Design Calculations - Port of Stockton

June 2020

for Port of Stockton

Fyffe Grade Separation

HDR Project No. 10133899

Fyffe Bridge

TABLE OF CONTENTS:

1 Introduction

1.1 General Information

1.2 General Notes, Plan and Elevation

2 Geometry

2.1 Superstructure Geometry

2.2 Substructure Geometry

2.3 Vertical Clearance

3 Superstructure Design

3.1 Girder Design

3.1.1 Girder Design Calculation

3.1.2 Girder Camber and Deflection

3.2 Deck Design

3.2.1 Stay-in-Place (SIP) Panel with Cast-in-Place (CIP) Deck Design

3.2.2 Deck Overhang Design

4 Substructure Design

4.1 Abutment Pile Loading and Lateral Analysis

4.2 Abutment Footing Design

4.3 Abutment Stem Wall Design

4.4 Abutment Backwall Design

4.5 Abutment Joint Width

4.6 Abutment Seat Width Design

4.7 Wingwall Design

4.8 Bearing Design

5 MSE Wall Design

6 Appendix

6.1 Appendix A Csi Models and Outputs

6.2 Appendix B Lpile Analysis

6.2.1 North Abutment Piles

6.2.2 South Abutment Piles

Fyffe Grade Separation CLIENT: Port of Stockton

HDR Project Number: 10133899

1 Introduction



Fyffe Bridge

1.1 General Information



Fyffe Bridge

Project: Port of Stockton Fyffe Grade Separation Computed: CL Date: 3/23/20

Subject: Design Calculations - Materials Checked: JC Date: 4/2/20

Task: Page: of:

Job #: NO:

MATERIALS

Precast Bridge Girder

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece

ksi kcf ksi ksi 1/ °F kcf ksi ksi

8.0 0.145 5,154 0.20 2,147 6.0E-06 0.155 10.4 5,876

Precast Deck

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


8.0 0.145 5,154 0.20 2,147 6.0E-06 0.155 10.4 5,876

Cast-in-Place Deck

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


5.0 0.145 4,074 0.20 1,698 6.0E-06 0.155 6.5 4,645

Approach Slab

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


4.0 0.145 3,644 0.20 1,518 6.0E-06 0.155 5.2 4,155

Abutment Wall / Wingwal

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


4.0 0.145 3,644 0.20 1,518 6.0E-06 0.155 5.2 4,155

Footing

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


4.0 0.145 3,644 0.20 1,518 6.0E-06 0.155 5.2 4,155

Structural Concrete



Task: Page: of:

Job #: NO:

Precast Pile

f'c

wc

(for E) E

Poisson

Ratio

Shear

Modulus

Thermal

Expansion

wc

(weight)

Expected

f'ce

Expected

Ece


5.0 0.145 4,074 0.20 1,698 6.0E-06 0.155 6.5 4,645

ASTM A706 Grade 60

Modulus of Elasticity, Es 29,000 ksi 29,000 ksi

Yield Strength, fy 60.0 ksi 80.0 ksi

Tensile Strength, fu 80.0 ksi 100.0 ksi

Expected Reinf Strength, fye 68.0 ksi 85.0 ksi

Expected Tensile Strength, fue 95.0 ksi 112.0 ksi

εy εye εsu εRsu εsh

#3 0.0021 0.0023 0.1200 0.0900 0.0150

#4 0.0021 0.0023 0.0000 0.0900 0.0150

#5 0.0021 0.0023 0.1200 0.0900 0.0150

#6 0.0021 0.0023 0.1200 0.0900 0.0150

#7 0.0021 0.0023 0.1200 0.0900 0.0150

#8 0.0021 0.0023 0.1200 0.0900 0.0150

#9 0.0021 0.0023 0.1200 0.0900 0.0125

#10 0.0021 0.0023 0.1200 0.0900 0.0115

#11 0.0021 0.0023 0.0900 0.0600 0.0115

#14 0.0021 0.0023 0.0900 0.0600 0.0075

#18 0.0021 0.0023 0.0900 0.0600 0.0050

Reinforcing Steel

Bar

Seismic Design Criteria (SDC 1.7) (Typical Bars)

Grade 60 Grade 80



Task: Page: of:

Job #: NO:

εy εye εsu εRsu εsh

#3 0.0028 0.0033 0.0950 0.0600 0.0074

#4 0.0028 0.0033 0.0950 0.0600 0.0074

#5 0.0028 0.0033 0.0950 0.0600 0.0074

#6 0.0028 0.0033 0.0950 0.0600 0.0074

#7 0.0028 0.0033 0.0950 0.0600 0.0074

#8 0.0028 0.0033 0.0950 0.0600 0.0074

#9 0.0028 0.0033 0.0950 0.0600 0.0074

#10 0.0028 0.0033 0.0950 0.0600 0.0074

#11 0.0028 0.0033 0.0950 0.0600 0.0074

#14 0.0028 0.0033 0.0950 0.0600 0.0074

#18 0.0028 0.0033 0.0950 0.0600 0.0074

ASTM A416 Grade 270

Modulus of Elasticity, Es 28,500 ksi

Yield Strength, fpy 243.0 ksi

Tensile Strength, fpu 270.0 ksi

Total United Weight of Soil, γtot 110.0 pcf

Internal Angle of Friction, 33.3 degrees

Cohesion 0.0 psf

Active Equivalent Fluid Pressure - Abutment 300.0 psf

Fully developed at - Abutment 0.3 H

Active Equivalent Fluid Pressure - Wingwall 170.0 psf

Fully developed at - Wingwall 0.3 H

Passive Equivalent Fluid Pressure, top 6 ft 300.0 pcf

Passive Equivalent Fluid Pressure, below 6 ft 145.0 pcf

Passive Development below OG Depth 1.0 ft

Total United Weight of Soil, γtot 125.0 pcf

Native Soil

Prestressing Strand

Retained Fill

Bar

Seismic Design Criteria (SDC 2.0) (Grade 80 Bars)

1.2 General Notes, Plan and Elevation



Fyffe Bridge

Project: Port of Stockton Fyffe Grade Separation Computed: JC Date: 6/1/20

Subject: Design Calculations Checked: CL Date: 6/1/20

Task: Design Loads Page: of:

Job #: NO:

DC DC1 Girder Self Weight 963 plf Each Girder

DC2 Concrete slab + Haunch 9417.44 plf Total

Concrete slab + Haunch 1177.18 plf Each girder

Slab 7789.94 plf

Haunch 1627.5 plf

DC3 Barrier + Raised Median + Chain Railing 1550.00 plf Total

Barrier + Raised Median + Chain Railing 193.75 plf Each Girder

Barrier 600 plf Each Side

Raised Median 300 plf

Railing 25 plf Each Side

DC4 Abutment Diaphragm(3.33ft THK) X2 96 kip 1 side

Abutment Diaphragm(3.33ft THK) 12 kip Each girder

Intermediate Diaphragm (8in THK) X1 32 kip

Intermediate Diaphragm (8in THK) X1 4 kip Each girder (point load @ mid span)

DW DW Waering Surface 2620.80 plf Total

Waering Surface 327.60 plf Each Girder

Wearing surface weight 35 psf

Thickness 2 in

LL + IM 4 Lanes HL-93 Details see "Girder" Tab

Lane load 0.64 klf

BR 25% of axle weight of the design truck 18 kip

5% of the design truck plus the lane load 7 kip

Controlling: 18 kip In Horizonal direction

2 lane load shear force 36 kip Shear force

6ft above the road way 108 k-ft Bending

Multipresence factor should be applied 216 k-ft 2 Lane loaded, multtpresence factor 1.0

2-direction braking force cancels out, so max. 2-lane counted for BR

WL & WS

Wind on superstructure per AASHTO, this bridge satisfies with the condition listed below, so use the values listed directly.

