Sheridan Creek Bridge Load Rating.pdf

November 2019 djanda.com

Load Rating Calculations – Sheridan Creek

Bridge

U.S. Department of Transportation Federal Highway Administration

Sheridan Creek Bridge

Yale-Kilgore Road

Prepared By: DJ&A, P.C.

3202 South Russell Street Missoula, MT 59802 T 406.721.4320 F 406.549.6371

Load Rating Calculations

Sheridan Creek Bridge

General Info & Load Rating Calculations .................................................................. 3-19

Visual Analysis Glulam Deck Results ..................................................................... 20-24

Visual Analysis Live Load Results .......................................................................... 25-31

BRIDGE LOAD RATING Timber Bridge

Calculations are in accordance with AASHTO LRFD Bridge Design Specifications, 8th Ed. & AASHTO Manual for Bridge Evaluation, 3rd Ed.

References to the Design Specifications are shown in [ ] brackets, references to the Bridge Evaluation Manual are shown in { } brackets.

GENERAL COMMENTS AND ASSUMPTIONS

All dimensions and properties of the existing bridge taken from USFS design drawings and fabricator shop drawings.

Load Resistance Factor Rating (LRFR) methodology is used.

Load rating calculations are completed for superstructure elements only.

Live load distribution by approximate method.

GENERAL INFORMATION

The following unit weights are used:

Concrete, γc 150 pcf pcf = Pounds Per Cubic Foot [Table 3.5.1-1]

Asphalt, γws 145 pcf

Steel, γs 490 pcf

Wood, γw 50 pcf

Load Modifiers are as follows:

Ductility ηD 1.0 For Conventional Designs [1.3.3]

Redundancy ηR 1.0 For Conventional Redundancy ** System factor reduction made for non-redundant bridges. **

[1.3.4]

Importance ηI 1.0 For Typical Bridges [1.3.5] ηi = ηD ηR ηI 0.95 [1.3.2.1] therefore, ηi max ηD ηR ηI 0.95( ) 1.00 (maximum load factors)

Load Factors are as follows:

STRENGTH

DC: γDC 1.25 Dead Load of Components

DW: γDW 1.50 Dead Load of Wearing Surface

Design LL: γHL93I 1.75 HL-93 Live Load - Inventory Level {Table 6A.4.2.2-1} γHL93O 1.35 HL-93 Live Load - Operating Level

AASHTO Legal LL: γLEGAL 1.30 Type 3, Type 3S2, Type 3-3, & NRL {Table 6A.4.4.2.3a-1}

ADTT 1000

Resistance Factors are as follows:

Resistance Factor: ϕTf 0.85 Timber Girders & Deck Flexure & Shear [8.5.2.2] ϕTv 0.75

Condition Factor: Girders, ϕc 1.0 {Table 6A.4.2.3-1}

Deck, ϕcdeck 1.0

System Factor: Girders, ϕsf 1.0 For Timber Bridges {Table 6A.4.2.4-1} ϕsv 1.0

Deck, ϕsdeck 1.0

Sheridan Creek Load Rating.xmcd 1 of 17 Rated: JWR Checked: MJ

BRIDGE GEOMETRY

Roadway Width, Wr 27 ft Skew, Skew 0 deg

Out-to-Out Deck Width, Wd 28.25 ft Span, Span 22.5 ft CL Brg. to CL Brg.

Girder Spacing, S 2.70833 ft Number of Lanes, NL 2

Number of Girders, N 10

Overhang, Sover Wd N 1( ) S

1.9375 ft

MATERIAL PROPERTIES

Glulam Deck: Visually Graded Combo #3 Douglas Fir dD 5.125 in Deck Depth bD 48 in Deck Width

Fbyo.D 2.1 ksi Allowable Bending Stress [Table 8.4.1.2.3-2]

Fvyo.D 0.23 ksi Allowable Shear Stress [Table 8.4.1.2.3-2]

Eo.D 1900 ksi Modulus of Elasticty [Table 8.4.1.2.3-2]

Equivalent Strip Width for Prefabricated, Interconnected Glulam Panels (Perpendicular to Traffic)

