 0.00 49.18

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Moment

(ST, STRF) -0.719 0.00 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00 0.00

(0.0Ls) 0.000 0.00 0.00 0.00 0.00 0.00

(SZB) 0.285 2.10 1.14 12.26 1.14 13.41

(FoS) 0.437 3.22 1.75 20.03 1.75 21.79

(PSXFR) 2.281 16.31 8.88 110.86 8.88 119.74

(Bar Develop.) 3.306 23.25 12.66 159.07 12.66 171.73

(H) 4.188 29.02 15.80 199.23 15.80 215.03

(SZB) 4.285 29.65 16.14 203.57 16.14 219.71

(1.5H) 6.063 40.71 22.16 280.65 22.16 302.81

(SZB) 6.285 42.04 22.88 289.93 22.88 312.81

(0.1Ls) 6.435 42.94 23.37 296.19 23.37 319.56

(0.2Ls) 12.871 76.33 41.55 530.24 41.55 571.80

(SZB) 13.035 77.05 41.95 535.35 41.95 577.30

(0.3Ls) 19.306 100.18 54.54 699.40 54.54 753.94

(SZB) 20.035 102.28 55.68 714.44 55.68 770.12

(HP) 25.598 114.28 62.21 801.61 62.21 863.82

(0.4Ls) 25.742 114.49 62.33 803.21 62.33 865.54

(0.5Ls) 32.177 119.26 64.93 841.27 64.93 906.19

(0.6Ls) 38.613 114.49 62.33 803.73 62.33 866.06

(HP) 38.756 114.28 62.21 802.14 62.21 864.35

(SZB) 44.320 102.28 55.68 715.27 55.68 770.95

(0.7Ls) 45.048 100.18 54.54 700.26 54.54 754.80

(SZB) 51.320 77.05 41.95 536.22 41.95 578.17

(0.8Ls) 51.483 76.33 41.55 531.11 41.55 572.66

(0.9Ls) 57.919 42.94 23.37 296.72 23.37 320.09

(SZB) 58.070 42.04 22.88 290.44 22.88 313.33

(1.5H) 58.292 40.71 22.16 281.15 22.16 303.31

(SZB) 60.070 29.65 16.14 203.94 16.14 220.08

(H) 60.167 29.02 15.80 199.58 15.80 215.38

(Bar Develop.) 61.048 23.25 12.66 159.35 12.66 172.01

(PSXFR) 62.073 16.31 8.88 111.06 8.88 119.94

(FoS) 63.917 3.22 1.75 20.07 1.75 21.83

(SZB) 64.070 2.10 1.14 12.29 1.14 13.43

(1.0Ls) 64.354 0.00 0.00 -2.29 0.00 -2.29

64.354 0.00 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

Service I (kip-ft)

Shear

(ST, STRF) -0.719 0.00 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00 0.00

(0.0Ls) 0.000 7.58 7.41

4.04 56.67 51.36

4.04 60.71 55.40

(SZB) 0.285 7.35 4.00 50.92 4.00 54.92

(FoS) 0.437 7.31 3.98 50.69 3.98 54.67

(PSXFR) 2.281 6.89 3.75 47.83 3.75 51.58

(Bar Develop.) 3.306 6.65 3.62 46.25 3.62 49.87

(H) 4.188 6.45 3.51 44.88 3.51 48.39

(SZB) 4.285 6.43 3.50 44.73 3.50 48.23

(1.5H) 6.063 6.02 3.28 41.97 3.28 45.24

(SZB) 6.285 5.97 3.25 41.62 3.25 44.87

(0.1Ls) 6.435 5.93 3.23 41.39 3.23 44.62

(0.2Ls) 12.871 4.45 2.42 31.34 2.42 33.76

(SZB) 13.035 4.41 2.40 31.08 2.40 33.48

2.97 1.61 21.22 1.61 22.83

Location from Left Support

(ft)