WS, t 50 psf Transverse

WS, l 12 psf Longitudinal

Close to abutment, should not cause

much moment to the girder




Job #: NO:

Wind Componets on Live load per AASHTO, this bridge satisfies with the condition listed below, so use the values listed directly.

WL, t 100 psf Transverse

WL, l 40 psf Longitudinal

EH & EV Will be developed later for substructure; need more civil info too

CR+SH Short 1-span bridge negligible

CE The curve starts almost at the end of bridge, so maybe negligible

TU&TG Will be calculated; most likely negligible & not incuded in combination

May need for gider seat design

EQ Will be checked again for a complete design; 1 span bridge, not sure how to approch




Job #: NO:

2 Geometry



Fyffe Bridge

2.1 Superstructure Geometry



Fyffe Bridge


Subject: Design Calculations - Geometry Checked: CL Date: 6/4/20

Task: Page: of:

Job #: NO:

GEOMETRY

Bridge Total Length (BB to EB) ft.

Bridge Deck Width (at Abutment 1) ft.

Bridge Deck Width (at Abutment 2) ft.

Bridge Deck Width (average) ft.

Bridge Girder Length ft.

Bridge Girder Type / Properties

Depth Wtop Wbottom Area Icg yb yt Sb St r

in. in. in. in.2

in.4

in. in. in.3

in.3

in.

55.125 47.25 29.50 925 373,350 28.4 26.7 13,153 13,966 20.0

Bridge Girder Weight lbs/ft.

Number of Girders

Girder Spacing, Centerline to Centerline, Min. ft.

Girder Spacing, Centerline to Centerline, Max. ft.

Girder Spacing, Centerline to Centerline, Average ft.

Deck Edge to the Centerline of Exterior Girder ft.

Deck Precast Panel Width, Max. in.

Deck Precast Panel Thickness in.

Typical Deck Thickness (total) in.

Deck Overhang Thickness in.

Haunch Thickness in.

Barrier Type / Weight Type 836 lbs/ft.

Raised Median Sizes / Weight 3' x 8" lbs/ft.

Chain Link Railing Weight lbs/ft.

Total Number of Lanes

Bridge skew angle degrees

9.70

74.88

10.05

4.00

8.00

8.50

600.0

300.0

25.0

4

31

Superstructure

8

9.35

4.05

82.74

3.50

113.16

113.16

CA BT55

963.0

71.60

78.16

2.2 Substructure Geometry



Fyffe Bridge


Subject: Design Calculations - Substructure Geometry Checked: JC Date: 5/6/20

Task: Page: of:

Job #: NO:

GEOMETRY

Abutment Wall Length ft.

Abutment Height, Total ft.

Abutment Stem Wall Thickness in.

Back Wall Height ft.

Back Wall Thickness in.

Centerline of Bearing to Centerline of Footing in.

Centerline of Back Wall to Centerline of Footing in.

Abutment Wall Length ft.

Abutment Height, Total ft.

Abutment Stem Wall Thickness in.

Back Wall Height ft.

Back Wall Thickness in.

Centerline of Bearing to Centerline of Footing in.

Centerline of Back Wall to Centerline of Footing in.

Pile Cap Length ft.

Pile Cap Width ft.

Pile Cap Thickness ft.

Centerline of Stem Wall to Centerline of Pile Cap in.

Soil Cover Depth ft.

Pile Cap Length ft.

Pile Cap Width ft.

Pile Cap Thickness ft.

Centerline of Stem Wall to Centerline of Pile Cap in.

Soil Cover Depth ft.5.00

13.00

3.50

0.00

Pile Cap - Abutment 2

35.00

42.00

7.00

12.00

0.00

-31.00

Pile Cap - Abutment 1

5.00

Wall - Abutment 1

71.60

35.00

42.00

Wall - Abutment 2

7.00

12.00

0.00

-31.00

101.00

95.17

13.00

3.50

0.00

78.16


Subject: Design Calculations - Substructure Geometry Checked: JC Date: 5/6/20

Task: Page: of:

Job #: NO:

GEOMETRY

Precast Square Concrete Pile Size in.

Total Number of Piles

Number of Rows of Piles

Pile Spacing, Centerline to Centerline (alignment direction) ft.

Pile Spacing, Centerline to Centerline (transverse to alignment) ft.

Edge of Footing to Centerline of Leading Pile (Bridge side) ft.

Edge of Footing to Centerline of Trailing Pile (Embankment side) ft.

Centerline of Stem Wall to Centerline of Leading Pile ft.

Centerline of Stem Wall to Centerline of Trailing Pile ft.

Centerline of Stem Wall to Centerline of Middle Row Pile ft.

Precast Square Concrete Pile Size in.

Total Number of Piles

Number of Rows of Piles

Pile Spacing, Centerline to Centerline (alignment direction) ft.

Pile Spacing, Centerline to Centerline (transverse to alignment) ft.

Edge of Footing to Centerline of Leading Pile (Bridge side) ft.

Edge of Footing to Centerline of Trailing Pile (Embankment side) ft.

Centerline of Stem Wall to Centerline of Leading Pile ft.

Centerline of Stem Wall to Centerline of Trailing Pile ft.

Centerline of Stem Wall to Centerline of Middle Row Pile ft.

Wingwall Width ft.

Wingwall Height ft.

Wingwall Thickness, Top in.

Wingwall Thickness, Bottom in.

Slab Width, Max ft.

Slab Length ft.

Slab Thickness in.

Fill Height ft.

Fill Weight ft.

35.00

5.00

Approach Slab

78.00

30.00

15.00

Retained Fill

15.00

Wingwall

35.00

12.00

12.00

5.00

5.00

5.00

51

3

Piles - Abutment 1

14.0

5.00

5.50

14.0

45

3

1.50

1.50

0.00

Piles - Abutment 2

0.00

1.50

5.00

5.00

5.50

1.50

3 Superstructure Design



Fyffe Bridge

3.1 Girder Design



Fyffe Bridge

3.1.1 Girder Design Calculation



Fyffe Bridge



Task: Girders A Design Page: of:

Job #: NO:

L, Bridge span length (ft) 113.16

Bridge Width (ft) Upper bound 78.16

Bridge Width (ft) Lower Bound 71.60

Bridge Width (ft) Average 74.88

Number of Lanes 4

m, Multipresent factor for LL 0.65

Nb, Number of Girder 8

S, Max Girder Spacing (ft) 10.05

Bridge Skew Angle (degree) 31

For the bridge girder:

f'ci at transfer (ksi) 6.7 AASHTO 5.4.2.3.1

f'c after 28 days (ksi) 8

E_ci (ksi) for girder @ transfer 4716

During the construction of the bridge, it is required to not interfere with train traffic,

thus, the bridge slab system is precast concrete panel in between girders, stitched with CIP Concrete.