[Table 4.6.2.1.3-1] Wstrip 4 dD 30 in 50.50 in

AD Wstrip dD 258.81 in

Equivalent Width Deck Cross-Sectional Area

Sy.D

Wstrip dD

221.07 in

Equivalent Width Deck Section Modulus

Wunit 1 ft Unit Strip Width for Dead Unit Loads

Sheridan Creek Load Rating.xmcd 2 of 17 Rated: JWR

Full Sawn Girder: Douglans Fir-Larch Select Structural (ASSUMED) dG 21.5 in Girder Depth bG 8 in Girder Width

Fbo.G 1.6 ksi Allowable Bending Stress [Table 8.4.1.1.4-1]

Fvo.G 0.170 ksi Allowable Shear Stress [Table 8.4.1.1.4-1]

Ex.G 1600 ksi Modulus of Elasticity [Table 8.4.1.1.4-1]

Lu.G 1 ft Unbraced Length

AG bG dG 172.00 in

Cross-Sectional Area

Ix.G bG dG

6625.58 in

Moment of Inertia

Sx.G bG dG

616.33 in

Section Modulus

BRIDGE RATING FACTOR ANALYSIS:

DEAD LOADS

Component Dead Load, DC:

Railing, Assume 75 plf

DCRail 0.075 klf

Glulam Deck Panels, DCdeck dD γw 0.021 ksf

Wearing Surface, DW:

Asphalt Wearing Surface, tws 4 in Average Thickness DWws tws γws 0.048 ksf

LIVE LOADS

Multiple Presence Factor:

Multiple Presence Factor for live loads is included per [3.6.1.1.2].

Multiple Presence Factor may be reduced to 90% of given value for ADTT 100 m1 1.2 Multiple Presence Factor for Single Lane Bridge [Table 3.6.1.1.2-1]

Adjust m for Low ADTT? Adjust_m1 1 1 for "Yes", 0 for "No" m1adjusted 0.9 m1 Adjust_m1 1if m1 Adjust_m1 0if m1adjusted 1.08 m2 1.0 NL 2if

0.85 NL 3if

0.65 otherwise

Multiple Presence Factor for Multiple Lane Bridge

Adjust m for Low ADTT? Adjust_m2 1 1 for "Yes", 0 for "No" m2adjusted 0.95 m2 Adjust_m2 1if m2 Adjust_m2 0if m2adjusted 0.95

Sheridan Creek Load Rating.xmcd 3 of 17 Rated: JWR

GLULAM DECK RATING FACTOR ANALYSIS:

The deck is rated for moment and shear based on equivalent strip widths.

ADJUSTMENT FACTORS [8.4.4]

Fb= Fbo CKFB CMb Cv Cfu Cd Cλ

Fv= Fvo CKFV CMv Cλ CGV

Format Conversion Factor, CKF:

CKFB.D

2.5 ϕTf

2.94 Flexure [8.4.4.2]

CKFV.D

2.5 ϕTv

3.33 Shear [8.4.4.3]

Wet Service Factor, CM:

For Glulams:

CMb.D 0.80 Flexure [Table 8.4.4.3-2]

CMv.D 0.875 Shear [Table 8.4.4.3-2]

Volume Factor, Cv:

Cv.D 1.0 Loads Applied Parallel to Wide Face [8.4.4.5]

Flat Use Factor, Cfu:

Cfu.D 1.10 For 5-1/8 Glulam [Table 8.4.4.6-2]

Deck Factor, Cd:

Cd.D 1.0 Deck Factor Not Applicable to Glulams [8.4.4.8]

Time Effect Factor, Cλ:

Cλ1.D 0.8 STRENGTH I Limit State [Table 8.4.4.9-1]

Cyclic Loading Factor:

CGV.D 0.72 Glulam Shear Factor for Cyclic Loading [8.4.1.2.3]

Sheridan Creek Load Rating.xmcd 4 of 17 Rated: JWR

DECK FLEXURAL RESISTANCE

F'b1.D Fbyo.D CKFB.D CMb.D Cv.D Cfu.D Cd.D Cλ1.D 4348 psi STRENGTH I [8.6.1]

Mn.1.D F'b1.D Sy.D 80.11 kip ft STRENGTH I Limit State [8.6.2-1]

Mr.1.D ϕTf Mn.1.D 68.09 kip ft STRENGTH I Limit State [8.6.1-1]