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 25

Combined Results - Interval 14: Open to Traffic

(0.3Ls) 19.306

(SZB) 20.035 2.80 1.52 20.07 1.52 21.59

(HP) 25.598 1.52 0.83 11.26 0.83 12.08

(0.4Ls) 25.742 1.48 0.81 11.03 0.81 11.84

(0.5Ls) 32.177 0.00 0.00 0.79 -0.71

0.00 0.79 -0.71

(0.6Ls) 38.613 -1.48 -0.81 -10.96 -0.81 -11.77

(HP) 38.756 -1.52 -0.83 -11.19 -0.83 -12.01

(SZB) 44.320 -2.80 -1.52 -20.03 -1.52 -21.56

(0.7Ls) 45.048 -2.97 -1.61 -21.19 -1.61 -22.80

(SZB) 51.320 -4.41 -2.40 -31.11 -2.40 -33.51

(0.8Ls) 51.483 -4.45 -2.42 -31.37 -2.42 -33.79

(0.9Ls) 57.919 -5.93 -3.23 -41.46 -3.23 -44.69

(SZB) 58.070 -5.97 -3.25 -41.69 -3.25 -44.94

(1.5H) 58.292 -6.02 -3.28 -42.04 -3.28 -45.32

(SZB) 60.070 -6.43 -3.50 -44.81 -3.50 -48.31

(H) 60.167 -6.45 -3.51 -44.96 -3.51 -48.47

(Bar Develop.) 61.048 -6.65 -3.62 -46.33 -3.62 -49.95

(PSXFR) 62.073 -6.89 -3.75 -47.92 -3.75 -51.67

(FoS) 63.917 -7.31 -3.98 -50.77 -3.98 -54.75

(SZB) 64.070 -7.35 -4.00 -51.01 -4.00 -55.01

(1.0Ls) 64.354 -7.41 -7.58

-4.04 -51.45 -56.76

-4.04 -55.48 -60.79

64.354 0.00 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Total Girder Line Reactions at Abutments and Piers

Abutment 1 7.58 4.04 56.67 4.04 60.71

Abutment 2 7.58 4.04 56.76 4.04 60.79

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Girder Bearing Reactions

Abutment 1 - Ahead 7.58 4.04 56.67 4.04 60.71

Abutment 2 - Back 7.58 4.04 56.76 4.04 60.79

DC

(kip)

DW

(kip) åDC (kip) åDW (kip)

Service I (kip)

Moment

(ST, STRF) -0.719 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00

(0.0Ls) 0.000 0.00 0.00 0.00 0.00

(SZB) 0.285 0.00 0.00 12.26 1.14

(FoS) 0.437 0.00 0.00 20.03 1.75

(PSXFR) 2.281 0.00 0.00 110.86 8.88

(Bar Develop.) 3.306 0.00 0.00 159.07 12.66

(H) 4.188 0.00 0.00 199.23 15.80

(SZB) 4.285 0.00 0.00 203.57 16.14

(1.5H) 6.063 0.00 0.00 280.65 22.16

(SZB) 6.285 0.00 0.00 289.93 22.88

(0.1Ls) 6.435 0.00 0.00 296.19 23.37

(0.2Ls) 12.871 0.00 0.00 530.24 41.55

(SZB) 13.035 0.00 0.00 535.35 41.95

(0.3Ls) 19.306 0.00 0.00 699.40 54.54

(SZB) 20.035 0.00 0.00 714.44 55.68

(HP) 25.598 0.00 0.00 801.61 62.21

(0.4Ls) 25.742 0.00 0.00 803.21 62.33

(0.5Ls) 32.177 0.00 0.00 841.27 64.93

(0.6Ls) 38.613 0.00 0.00 803.73 62.33

(HP) 38.756 0.00 0.00 802.14 62.21

(SZB) 44.320 0.00 0.00 715.27 55.68

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 26

* Live Load values are per girder and include impact.