Tendon diameter (in) 0.6

One strand area (in^2) 0.217

Debonding length (from end of beam to where bonding commence), ft

10

Girder Distribution factors for DL, LL moment, LL Shear

Type of deck CIP Concrete, Precast Concrete

Supporting Component Precast Concrete I or Bulb-tee section




Job #: NO:

Common Deck superstructure Table 4.6.2.2.1-1

Typical Cross section K Table 4.6.2.2.1-1

Live Load Distribution Factor for Moment in Interior Beams Table 4.6.2.2.2b-1

Rang of Applicability

S, spacing of beams, ϵ [ 3.5, 16] ft ✔

L, Span Length, ϵ [20,240] ft ✔

Nb, number of beams >=4 ✔

ts, depth of concrete slab ϵ [ 4.5, 12] in ✔

Depth of concrete slab, ts (in) 8.00

kg, longitudinal stiffness factor, ϵ [10^4 , 7x10^6] ✔

kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074

A, (non-composite) cross section area of girder (in^2) 925 Caltrans Design Aids, CA BT-55

I, (non-composite) inertia (in^4) 373,350 Caltrans Design Aids, CA BT-55

Yb, CG to bottom of girder (in) 28.4 Caltrans Design Aids, CA BT-55

D, girder height (in) 55.125 Caltrans Design Aids, CA BT-55




Job #: NO:

eg, dist. Btw CL of beam & CL of deck (in) 30.725

b_eff, deck effective width of girder (ft) 9.08




Job #: NO:

Per above table from AASHTO, the LL distribution factor for moment in Interior beams are calculated:

g_int, One design lane loaded: 0.52 lane / girder multiple presence factor included

g_int, Two or more lane loaded: 0.77 lane / girder per C4.6.2.2.2b




Job #: NO:

Per above table from AASHTO, the LL distribution factor for moment in exterior beams are calculated:

de, horizontal distance from CL of ext. web of ext. beam @ deck level, to int. edge of curb of traffic barrier

de (ft) 2.30

e=0.77+de/9.1 1.02

g_ext, one design lane loaded 0.53 lane/girder

g_ext, two or more design lane loaded 0.78 lane/girder

Considering the span length, it is very likley that cross frames & end diaphraagm will be necessary.




Job #: NO:

Per AASHTO C4.6.2.2.2d-1, exterior girders have higher load distribution factors due to cross frames

One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32

Adjust with 1.2 multiple presence factor 0.39

Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:

Three or more Lanes loaded:

NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68


Final design values for moment distribution factors :

Load Case Int. Girder (lane)

One lane 0.52 0.53

NA 0.39

2 lanes loaded NA 0.50


Design Value

Moment

Distribution 0.77 0.78

Max: 0.78

Ext. Girder (lane)

Moment Distribution factor

per Table 4.6.2.2.2 Two or more

lane

0.77

Note that AASHTO 4.6.2.2.2.e for skewed bridge provides reduction factors for live load distribution factors for momen in longitudinal

beams. However, CA amendment ignores reduction. Thus, no reduction applies for moment

Moment D.F. for ext. girder per

C4.6.2.2.2d-1

one lane loaded

0.78

Two values are close enough, use the

maximum value for all to be conservative.




Job #: NO:

LL distribution factor for Shear :

Per above table from AASHTO, the LL distribution factor for shear in Interior beams are calculated:






Job #: NO:

Per above table from AASHTO, the LL distribution factor for shear in exterior beams are calculated:

de (ft) 2.30

e=0.77+de/9.1 1.02

g_ext, one design lane loaded 0.53 lane/girder use same as ext one-lane for moment


Notes:

AASHTO 4.6.2.2.3 C-1 provides correction factors for live load distribution factors for support shear of the obtuse girder.

CA Amendment revised AASHTO Table 4.6.2.2.3c-1 with equations provide for exterior girder & first interior girder.




Job #: NO:

Design values for shear distribution factors (without skew correction factor)


One lane 0.76 NA

NA

NA 0.53

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98

Skew Correction factors for shear:

Ext. Girder (lane)

Shear Distribution factor per

Table 4.6.2.2.3a-1 Two or more

lane

0.96

one lane loaded

Two or more

lane

Shear D.F. for ext. girder per

C4.6.2.2.3b-1Two values are close enough, use the





Job #: NO:

The shear correction factors are applied between the point of support at the obtuse corner and mid-span.

May be decreased linearly to a value of 1.0 at mid-span.

Skew Factor 1.09

Design values for shear distribution factors@ obtuse angle


Design Value Shear D.F. 1.04 1.07 Max: 1.07

Ext. Girder (lane)



1.07




Job #: NO:

Moment Demands Calculations

One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 260 318 52 10 641 89 568

0.1L 11.3 555 678 112 23 1368 189 1211

0.2L 22.6 987 1206 198 45 2436 336 2152

0.3L 33.9 1295 1583 261 68 3206 440 2825

0.4L 45.3 1480 1809 298 91 3677 503 3228

0.5L 56.6 1541 1884 310 114 3849 524 3363

0.6L 67.9 1480 1809 298 91 3677 503 3228

0.7L 79.2 1295 1583 261 68 3206 440 2825

0.8L 90.5 987 1206 198 45 2436 336 2152

0.9L 101.8 555 678 112 23 1368 189 1211

dv 108.2 260 318 52 10 641 89 568

L 113.2 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft

LL+IM Use Caltrans Bridge Design Aids attached as following.

Span length Moment (k-ft) End Shear (kip)

110 3229 122.8

120 3652.4 126.7

113.2 3362.8 124.0

Lane Load included from Caltrans Table

2216

1688

M (k-ft) DC1 M (k-ft) DC2 M (k-ft) DC3

M (k-ft)

DC Total

M (k-ft)

DW

For Each Girder

(HL-93) LL+IM -M (k-f)

Min LL Distr.Fact

Length along

girder (ft)

2216

2532

2638

2532

0

0

0

0

0

0

0

0

1688

0

950

0

446

950

M (k-ft)

DC4

0

0

0

446

0

0




Job #: NO:

Moment Capacity Calculations@ Wet Concr. Deck Stage (NonComposite)

Note 1 Note 4 Note 3

0 0.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 5.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.1L 11.3 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.2L 22.6 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.3L 33.9 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.4L 45.3 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.5L 56.6 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.6L 67.9 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.7L 79.2 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.8L 90.5 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.9L 101.8 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 108.2 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

L 113.2 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.6" diameter tendons are used

Reference: AASHTO 2014 LRFD 7th Edition

Note 1: Note 4:

Note 2: Note 5:

Note 3: Note 6:

No.

Tendon at

10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Calcuated "c" to determine location of section

N.A.

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

c (in)

Action Type:

Nuetral axis

location

No.