DECK SHEAR RESISTANCE

F'v1.D Fvyo.D CKFV.D CMv.D Cλ1.D CGV.D 386.40 psi STRENGTH I

Vn.1.D

F'v1.D AD

1.5

66.67 kip STRENGTH I Limit State [8.7-2]

Vr.1.D ϕTv Vn.1.D 50.00 kip STRENGTH I Limit State [8.7-1]

DECK DEAD LOADS:

(Per Unit Foot of Width)

Component Dead Load, DC:

Railing - Apply at Edge of Deck, DCRail.D DCRail Wunit 0.075 kip

Glulam Deck Self Weight, DCD Wunit dD γw 0.021 klf

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWD DWws Wunit 0.048 klf

DECK LIVE LOADS:

Add Dynamic Load Allowance per {6A.4.4.3} IMD 0

Lane load need not be applied to transverse deck. [3.6.1.3.3]

Place live load to produce the maximum shear at a distance from support equal to the lesser of 3d or Span/4 [8.7]. The shear will be constant from this point to the support.

dv.D1 min 3dD

Sover

5.81 in dv.D2 min 3dD S

8.12 in [8.7]

Sheridan Creek Load Rating.xmcd 5 of 17 Rated: JWR

DECK ANALYSIS RESULTS: (Per Design Strip Width)

Deck loads were calculated using Visual Analysis.

MAX (+) MOMENT MAX (-) MOMENT MAX SHEAR

DC MDC.Pos.D 0.07 kip ft MDC.Neg.D 0.18 kip ft VDC.D 0.07 kip

DW MDW.Pos.D 0.01 kip ft MDW.Neg.D 0.04 kip ft VDW.D 0.03 kip

1 kip Unit Truck MUnit.Pos.D 0.17 kip ft MUnit.Neg.D 0.27 kip ft VUnit.D 0.26 kip

Vehicle live loads are calculated by multiplying each vehicles maximum axle weight by the unit load results.

MAX (+) MOMENT MAX (-) MOMENT

HL-93

WHL93 32 kip MHL93.Pos.D MUnit.Pos.D

WHL93

1 kip

5.44 kip ft MHL93.Neg.D MUnit.Neg.D

WHL93

1 kip

8.64 kip ft

TANDEM TRUCK

WTdm 25 kip MTdm.Pos.D MUnit.Pos.D

WTdm

1 kip

4.25 kip ft MTdm.Neg.D MUnit.Neg.D

WTdm

1 kip

6.75 kip ft

TYPE 3

WT3 17 kip MT3.Pos.D MUnit.Pos.D

WT3

1 kip

2.89 kip ft MT3.Neg.D MUnit.Neg.D

WT3

1 kip

4.59 kip ft

TYPE 3S2

WT3S2 15.5 kip MT3S2.Pos.D MUnit.Pos.D

WT3S2

1 kip

2.64 kip ft MT3S2.Neg.D MUnit.Neg.D

WT3S2

1 kip

4.18 kip ft

TYPE 3-3

WT33 16 kip MT33.Pos.D MUnit.Pos.D

WT33

1 kip

2.72 kip ft MT33.Neg.D MUnit.Neg.D

WT33

1 kip

4.32 kip ft

NRL

WNRL 17 kip MNRL.Pos.D MUnit.Pos.D

WNRL

1 kip

2.89 kip ft MNRL.Neg.D MUnit.Neg.D

WNRL

1 kip

4.59 kip ft

SHEAR

HL-93 VHL93.D VUnit.D

WHL93

1 kip

8.32 kip TYPE 3-3 VT33.D VUnit.D

WT33

1 kip

4.16 kip

TANDEM TRUCK VTdm.D VUnit.D

WTdm

1 kip

6.50 kip NRL VNRL.D VUnit.D

WNRL

1 kip

4.42 kip

TYPE 3 VT3.D VUnit.D

WT3

1 kip

4.42 kip

TYPE 3S2 VT3S2.D VUnit.D

WT3S2

1 kip

4.03 kip DEAD LOAD STRIP WIDTH SCALE FACTOR

Wscale

Wstrip

Wunit

4.21

Sheridan Creek Load Rating.xmcd 6 of 17 Rated: JWR

DESIGN LOADS

STRENGTH Factored Force Effects:

Dead Load

MuDLPos.D ηi γDC MDC.Pos.D γDW MDW.Pos.D Wscale 0.31 kip ft

MuDLNeg.D ηi γDC MDC.Neg.D γDW MDW.Neg.D Wscale 1.20 kip ft

VuDLD ηi γDC VDC.D γDW VDW.D Wscale 0.56 kip

HL-93 INVENTORY

MuHL93Pos.I.D ηi γHL93I m1adjusted 1 IMD max MHL93.Pos.D MTdm.Pos.D 10.28 kip ft

MuHL93Neg.I.D ηi γHL93I m1adjusted 1 IMD max MHL93.Neg.D MTdm.Neg.D 16.33 kip ft

VuHL93I.D ηi γHL93I m1adjusted 1 IMD max VHL93.D VTdm.D 15.72 kip

HL-93 OPERATING

MuHL93Pos.O.D ηi γHL93O m1adjusted 1 IMD max MHL93.Pos.D MTdm.Pos.D 7.93 kip ft

MuHL93Neg.O.D ηi γHL93O m1adjusted 1 IMD max MHL93.Neg.D MTdm.Neg.D 12.60 kip ft

VuHL93O.D ηi γHL93O m1adjusted 1 IMD max VHL93.D VTdm.D 12.13 kip

Type 3 MuT3Pos.D ηi γLEGAL m1adjusted 1 IMD MT3.Pos.D 4.06 kip ft

MuT3Neg.D ηi γLEGAL m1adjusted 1 IMD MT3.Neg.D 6.44 kip ft

VuT3D ηi γLEGAL m1adjusted 1 IMD VT3.D 6.21 kip

Type 3S2 MuT3S2Pos.D ηi γLEGAL m1adjusted 1 IMD MT3S2.Pos.D 3.70 kip ft

MuT3S2Neg.D ηi γLEGAL m1adjusted 1 IMD MT3S2.Neg.D 5.88 kip ft

VuT3S2D ηi γLEGAL m1adjusted 1 IMD VT3S2.D 5.66 kip

Type 3-3 MuT33Pos.D ηi γLEGAL m1adjusted 1 IMD MT33.Pos.D 3.82 kip ft

MuT33Neg.D ηi γLEGAL m1adjusted 1 IMD MT33.Neg.D 6.07 kip ft

VuT33D ηi γLEGAL m1adjusted 1 IMD VT33.D 5.84 kip

NRL MuNRLPos.D ηi γLEGAL m1adjusted 1 IMD MNRL.Pos.D 4.06 kip ft

MuNRLNeg.D ηi γLEGAL m1adjusted 1 IMD MNRL.Neg.D 6.44 kip ft

VuNRLD ηi γLEGAL m1adjusted 1 IMD VNRL.D 6.21 kip

Sheridan Creek Load Rating.xmcd 7 of 17 Rated: JWR

RATING FACTOR GENERAL EQUATION

Member Capacity - Factored DL effects {6A.4.2.1} {Eq. 6A.4.2.1-1}

Rating Factor, RF = Factored LL effects

Member Capacity, C = Nominal_Capacity ϕc ϕs ϕ {Eq. 6A.4.2.1-2} ϕc 1.00 ϕsdeck 1.00 ϕc ϕsdeck 1.00

Deck Capacities:

{Table 6A.4.2.2-1}

STRENGTH I:

CM1.D max ϕc ϕsdeck 0.85 Mr.1.D 68.09 kip ft

CV1.D max ϕc ϕsdeck 0.85 Vr.1.D 50.00 kip

DECK RATING FACTORS

HL-93

RFHL93.Pos.I.D

CM1.D MuDLPos.D

MuHL93Pos.I.D

6.65INVENTORY

RFHL93.Neg.I.D

CM1.D MuDLNeg.D

MuHL93Neg.I.D

4.10

RFHL93.V.I.D

CV1.D VuDLD

VuHL93I.D

3.14

HL-93 RFHL93.Pos.O.D

CM1.D MuDLPos.D

MuHL93Pos.O.D

8.62

OPERATING

RFHL93.Neg.O.D

CM1.D MuDLNeg.D

MuHL93Neg.O.D

5.31

RFHL93.V.O.D

CV1.D VuDLD

VuHL93O.D

4.08

Type 3 RFT3.Pos.D

CM1.D MuDLPos.D

MuT3Pos.D

16.86

RFT3.Neg.D

CM1.D MuDLNeg.D

MuT3Neg.D

10.38

RFT3.V.D

CV1.D VuDLD

VuT3D

7.97

Sheridan Creek Load Rating.xmcd 8 of 17 Rated: JWR

Type 3S2 RFT3S2.Pos.D

CM1.D MuDLPos.D

MuT3S2Pos.D

18.49

RFT3S2.Neg.D

CM1.D MuDLNeg.D

MuT3S2Neg.D

11.38

RFT3S2.V.D

CV1.D VuDLD

VuT3S2D

8.74

Type 3-3 RFT33.Pos.D

CM1.D MuDLPos.D

MuT33Pos.D

17.91

RFT33.Neg.D

CM1.D MuDLNeg.D

MuT33Neg.D

11.03

RFT33.V.D

CV1.D VuDLD

VuT33D

8.47

NRL RFNRL.Pos.D

CM1.D MuDLPos.D

MuNRLPos.D

16.86

RFNRL.Neg.D

CM1.D MuDLNeg.D

MuNRLNeg.D

10.38

RFNRL.V.D

CV1.D VuDLD

VuNRLD

7.97

DECK RATING FACTOR SUMMARY:

HL-93

RFHL93.I.D min RFHL93.Pos.I.D RFHL93.Neg.I.D RFHL93.V.I.D 3.14INVENTORY

HL-93 RFHL93.O.D min RFHL93.Pos.O.D RFHL93.Neg.O.D RFHL93.V.O.D 4.08

OPERATING

Type 3 RFT3.D min RFT3.Pos.D RFT3.Neg.D RFT3.V.D 7.97

Type 3S2 RFT3S2.D min RFT3S2.Pos.D RFT3S2.Neg.D RFT3S2.V.D 8.74

Type 3-3 RFT33.D min RFT33.Pos.D RFT33.Neg.D RFT33.V.D 8.47

NRL RFNRL.D min RFNRL.Pos.D RFNRL.Neg.D RFNRL.V.D 7.97

Sheridan Creek Load Rating.xmcd 9 of 17 Rated: JWR

FULL SAWN GIRDER RATING FACTOR ANALYSIS:

The girders are rated for moment and shear.

ADJUSTMENT FACTORS [8.4.4]

Fb= Fbo CKFB CMb min Cv CL Cfu Cd Cλ

Fv= Fvo CKFV CMv Cλ CGV

Format Conversion Factor, CKF:

CKFB.G

2.5 ϕTf

2.94 Flexure [8.4.4.2]

CKFV.G

2.5 ϕTv

3.33 Shear [8.4.4.3]

Size Factor, CF:

CF.G 1.0 dG 12 inif

12 in dG otherwise

0.94 [8.4.4.4-1]

[8.4.4.4-2]

Wet Service Factor, CM:

For Sawn Lumber:

CMb.G

1.0 Fbo.G CF.G 1.15 ksiif

0.85 otherwise bG 4 inif

1.0 otherwise

1.00 Flexure [Table 8.4.4.3-1]

CMv.G 0.97 bG 4 inif

1.0 otherwise

1.00 Shear

CME.G 0.9 bG 4 inif

1.0 otherwise

1.00 Modulus of Elasticity

Flat Use Factor, Cfu:

Cfu.G 1.0 Not Applicable [Table 8.4.4.6-2]

Incising Factor, Ci:

[Table 8.4.4.7-1]

IncisedG 1 1 for "Yes", 0 for "No"

For flexure & shear:

Ci.G 0.80 IncisedG 1if

1.0 IncisedG 0if

0.80

Deck Factor, Cd:

Cd.G 1.0 Deck Factor Not Applicable to Girders [8.4.4.8]

Time Effect Factor, Cλ:

Cλ1.G 0.8 STRENGTH I Limit State [Table 8.4.4.9-1]

Sheridan Creek Load Rating.xmcd 10 of 17 Rated: JWR

Beam Stability Factor, CL:

EG Ex.G CME.G 1600.00 ksi [8.4.4.1-6] le 2.06 Lu.G Lu.G dG

7if

1.84 Lu.G

Lu.G dG

14.3if

1.63 Lu.G 3 dG otherwise

0.63

RB min le dG bG

2.88 [8.6.2-5]