(0.7Ls) 45.048 0.00 0.00 700.26 54.54

(SZB) 51.320 0.00 0.00 536.22 41.95

(0.8Ls) 51.483 0.00 0.00 531.11 41.55

(0.9Ls) 57.919 0.00 0.00 296.72 23.37

(SZB) 58.070 0.00 0.00 290.44 22.88

(1.5H) 58.292 0.00 0.00 281.15 22.16

(SZB) 60.070 0.00 0.00 203.94 16.14

(H) 60.167 0.00 0.00 199.58 15.80

(Bar Develop.) 61.048 0.00 0.00 159.35 12.66

(PSXFR) 62.073 0.00 0.00 111.06 8.88

(FoS) 63.917 0.00 0.00 20.07 1.75

(SZB) 64.070 0.00 0.00 12.29 1.14

(1.0Ls) 64.354 0.00 0.00 -2.29 0.00

64.354 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

DC

(kip-ft)

DW

(kip-ft) åDC (kip-ft) åDW (kip-ft)

Moment - Design Vehicles

(ST, STRF) -0.719 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00

(0.0Ls) 0.000 0.00 0.00 0.00 0.00

(SZB) 0.285 13.80 0.00 6.59 0.00

(FoS) 0.437 21.17 0.00 10.10 0.00

(PSXFR) 2.281 106.76 0.00 50.54 0.00

(Bar Develop.) 3.306 151.81 0.00 71.53 0.00

(H) 4.188 189.10 0.00 88.73 0.00

(SZB) 4.285 193.12 0.00 90.58 0.00

(1.5H) 6.063 263.99 0.00 122.72 0.00

(SZB) 6.285 272.46 0.00 126.51 0.00

(0.1Ls) 6.435 278.17 0.00 129.06 0.00

(0.2Ls) 12.871 485.06 0.00 216.27 0.00

(SZB) 13.035 489.40 0.00 217.94 0.00

(0.3Ls) 19.306 620.70 0.00 273.92 0.00

(SZB) 20.035 631.56 0.00 278.79 0.00

(HP) 25.598 698.11 0.00 298.31 0.00

(0.4Ls) 25.742 699.24 0.00 298.40 0.00

(0.5Ls) 32.177 713.61 0.00 281.03 0.00

(0.6Ls) 38.613 699.24 0.00 298.40 0.00

(HP) 38.756 698.11 0.00 298.31 0.00

(SZB) 44.320 631.56 0.00 278.79 0.00

(0.7Ls) 45.048 620.70 0.00 273.92 0.00

(SZB) 51.320 489.40 0.00 217.94 0.00

(0.8Ls) 51.483 485.06 0.00 216.27 0.00

(0.9Ls) 57.919 278.17 0.00 129.06 0.00

(SZB) 58.070 272.46 0.00 126.51 0.00

(1.5H) 58.292 263.99 0.00 122.72 0.00

(SZB) 60.070 193.12 0.00 90.58 0.00

(H) 60.167 189.10 0.00 88.73 0.00

(Bar Develop.) 61.048 151.81 0.00 71.53 0.00

(PSXFR) 62.073 106.76 0.00 50.54 0.00

(FoS) 63.917 21.17 0.00 10.10 0.00

(SZB) 64.070 13.80 0.00 6.59 0.00

(1.0Ls) 64.354 0.00 0.00 0.00 0.00

64.354 0.00 0.00 0.00 0.00

(ST, STLF) 65.073 0.00 0.00 0.00 0.00

Location from Left Support

(ft)

Live Load

* LL+IM Design * LL+IM Fatigue

Max (kip-ft)

Min (kip-ft)

Max (kip-ft)

Min (kip-ft)

Moment, Mu

REDW - 245777 & 258461 EXTERIOR GIRDER-DETAILS REPORT - 27

* Deck moment (Mu) is for negative moment deck design.

(ST, STRF) -0.719 0.00 0.00 0.00 0.00 0.00 0.00

0.000 0.00 0.00 0.00 0.00 0.00 0.00

(0.0Ls) 0.000 0.00 0.00 0.00 0.00 0.00 0.00

(SZB) 0.285 27.21 27.21 16.59 41.20 11.78 11.78

(F…