Tendon at

8.75" From

Bot

dp(in) to

Girder top

Aps(in^2)




Job #: NO:

Moment Demands & Capacity Plots @ Wet Concrete Deck Stage

Note 2 Note 5 Note 6 Note 7 Note 8

0 0.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0

dv 5.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 723 8848 0.08

0.1L 11.3 0.68 0.58 268.9 8848 0.2105 1.00 8848 1542 8848 0.17

0.2L 22.6 0.82 0.70 268.7 10736 0.1743 1.00 10736 2741 10736 0.26

0.3L 33.9 0.89 0.76 268.6 11676 0.1605 1.00 11676 3597 11676 0.31

0.4L 45.3 0.89 0.76 268.6 11676 0.1605 1.00 11676 4111 11676 0.35

0.5L 56.6 0.89 0.76 268.6 11676 0.1605 1.00 11676 4282 11676 0.37

0.6L 67.9 0.89 0.76 268.6 11676 0.1605 1.00 11676 4111 11676 0.35

0.7L 79.2 0.89 0.76 268.6 11676 0.1605 1.00 11676 3597 11676 0.31

0.8L 90.5 0.82 0.70 268.7 10736 0.1743 1.00 10736 2741 10736 0.26

0.9L 101.8 0.68 0.58 268.9 8848 0.2105 1.00 8848 1542 8848 0.17

dv 108.2 0.68 0.58 268.9 8848 0.2105 1.00 8848 723 8848 0.08

L 113.2 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0.00

Note 7: Moment formula chosen depends on girder action type

Beta_1 =0.85 Per AASHTO 5.7.2.2

Value of k =0.28 Per Table C5.7.3.1.1.1

Note 8:

Length

along

girder

(ft)

a (in) f_ps(ksi) Mn(k-ft)Epslon_t

ξ_t

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)

Strength I φMn(k-ft) D/C

Update c (in)




Job #: NO:


Mu=1.25 DC1+1.25DC2

Controlling Combination to design girders:

Strength I 1.25 DC+1.5 DW

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)

Moment Plot along Span Length

Mu (k-ft) Strength I φMn(k-ft)




Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 260 318 52 10 641 89 1027

0.1L 11.3 555 678 112 23 1368 189 2189

0.2L 22.6 987 1206 198 45 2436 336 3892

0.3L 33.9 1295 1583 261 68 3206 440 5108

0.4L 45.3 1480 1809 298 91 3677 503 5838

0.5L 56.6 1541 1884 310 114 3849 524 6081

0.6L 67.9 1480 1809 298 91 3677 503 5838

0.7L 79.2 1295 1583 261 68 3206 440 5108

0.8L 90.5 987 1206 198 45 2436 336 3892

0.9L 101.8 555 678 112 23 1368 189 2189

dv 108.2 260 318 52 10 641 89 1027

L 113.2 0 0 0 0 0 0 0 0

806

0

1717 0

4579 0

4769 0

4579 0

4006 0

3052 0

0 0

806

Length along

girder (ft)

For Each Girder

(P-15) LL+IM -M (k-f)

M (k-ft) DC1 M (k-ft) DC2 One lane Distr.Fact Min LL M (k-ft) DC3

M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW

0

1717 0

3052 0

4006 0




Job #: NO:

Moment Capacity Calculations@ Final Stage Stage

0 0.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 5.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.1L 11.3 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.2L 22.6 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.3L 33.9 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.4L 45.3 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.5L 56.6 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.6L 67.9 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.7L 79.2 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.8L 90.5 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.9L 101.8 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 108.2 8 8 8 6 4 2 2 8 56.16 8.25 5.50

L 113.2 8 8 8 6 4 2 2 8 56.16 8.25 5.50

Considering the concrete deck is acting compositely with the CA BT 55 girders.

Also Conservatively igore the precast concrete panel's composite concrete reaction, due to lack of friction btw the panel surface.

c (in) No.

Tendon at

10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

dp(in) to

Deck top

Aps(in^2)Composite

Deck THK

(in)




Job #: NO:

Moment Demands & Capacity Plots @ Final Stage

0 0.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 5.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.1L 11.3 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.2L 22.6 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.3L 33.9 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.4L 45.3 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.5L 56.6 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.6L 67.9 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.7L 79.2 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.8L 90.5 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.9L 101.8 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 108.2 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

L 113.2 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in)

Length

along

girder

(ft)

f_ps(ksi) Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)




Job #: NO:


0 0.0 0 0 9713 0 0.00

dv 5.0 1714 2022 9713 0.18 0.21

0.1L 11.3 3654 4311 9713 0.38 0.44

0.2L 22.6 6503 7670 11634 0.56 0.66

0.3L 33.9 8546 10077 12573 0.68 0.80

0.4L 45.3 9783 11533 12573 0.78 0.92

0.5L 56.6 10214 12037 12573 0.81 0.96

0.6L 67.9 9783 11533 12573 0.78 0.92

0.7L 79.2 8546 10077 12573 0.68 0.80

0.8L 90.5 6503 7670 11634 0.56 0.66

0.9L 101.8 3654 4311 9713 0.38 0.44

dv 108.2 1714 2022 9713 0.18 0.21

L 113.2 0 0 9713 0.00 0.00

Strength I 1.25 DC+1.5 DW+1.75 LL

Strength II 1.25 DC+1.5 DW+1.35 LL-permit

17

Mu (k-ft)

Strength I

Mu (k-ft)

Strength II φMn(k-ft)

For Each Girder

D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)


Mu (k-ft) Strength I

φMn(k-ft)

Mu (k-ft) Strength II



Task: Girders Stress Page: of:

Job #: NO:

For the stress calc, negative stress is tensile stress; positive stress is compressive stress.

Stress Calculations @ Transfer Stage

Tendons f_pu (ksi) 270

Tendon f_pbt (ksi) 202.5 (AASHTO Table 5.9.3.1)

Tendon E_ps (ksi) 28,500

Girder Concrete E_pc (ksi) 5,154

n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963

CA BT 55, Yt, CG to Top (in) 26.70

CA BT 55, Yb, CG to Bot (in) 28.40

CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4

Transfer length l_t =60*db (in) 36




Job #: NO:

Stress Calculations @ Transfer Stage* debond included

Note 1 Note 2 Note 3 Note 4 Note 5 Note 6

0 0.0 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

1.0 8 8 8 6 4 2 2 8.25 48.16 21.46 648 19 183 ok 504

2.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1285 19 184 ok 1009

3.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1910 19 184 ok 1515

dv 5.0 8 8 8 6 4 2 2 8.25 48.16 21.46 3125 18 184 ok 1518

0.1L 11.3 8 8 8 6 4 2 2 8.25 48.16 21.46 6659 17 185 ok 1526

13.0 8 8 8 6 4 2 2 8.25 48.16 21.46 7523 17 185 ok 1528

14.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8021 21 182 ok 1603

15.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8508 21 182 ok 1709

16.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8982 21 182 ok 1816

0.2L 22.6 10 10 10 8 4 2 2 9.98 48.38 21.68 11826 20 183 ok 1824

28.0 10 10 10 8 4 2 2 9.98 48.38 21.68 13778 19 183 ok 1829

29.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14102 21 181 ok 1864

30.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14415 21 182 ok 1917

31.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14716 21 182 ok 1971

0.3L 33.9 10 12 12 8 4 2 2 10.85 48.46 21.76 15538 21 182 ok 1973

0.4L 45.3 10 12 12 8 4 2 2 10.85 48.46 21.76 17757 20 183 ok 1980

0.5L 56.6 10 12 12 8 4 2 2 10.85 48.46 21.76 18497 20 183 ok 1982

0.6L 67.9 10 12 12 8 4 2 2 10.85 48.46 21.76 17757 20 183 ok 1980

0.7L 79.2 10 12 12 8 4 2 2 10.85 48.46 21.76 15538 21 182 ok 1973

82.2 10 12 12 8 4 2 2 10.85 48.46 21.76 14716 21 182 ok 1971

83.2 10 12 12 8 4 2 2 10.85 48.46 21.76 14415 21 182 ok 1917

84.2 10 12 12 8 4 2 2 10.85 48.46 21.76 14102 21 181 ok 1864

85.2 10 10 10 8 4 2 2 9.98 48.38 21.68 13778 19 183 ok 1829

0.8L 90.5 10 10 10 8 4 2 2 9.98 48.38 21.68 11838 20 183 ok 1824

97.2 10 10 10 8 4 2 2 9.98 48.38 21.68 8982 21 182 ok 1816

98.2 10 10 10 8 4 2 2 9.98 48.38 21.68 8508 21 182 ok 1709

99.2 10 10 10 8 4 2 2 9.98 48.38 21.68 8021 21 182 ok 1603

100.2 8 8 8 6 4 2 2 8.25 48.16 21.46 7523 17 185 ok 1528

0.9L 101.8 8 8 8 6 4 2 2 8.25 48.16 21.46 6659 17 185 ok 1526

dv 108.2 8 8 8 6 4 2 2 8.25 48.16 21.46 3125 18 184 ok 1518

110.2 8 8 8 6 4 2 2 8.25 48.16 21.46 1910 19 184 ok 1515

111.2 8 8 8 6 4 2 2 8.25 48.16 21.46 1285 19 184 ok 1009

112.2 8 8 8 6 4 2 2 8.25 48.16 21.46 648 19 183 ok 504

L 113.2 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

f_pi

(ksi)

Stress limit

for tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

Length along

girder (ft) No. Tendon

at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Mg (kip-

in) Girder

Self

Weight

Δf_pES

(ksi)No. Tendon

at 8.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)




Job #: NO:

Note 1: Eccencity equal to value of Y_p minus YtNote 2: Mg is the moment caused by the self weight of the girder+ Concrete deck

Note 4:

Note 3:

Note 5: fpy assumes to be 0.9fpu; Table 5.9.3-1 AASHTO

Note 7: Top fiber concr gider stress=P/A-P*e/(I/Yt)+Mg/(I/Yb) (+ is compression, - is tension)

Note 9:

Note 6: Jakcing force @ transfer taken as f_pi multiplies Aps (Total area of tendons)

Note 8: Bot. fiber concr gider stress=P/A+P*e/(I/Yt)-Mg/(I/Yb) (+ is cpmpression, - is tension )

Note 10:

Girder top bars: #4 Total of 6, 0.2x6=1.2in^2

f_pi is the value of f_pbt minus Δf_pES. Per AASHTO C5.9.5.2.3a, if the transformed

section properties are used, the Δf_pES should not be inlcuded in the prestressing force.

In this case, jacking force is calcuated as f_pbt minus short term elastic shortening loss,

and so the Gorss section properties of the concrete girder are used.




Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Jakcing force @transfer, Pji (kip)




Job #: NO:


Note 7 Note 8 Note 9 Note 10

0 0.0 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

1.0 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

2.0 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

3.0 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

dv 5.0 -0.47 3.88 4.36 -0.62 0.00 0.75 0.89 0.00

0.1L 11.3 -0.22 3.64 4.36 -0.62 0.00 0.35 0.83 0.00

13.0 -0.16 3.58 4.36 -0.62 0.00 0.25 0.82 0.00

14.0 -0.18 3.77 4.36 -0.62 0.00 0.29 0.86 0.00

15.0 -0.19 4.02 4.36 -0.62 0.00 0.31 0.92 0.00

16.0 -0.21 4.27 4.36 -0.62 0.00 0.34 0.98 0.00

0.2L 22.6 -0.01 4.08 4.36 -0.62 0.00 0.02 0.94 0.00

28.0 0.13 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

29.0 0.12 4.03 4.36 -0.62 0.03 0.00 0.92 0.00

30.0 0.12 4.15 4.36 -0.62 0.03 0.00 0.95 0.00

31.0 0.12 4.27 4.36 -0.62 0.03 0.00 0.98 0.00

0.3L 33.9 0.17 4.22 4.36 -0.62 0.04 0.00 0.97 0.00

0.4L 45.3 0.33 4.07 4.36 -0.62 0.08 0.00 0.93 0.00

0.5L 56.6 0.38 4.02 4.36 -0.62 0.09 0.00 0.92 0.00

0.6L 67.9 0.33 4.07 4.36 -0.62 0.08 0.00 0.93 0.00

0.7L 79.2 0.17 4.22 4.36 -0.62 0.04 0.00 0.97 0.00

82.2 0.12 4.27 4.36 -0.62 0.03 0.00 0.98 0.00

83.2 0.12 4.15 4.36 -0.62 0.03 0.00 0.95 0.00

84.2 0.12 4.03 4.36 -0.62 0.03 0.00 0.92 0.00

85.2 0.13 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

0.8L 90.5 -0.01 4.08 4.36 -0.62 0.00 0.01 0.94 0.00

97.2 -0.21 4.27 4.36 -0.62 0.00 0.34 0.98 0.00

98.2 -0.19 4.02 4.36 -0.62 0.00 0.31 0.92 0.00

99.2 -0.18 3.77 4.36 -0.62 0.00 0.29 0.86 0.00

100.2 -0.16 3.58 4.36 -0.62 0.00 0.25 0.82 0.00

0.9L 101.8 -0.22 3.64 4.36 -0.62 0.00 0.35 0.83 0.00

dv 108.2 -0.47 3.88 4.36 -0.62 0.00 0.75 0.89 0.00

110.2 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

111.2 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

112.2 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

L 113.2 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

Max: 0.09 0.89 0.98 0.00

Length

along

girder (ft)

(comp limit

0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top

(ksi)f_bot (ksi)

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

f_top f_bot

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )



Task: Girders A Stress Page: of:

Job #: NO:




Tendon f_pbt (ksi) 203 (AASHTO Table 5.9.3.1)

Tendon E_ps (ksi) 28500

Girder Concrete E_pc (ksi) 5154

n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 1

CA BT 55, Yt, CG to Top (in) 27

CA BT 55, Yb, CG to Bot (in) 28

CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:

Stress Calculations @ PS + Perm load condition Transformed seciton properties

Note 1 Note 2 Note 3 Note 4 Note 5 Note 6 Note 7 Note 8

0 0.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

1.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

2.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

3.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 5.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.1L 11.3 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

13.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

14.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

15.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

16.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.2L 22.6 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

28.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

29.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

30.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

31.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.3L 33.9 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.4L 45.3 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.5L 56.6 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.6L 67.9 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.7L 79.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

82.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

83.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

84.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

85.2 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.8L 90.5 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

97.2 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

98.2 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

99.2 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

100.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.9L 101.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 108.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

110.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

111.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

112.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

L 113.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)

Total

Aps*(n-

1)+Ag

(in^2)

ƩAi*Y_i

(in^3)

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)Ig (in^4)




Job #: NO:

Note 1: Ignore moment of inertia I from prestrssing tendons, since it is too small compared to that of precast concrete Girder.

Note 2: Summation of tranformed strands area times CG of strands, and area of precast concrete girder times CG of the girder.