Fb1.G Fbo.G CKFB.G CMb.G CF.G Cfu.G Cd.G Ci.G Cλ1.G 2823 psi

KbE 0.76 For Visually Graded Lumber

FbE.1

KbE EG

RB

146428.84 psi [8.6.2-4]

A FbE.1

Fb1.G

51.87 [8.6.2-3]

CL.G

1 A

1.9

1 A( )

3.61

A

0.95

1.00 [8.6.2-1]

GIRDER FLEXURAL RESISTANCE

F'b1.G Fbo.G CKFB.G CMb.G CF.G Cfu.G Cd.G Ci.G Cλ1.G CL.G 2820 psi STRENGTH I [8.6.1]

Mn.1.G F'b1.G Sx.G 144.84 kip ft STRENGTH I Limit State [8.6.2-1]

Mr.1.G ϕTf Mn.1.G 123.11 kip ft STRENGTH I Limit State [8.6.1-1]

GIRDER SHEAR RESISTANCE

F'v1.G Fvo.G CKFV.G CMv.G Ci.G Cλ1.G 362.67 psi STRENGTH I

Vn.1.G

F'v1.G AG

1.5

41.59 kip STRENGTH I Limit State [8.7-2]

Vr.1.G ϕTv Vn.1.G 31.19 kip STRENGTH I Limit State [8.7-1]

Sheridan Creek Load Rating.xmcd 11 of 17 Rated: JWR

DEAD LOADS

Dead loads are calculated for the exterior girder below.

Component Dead Load, DC:

Railing, DCRail.G.EXT DCRail 0.075 klf

Glulam Deck Panels, DCD.G.INT DCdeck S 0.058 klf

DCD.G.EXT DCdeck Sover

0.070 klf

Girder Self Weight, DCGirder AG γw 0.060 klf

Total: DCG.INT DCD.G.INT DCGirder 0.118 klf

DCG.EXT DCRail.G.EXT DCD.G.EXT DCGirder 0.205 klf

Wearing Surface Dead Load, DW:

Asphalt Wearing Surface, DWG.INT DWws S 0.131 klf

DWG.EXT DWws Sover

0.159 klf

MOMENT SHEAR

DC MDC.INT

DCG.INT Span

7.44 kip ft VDC.INT

DCG.INT Span

1.32 kip

MDC.EXT

DCG.EXT Span

12.97 kip ft VDC.EXT

DCG.EXT Span

2.31 kip

DW MDW.INT

DWG.INT Span

8.28 kip ft VDW.INT

DWG.INT Span

1.47 kip

MDW.EXT

DWG.EXT Span

10.07 kip ft VDW.EXT

DWG.EXT Span

1.79 kip

Sheridan Creek Load Rating.xmcd 12 of 17 Rated: JWR

LIVE LOADS:

Use Dynamic Load Allowance per [3.6.2.1] IMG 0 Timber Applies only to truck loads

AASHTO LRFD 3.6.1.2.1 Specifies the HL-93 vehicular live loading shall consist of the maximum of a design truck or design tandem in combination with a 64 psf lane load over a 10' wide design lane. The design truck and design tandem must include the dynamic load allowance, but the design lane load need not include the dynamic load allowance.

LaneG 64 psf 10 ft 0.640 klf

Lane MLane

LaneG Span

40.50 kip ft VLane

LaneG Span

7.20 kip

Vehicle live loads were calculated in Visual Analysis.

dv.G min 3dG Span

5.38 ft [8.7]

HL-93 MHL93 180 kip ft VHL93 43.8 kip

Tandem MTdm 233 kip ft VTdm 45.5 kip

Type 3 MT3 159 kip ft VT3 33.3 kip

Type 3S2 MT3S2 145 kip ft VT3S2 31.5 kip

Type 3-3 MT33 131 kip ft VT33 24.5 kip

NRL MNRL 212 kip ft VNRL 41.9 kip

Sheridan Creek Load Rating.xmcd 13 of 17 Rated: JWR

LIVE LOAD DISTRIBUTION FACTORS:

Lane Live Load distribution per [3.6.1.1.2]. Single and Multiple Lane Distribution Factors are evaluated below. The controlling distribution factor is used in the load rating.

Distribution Factor for Interior Girders:

Moment: DFInt.M S

10 ft m1adjusted m1

S 6 ftif

0.5 max 0 0.5 S 6 ft m1adjusted otherwise

[Table 4.6.2.2.2a-1]

(Closest match)

DFInt.M 0.24

DFInt.M2 S

10 ft m2adjusted m1

S 6 ftif

0.5 max 0 0.5 S 6 ft m2adjusted otherwise

DFInt.M2 0.21

Shear: DFInt.V

0.6 DFInt.M

0.42 [4.6.2.2.2a-1]

DFIntV2

0.6 DFInt.M2

0.41

Distribution Factor for Exterior Girders:

Lever Rule:

Moment & Shear xO= Distance from wheel line 2' off rail face to exterior girder per [3.6.1.3.1] xO 8.25 in (negative number indicates wheel on interior of girder)

Distribution by lever rule with 6' axle spacingDFExt

S xO

0.5 m1adjusted

DFExt 0.40

Final Distribution Factors:

DFIntM max DFInt.M DFInt.M2 0.24

DFIntV max DFInt.V DFIntV2 0.42

DFM max DFIntM DFExt 0.40

DFV max DFIntV DFExt 0.42

DFcontrolM "INTERIOR" DFIntM DFExtif

"EXTERIOR" otherwise

"EXTERIOR" for Moment

DFcontrolV "INTERIOR" DFIntV DFExtif

"EXTERIOR" otherwise

"INTERIOR" for Shear

Sheridan Creek Load Rating.xmcd 14 of 17 Rated: JWR

DESIGN LOADS

STRENGTH Factored Force Effects:

Dead Load

MDC MDC.INT DFcontrolM "INTERIOR"if

MDC.EXT otherwise

12.97 kip ft

VDC VDC.INT DFcontrolV "INTERIOR"if

VDC.EXT otherwise

1.32 kip

MDW MDW.INT DFcontrolM "INTERIOR"if

MDW.EXT otherwise

10.07 kip ft

VDW VDW.INT DFcontrolV "INTERIOR"if

VDW.EXT otherwise

1.47 kip

MuDLG ηi γDC MDC γDW MDW 31.32 kip ft

VuDLG ηi γDC VDC γDW VDW 3.86 kip

HL-93 MuHL93I.G ηi γHL93I DFM 1 IMG max MHL93 MTdm MLane 192.85 kip ft

INVENTORY VuHL93I.G ηi γHL93I DFV 1 IMG max VHL93 VTdm VLane 38.91 kip

HL-93 MuHL93O.G ηi γHL93O DFM 1 IMG max MHL93 MTdm MLane 148.77 kip ft

OPERATING VuHL93O.G ηi γHL93O DFV 1 IMG max VHL93 VTdm VLane 30.01 kip

Type 3 MuT3G ηi γLEGAL DFM 1 IMG MT3 83.28 kip ft

VuT3G ηi γLEGAL DFV 1 IMG VT3 18.26 kip

Type 3S2 MuT3S2G ηi γLEGAL DFM 1 IMG MT3S2 75.95 kip ft

VuT3S2G ηi γLEGAL DFV 1 IMG VT3S2 17.28 kip

Type 3-3 MuT33G ηi γLEGAL DFM 1 IMG MT33 68.62 kip ft

VuT33G ηi γLEGAL DFV 1 IMG VT33 13.44 kip

NRL MuNRLG ηi γLEGAL DFM 1 IMG MNRL 111.05 kip ft

VuNRLG ηi γLEGAL DFV 1 IMG VNRL 22.98 kip

Sheridan Creek Load Rating.xmcd 15 of 17 Rated: JWR

RATING FACTOR GENERAL EQUATION

Member Capacity - Factored DL effects {6A.4.2.1} {Eq. 6A.4.2.1-1}

Rating Factor, RF = Factored LL effects

Member Capacity, C = Nominal_Capacity ϕc ϕs ϕ {Eq. 6A.4.2.1-2} ϕc 1.00 ϕsf 1.00 ϕc ϕsf 1.00

Girder Capacities: ϕsv 1.00 ϕc ϕsv 1.00 {Table 6A.4.2.2-1}

STRENGTH I:

CM.G max ϕc ϕsf 0.85 Mr.1.G 123.11 kip ft

CV.G max ϕc ϕsv 0.85 Vr.1.G 31.19 kip

GIRDER RATING FACTORS

HL-93

RFHL93.M.G.I

CM.G MuDLG

MuHL93I.G

0.48INVENTORY

RFHL93.V.G.I

CV.G VuDLG

VuHL93I.G

0.70

HL-93 RFHL93.M.G.O

CM.G MuDLG

MuHL93O.G

0.62

OPERATING

RFHL93.V.G.O

CV.G VuDLG

VuHL93O.G

0.91

Type 3 RFT3.M.G

CM.G MuDLG

MuT3G

1.10

RFT3.V.G

CV.G VuDLG

VuT3G

1.50

Type 3S2 RFT3S2.M.G

CM.G MuDLG

MuT3S2G

1.21

RFT3S2.V.G

CV.G VuDLG

VuT3S2G

1.58

Type 3-3 RFT33.M.G

CM.G MuDLG

MuT33G

1.34

RFT33.V.G

CV.G VuDLG

VuT33G

2.03

NRL RFNRL.M.G

CM.G MuDLG

MuNRLG

0.83

RFNRL.V.G

CV.G VuDLG

VuNRLG

1.19

Sheridan Creek Load Rating.xmcd 16 of 17 Rated: JWR

GIRDER RATING FACTOR SUMMARY:

HL-93

RFHL93.G.I min RFHL93.M.G.I RFHL93.V.G.I 0.48INVENTORY

HL-93 RFHL93.G.O min RFHL93.M.G.O RFHL93.V.G.O 0.62

OPERATING

Type 3 RFT3.G min RFT3.M.G RFT3.V.G 1.10

Type 3S2 RFT3S2.G min RFT3S2.M.G RFT3S2.V.G 1.21

Type 3-3 RFT33.G min RFT33.M.G RFT33.V.G 1.34

NRL RFNRL.G min RFNRL.M.G RFNRL.V.G 0.83

BRIDGE RATING FACTOR SUMMARY:

A summary of the rating factors for each superstructure element evaluated is shown below. The safe load capacity is given in tons. If the vehicle rating factor is greater than 1.0, then the vehicle weight rating is GVW*RF. If that condition is not satisfied, safe posting loads are calculated using equation {6A.8.3-1} from the Manual for Bridge Evaluation.{6A.8.3}

+ M ‐ M V M V

HL‐93 I 6.65 4.10 3.14 0.48 0.70

HL‐93 O 8.62 5.31 4.08 0.62 0.91

Type 3 16.86 10.38 7.97 1.10 1.50

Type 3S2 18.49 11.38 8.74 1.21 1.58

Type 3‐3 17.91 11.03 8.47 1.34 2.03

NRL 16.86 10.38 7.97 0.83 1.19

Summary

HL‐93 I 0.48 36 ‐

HL‐93 O 0.62 25 ‐

Type 3 1.10 25 27.6

Type 3S2 1.21 36 43.5

Type 3‐3 1.34 40 53.5

NRL 0.83 40 30.1

Safe Load

Capacity

Vehicle

Vehicle RF

GVW

(tons)

Glulam Deck

STRENGTH I

Sawn Girder

STRENGTH I

Safe Load Capacity: {6A.8.3-1}

RF GVW RF 1.0if

GVW

0.7 RF 0.3( ) RF 1.0if

Sheridan Creek Load Rating.xmcd 17 of 17 Rated: JWR

Visual Analysis Results – Glulam Deck

DJ & A, P.C.

Jake Roske

F:\6839 WFLHD Yale-Kilgore Road\Design\...\Glulam Deck - Sheridan Creek Bridge.vap Thursday, November 7, 2019 10:22 AM

VisualAnalysis 18.00.0006, Advanced www.iesweb.com

F:\6839 WFLHD Yale-Kilgore Road\Design\...\Glulam Deck - Sheridan Creek Bridge.vap Thursday, November 7, 2019 10:22 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\...\Glulam Deck - Sheridan Creek Bridge.vap Thursday, November 7, 2019 10:22 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\...\Glulam Deck - Sheridan Creek Bridge.vap Thursday, November 7, 2019 10:22 AM

VisualAnalysis 18.00.0006, Advanced

Visual Analysis Results – Live Load

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced

F:\6839 WFLHD Yale-Kilgore Road\Design\Sheridan Creek Bridge Load Rating\Live Load - 22.5' Span.vap Thursday, November 7, 2019 10:25 AM

VisualAnalysis 18.00.0006, Advanced