Note 3: Values of Note 2 divide by the total area of the transformed section to determine CG of the tranformed section (from top of the section)

Note 4: CG of the tranformed seciton (from bottom of the section)

Note 5:

Note 6: I_final =Ig + values at Note 5

Note 7: Transformed section modulus from top of seciton is I_final divide by Transformed Y_ttop

Note 8: Transformed section modulus from bottom of seciton is I_final divide by Transformed Y_tbot

Summation of tranformed area of strands times squrea of CG differenec between strands and the entire tranformed section, plus such value for

precast concrete girder component.




Job #: NO:

Stress Calculations @ PS + Perm load condition * debond included


0 0.0 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

1.0 21 22 181 496 1440 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

2.0 21 22 181 993 2855 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

3.0 21 22 181 1489 4244 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

dv 5.0 21 22 181 1489 6944 -0.13 3.23 3.60 -0.54 0.00 0.25 0.90 0.00

0.1L 11.3 21 22 181 1489 14799 0.42 2.67 3.60 -0.54 0.12 0.00 0.74 0.00

13.0 21 22 181 1489 16720 0.56 2.54 3.60 -0.54 0.16 0.00 0.71 0.00

14.0 21 24 178 1572 17827 0.59 2.64 3.60 -0.54 0.16 0.00 0.73 0.00

15.0 21 24 178 1675 18907 0.62 2.82 3.60 -0.54 0.17 0.00 0.78 0.00

16.0 21 24 178 1778 19962 0.65 3.00 3.60 -0.54 0.18 0.00 0.83 0.00

0.2L 22.6 21 24 178 1778 26281 1.10 2.56 3.60 -0.54 0.30 0.00 0.71 0.00

28.0 21 24 178 1778 30619 1.40 2.26 3.60 -0.54 0.39 0.00 0.63 0.00

29.0 21 26 177 1817 31340 1.43 2.29 3.60 -0.54 0.40 0.00 0.64 0.00

30.0 21 26 177 1868 32036 1.46 2.37 3.60 -0.54 0.40 0.00 0.66 0.00

31.0 21 26 177 1919 32706 1.48 2.45 3.60 -0.54 0.41 0.00 0.68 0.00

0.3L 33.9 21 26 177 1919 34531 1.61 2.32 3.60 -0.54 0.45 0.00 0.65 0.00

0.4L 45.3 21 26 177 1919 39464 1.96 1.98 3.60 -0.54 0.54 0.00 0.55 0.00

0.5L 56.6 21 26 177 1919 41108 2.07 1.87 3.60 -0.54 0.58 0.00 0.52 0.00

0.6L 67.9 21 26 177 1919 39464 1.96 1.98 3.60 -0.54 0.54 0.00 0.55 0.00

0.7L 79.2 21 26 177 1919 34531 1.61 2.32 3.60 -0.54 0.45 0.00 0.65 0.00

82.2 21 26 177 1919 32706 1.48 2.45 3.60 -0.54 0.41 0.00 0.68 0.00

83.2 21 26 177 1868 32036 1.46 2.37 3.60 -0.54 0.40 0.00 0.66 0.00

84.2 21 26 177 1817 31340 1.43 2.29 3.60 -0.54 0.40 0.00 0.64 0.00

85.2 21 24 178 1778 30619 1.40 2.26 3.60 -0.54 0.39 0.00 0.63 0.00

0.8L 90.5 21 24 178 1778 26309 1.10 2.56 3.60 -0.54 0.31 0.00 0.71 0.00

97.2 21 24 178 1778 19962 0.65 3.00 3.60 -0.54 0.18 0.00 0.83 0.00

98.2 21 24 178 1675 18907 0.62 2.82 3.60 -0.54 0.17 0.00 0.78 0.00

99.2 21 24 178 1572 17827 0.59 2.64 3.60 -0.54 0.16 0.00 0.73 0.00

100.2 21 22 181 1489 16720 0.56 2.54 3.60 -0.54 0.16 0.00 0.71 0.00

0.9L 101.8 21 22 181 1489 14799 0.42 2.67 3.60 -0.54 0.12 0.00 0.74 0.00

dv 108.2 21 22 181 1489 6944 -0.13 3.23 3.60 -0.54 0.00 0.25 0.90 0.00

110.2 21 22 181 1489 4244 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

111.2 21 22 181 993 2855 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

112.2 21 22 181 496 1440 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

L 113.2 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

Max: 0.58 0.60 0.95 0.00

PS+ Perm (DC1+DC2)

Length

along

girder

(ft)

e (in)Δf_pLT

(ksi)

Moment

demands

DC1+DC2

(kip-in)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

f_top

(ksi)fpe (ksi) Pf (kiP)

f_bot

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

f_Bot

(ksi)




Job #: NO:

Note 9: Eccentricity of the seciton is Y_p(in) from girder top subtracted by Transformed Y_ttop

Note 10

Note 11 fpe is stress at transfer minus long term loss Δf_pLT

Note 12 Prestressing force Pf, is fpe times area of the prestressing tendons, Aps.

Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8

Girder f'ci (ksi) 6.7

Deck Concrete E_c (ksi) 4,074


n= E_c/E_pc 0.79

CIP Deck f'c (ksi) 5

Deck effective width (ft) 9.08


Precast panel thickness (in) 3.50

Tranformed deck area (in^2) 768.74 (based on Ec of 8ksi concrete)

Tranformed effective deck width (in) 96.093 (based on Ec of 8ksi concrete)





Job #: NO:

Stress Calculations @ Service, composite section properties include the Deck Slab

Note 1

0 0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

1 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

3 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 5 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.1L 11 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

13 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

14 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

15 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

16 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.2L 23 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

28 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

29 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

30 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

31 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.3L 34 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.4L 45 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.5L 57 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.6L 68 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.7L 79 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

82 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

83 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

84 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

85 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.8L 91 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

97 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

98 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

99 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

100 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.9L 102 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 108 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

110 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

111 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

112 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

L 113 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)I_tg(in^4)

Transformed

Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

From PS+Perm stress calc

Length

along

girder (ft)

A_deck+A

ps*(n'-

1)+Ag

(in^2)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTope (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)




Job #: NO:


* debond included Note 2 Note 3 Note 4

0 0.0 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1440 351 24 1109 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

2.0 2855 695 48 2198 -0.16 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

3.0 4244 1034 72 3268 -0.25 3.20 4.80 -0.54 0.00 0.46 0.67 0.00

dv 5.0 6944 1692 120 5347 -0.01 2.86 4.80 -0.54 0.00 0.02 0.60 0.00

0.1L 11.3 14799 3605 272 11395 0.68 1.89 4.80 -0.54 0.14 0.00 0.39 0.00

13.0 16720 4073 313 12874 0.85 1.66 4.80 -0.54 0.18 0.00 0.35 0.00

14.0 17827 4343 337 13726 0.89 1.72 4.80 -0.54 0.19 0.00 0.36 0.00

15.0 18907 4606 361 14558 0.94 1.84 4.80 -0.54 0.20 0.00 0.38 0.00

16.0 19962 4863 385 15370 0.99 1.97 4.80 -0.54 0.21 0.00 0.41 0.00

0.2L 22.6 26281 6402 544 20236 1.55 1.20 4.80 -0.54 0.32 0.00 0.25 0.00

28.0 30619 7459 674 23576 1.93 0.67 4.80 -0.54 0.40 0.00 0.14 0.00

29.0 31340 7635 698 24131 1.97 0.68 4.80 -0.54 0.41 0.00 0.14 0.00

30.0 32036 7804 722 24667 2.01 0.72 4.80 -0.54 0.42 0.00 0.15 0.00

31.0 32706 7967 746 25183 2.04 0.76 4.80 -0.54 0.43 0.00 0.16 0.00

0.3L 33.9 34531 8412 817 26588 2.20 0.54 4.80 -0.54 0.46 0.00 0.11 0.00

0.4L 45.3 39464 9613 1090 30386 2.64 -0.06 4.80 -0.54 0.55 0.00 0.00 0.12

0.5L 56.6 41108 10014 1362 31652 2.79 -0.28 4.80 -0.54 0.58 0.00 0.00 0.51

0.6L 67.9 39464 9613 1090 30386 2.64 -0.06 4.80 -0.54 0.55 0.00 0.00 0.12

0.7L 79.2 34531 8412 817 26588 2.20 0.54 4.80 -0.54 0.46 0.00 0.11 0.00

82.2 32706 7967 746 25183 2.04 0.76 4.80 -0.54 0.43 0.00 0.16 0.00

83.2 32036 7804 722 24667 2.01 0.72 4.80 -0.54 0.42 0.00 0.15 0.00

84.2 31340 7635 698 24131 1.97 0.68 4.80 -0.54 0.41 0.00 0.14 0.00

85.2 30619 7459 674 23576 1.93 0.67 4.80 -0.54 0.40 0.00 0.14 0.00

0.8L 90.5 26309 6409 545 20257 1.55 1.19 4.80 -0.54 0.32 0.00 0.25 0.00

97.2 19962 4863 385 15370 0.99 1.97 4.80 -0.54 0.21 0.00 0.41 0.00

98.2 18907 4606 361 14558 0.94 1.84 4.80 -0.54 0.20 0.00 0.38 0.00

99.2 17827 4343 337 13726 0.89 1.72 4.80 -0.54 0.19 0.00 0.36 0.00

100.2 16720 4073 313 12874 0.85 1.66 4.80 -0.54 0.18 0.00 0.35 0.00

0.9L 101.8 14799 3605 272 11395 0.68 1.89 4.80 -0.54 0.14 0.00 0.39 0.00

dv 108.2 6944 1692 120 5347 -0.01 2.86 4.80 -0.54 0.00 0.02 0.60 0.00

110.2 4244 1034 72 3268 -0.25 3.20 4.80 -0.54 0.00 0.46 0.67 0.00

111.2 2855 695 48 2198 -0.16 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

112.2 1440 351 24 1109 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

L 113.2 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.58 0.46 0.67 0.51

Tensile

Stress

limit (ksi)

D/C ratio

(comp limit)

f_top f_bot

Service I : PS+Perm+LL*(1+IM)

D/C

ratio(Ten

limit)

f_Bot (ksi)Compressive

Stress limit (ksi)

D/C

ratio(Ten

limit)

D/C ratio

(comp limit)

f_top (ksi)

Moment

demands

DC1+DC2

(kip-in)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Length

along

girder

(ft)

Moment

demands

LL(1+IM) (kip-

in)




Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4

Check the stress to top of girder, so section modulus of the composite section, is the I_comp / y_tg, and y_tg

is the distance from comp. nuetral axis to the top of the girder.




Job #: NO:

0 0.0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 887 -0.08 1.07 4.80 -0.54 0.00 0.16 0.22 0.00

2.0 1759 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

3.0 2614 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

dv 5.0 4278 -0.03 2.92 4.80 -0.54 0.00 0.06 0.61 0.00

0.1L 11.3 9116 0.64 2.01 4.80 -0.54 0.13 0.00 0.42 0.00

13.0 10299 0.80 1.79 4.80 -0.54 0.17 0.00 0.37 0.00

14.0 10981 0.85 1.85 4.80 -0.54 0.18 0.00 0.39 0.00

15.0 11646 0.90 1.99 4.80 -0.54 0.19 0.00 0.41 0.00

16.0 12296 0.94 2.12 4.80 -0.54 0.20 0.00 0.44 0.00

0.2L 22.6 16189 1.48 1.40 4.80 -0.54 0.31 0.00 0.29 0.00

28.0 18861 1.85 0.90 4.80 -0.54 0.39 0.00 0.19 0.00

29.0 19305 1.89 0.92 4.80 -0.54 0.39 0.00 0.19 0.00

30.0 19733 1.93 0.96 4.80 -0.54 0.40 0.00 0.20 0.00

31.0 20146 1.96 1.01 4.80 -0.54 0.41 0.00 0.21 0.00

0.3L 33.9 21270 2.12 0.80 4.80 -0.54 0.44 0.00 0.17 0.00

0.4L 45.3 24309 2.54 0.24 4.80 -0.54 0.53 0.00 0.05 0.00

0.5L 56.6 25322 2.68 0.04 4.80 -0.54 0.56 0.00 0.01 0.00

0.6L 67.9 24309 2.54 0.24 4.80 -0.54 0.53 0.00 0.05 0.00

0.7L 79.2 21270 2.12 0.80 4.80 -0.54 0.44 0.00 0.17 0.00

82.2 20146 1.96 1.01 4.80 -0.54 0.41 0.00 0.21 0.00

83.2 19733 1.93 0.96 4.80 -0.54 0.40 0.00 0.20 0.00

84.2 19305 1.89 0.92 4.80 -0.54 0.39 0.00 0.19 0.00

85.2 18861 1.85 0.90 4.80 -0.54 0.39 0.00 0.19 0.00

0.8L 90.5 16206 1.48 1.40 4.80 -0.54 0.31 0.00 0.29 0.00

97.2 12296 0.94 2.12 4.80 -0.54 0.20 0.00 0.44 0.00

98.2 11646 0.90 1.99 4.80 -0.54 0.19 0.00 0.41 0.00

99.2 10981 0.85 1.85 4.80 -0.54 0.18 0.00 0.39 0.00

100.2 10299 0.80 1.79 4.80 -0.54 0.17 0.00 0.37 0.00

0.9L 101.8 9116 0.64 2.01 4.80 -0.54 0.13 0.00 0.42 0.00

dv 108.2 4278 -0.03 2.92 4.80 -0.54 0.00 0.06 0.61 0.00

110.2 2614 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

111.2 1759 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

112.2 887 -0.08 1.07 4.80 -0.54 0.00 0.16 0.22 0.00

L 113.2 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.56 0.49 0.67 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)

Service III : PS+Perm+0.8*LL*(1+IM)




Job #: NO:

REQUIRED TOP REINFORCEMENT

0 0.0 -0.17 1.02 7.90 31.99 1.07 3

1.0 -0.18 1.32 6.70 28.88 0.96 3

2.0 -0.37 2.64 6.71 58.07 1.94 5

3.0 -0.55 3.97 6.73 87.57 2.92 7

dv 5.0 -0.47 3.88 5.90 64.93 2.16 5

0.1L 11.3 -0.22 3.64 3.10 15.86 0.53 2

13.0 -0.16 3.58 2.30 8.46 0.28 1

14.0 -0.18 3.77 2.49 10.47 0.35 1

15.0 -0.19 4.02 2.53 11.54 0.38 1

16.0 -0.21 4.27 2.57 12.71 0.42 1

0.2L 22.6 -0.01 4.08 0.13 0.03 0.00 1

28.0 0.13 3.95 0.00 0.00 0.00 0

29.0 0.12 4.03 0.00 0.00 0.00 0

30.0 0.12 4.15 0.00 0.00 0.00 0

31.0 0.12 4.27 0.00 0.00 0.00 0

0.3L 33.9 0.17 4.22 0.00 0.00 0.00 0

0.4L 45.3 0.33 4.07 0.00 0.00 0.00 0

0.5L 56.6 0.38 4.02 0.00 0.00 0.00 0

0.6L 67.9 0.33 4.07 0.00 0.00 0.00 0

0.7L 79.2 0.17 4.22 0.00 0.00 0.00 0

82.2 0.12 4.27 0.00 0.00 0.00 0

83.2 0.12 4.15 0.00 0.00 0.00 0

84.2 0.12 4.03 0.00 0.00 0.00 0

85.2 0.13 3.95 0.00 0.00 0.00 0

0.8L 90.5 -0.01 4.08 0.12 0.02 0.00 1

97.2 -0.21 4.27 2.57 12.71 0.42 1

98.2 -0.19 4.02 2.53 11.54 0.38 1

99.2 -0.18 3.77 2.49 10.47 0.35 1

100.2 -0.16 3.58 2.30 8.46 0.28 1

0.9L 101.8 -0.22 3.64 3.10 15.86 0.53 2

dv 108.2 -0.47 3.88 5.90 64.93 2.16 5

110.2 -0.55 3.97 6.73 87.57 2.92 7

111.2 -0.37 2.64 6.71 58.07 1.94 5

112.2 -0.18 1.32 6.70 28.88 0.96 3

L 113.2 -0.17 1.02 7.90 31.99 1.07 3

Length along

girder (ft) f_ci,top (ksi) f_ci,bot (ksi) x (in) T (kip) As (in^2)

# 6 rebars

(in^2)



Task: Girders B Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.53

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.53

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98



C4.6.2.2.3b-1

one lane loaded

Two or more

laneTwo values are close enough, use the


Ext. Girder (lane)



lane

0.96




Job #: NO:



Skew Factor 1.09





maximum value for all to be conservative.Ext. Girder (lane)

1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 259 317 52 10 639 88 567

0.1L 11.3 551 674 111 23 1359 188 1205

0.2L 22.6 980 1198 197 45 2420 333 2141

0.3L 33.8 1286 1572 259 68 3185 438 2811

0.4L 45.1 1470 1797 296 91 3653 500 3212

0.5L 56.4 1531 1872 308 113 3824 521 3346

0.6L 67.7 1470 1797 296 91 3653 500 3212

0.7L 78.9 1286 1572 259 68 3185 438 2811

0.8L 90.2 980 1198 197 45 2420 333 2141

0.9L 101.5 551 674 111 23 1359 188 1205

dv 107.8 259 317 52 10 639 88 567

L 112.8 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

112.8 3346.8 123.9


0 0

946 0

445 0

2206 0

1681 0

2627 0

2522 0

2206 0

2522 0

1681 0

Min LL

0 0

445 0

946 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 5.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.1L 11.3 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.2L 22.6 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.3L 33.8 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.4L 45.1 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.5L 56.4 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.6L 67.7 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.7L 78.9 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.8L 90.2 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.9L 101.5 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 107.8 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

L 112.8 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:

Note 3: Note 6:Calcuated "c" to determine location of section

N.A.

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0

dv 5.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 721 8848 0.08

0.1L 11.3 0.68 0.58 268.9 8848 0.2105 1.00 8848 1531 8848 0.17

0.2L 22.6 0.82 0.70 268.7 10736 0.1743 1.00 10736 2722 10736 0.25

0.3L 33.8 0.89 0.76 268.6 11676 0.1605 1.00 11676 3573 11676 0.31

0.4L 45.1 0.89 0.76 268.6 11676 0.1605 1.00 11676 4083 11676 0.35

0.5L 56.4 0.89 0.76 268.6 11676 0.1605 1.00 11676 4253 11676 0.36

0.6L 67.7 0.89 0.76 268.6 11676 0.1605 1.00 11676 4083 11676 0.35

0.7L 78.9 0.89 0.76 268.6 11676 0.1605 1.00 11676 3573 11676 0.31

0.8L 90.2 0.82 0.70 268.7 10736 0.1743 1.00 10736 2722 10736 0.25

0.9L 101.5 0.68 0.58 268.9 8848 0.2105 1.00 8848 1531 8848 0.17

dv 107.8 0.68 0.58 268.9 8848 0.2105 1.00 8848 721 8848 0.08

L 112.8 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)

Update c (in) a (in) f_ps(ksi) Mn(k-ft)Epslon_t

ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 259 317 52 10 639 88 1023

0.1L 11.3 551 674 111 23 1359 188 2172

0.2L 22.6 980 1198 197 45 2420 333 3862

0.3L 33.8 1286 1572 259 68 3185 438 5069

0.4L 45.1 1470 1797 296 91 3653 500 5793

0.5L 56.4 1531 1872 308 113 3824 521 6034

0.6L 67.7 1470 1797 296 91 3653 500 5793

0.7L 78.9 1286 1572 259 68 3185 438 5069

0.8L 90.2 980 1198 197 45 2420 333 3862

0.9L 101.5 551 674 111 23 1359 188 2172

dv 107.8 259 317 52 10 639 88 1023

L 112.8 0 0 0 0 0 0 0 0 0

3032 0

1705 0

803 0

4737 0

4547 0

3979 0

3032 0

3979 0

4547 0

Min LL

0 0

803 0

1705 0

Length along

girder (ft)M (k-ft) DC1 M (k-ft) DC2 M (k-ft) DC3

M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 5.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.1L 11.3 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.2L 22.6 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.3L 33.8 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.4L 45.1 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.5L 56.4 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.6L 67.7 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.7L 78.9 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.8L 90.2 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.9L 101.5 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 107.8 8 8 8 6 4 2 2 8 56.16 8.25 5.50

L 112.8 8 8 8 6 4 2 2 8 56.16 8.25 5.50



c (in) No.

Tendon at

10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Aps(in^2)

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 5.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.1L 11.3 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.2L 22.6 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.3L 33.8 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.4L 45.1 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.5L 56.4 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.6L 67.7 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.7L 78.9 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.8L 90.2 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.9L 101.5 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 107.8 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

L 112.8 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9713 0 0.00

dv 5.0 1710 2015 9713 0.18 0.21

0.1L 11.3 3634 4282 9713 0.37 0.44

0.2L 22.6 6467 7618 11634 0.56 0.65

0.3L 33.8 8499 10009 12573 0.68 0.80

0.4L 45.1 9729 11455 12573 0.77 0.91

0.5L 56.4 10158 11956 12573 0.81 0.95

0.6L 67.7 9729 11455 12573 0.77 0.91

0.7L 78.9 8499 10009 12573 0.68 0.80

0.8L 90.2 6467 7618 11634 0.56 0.65

0.9L 101.5 3634 4282 9713 0.37 0.44

dv 107.8 1710 2015 9713 0.18 0.21

L 112.8 0 0 9713 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders B Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:


* debond included


0 0.0 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

1.0 8 8 8 6 4 2 2 8.25 48.16 21.46 646 19 183 ok 504

2.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1280 19 184 ok 1009

3.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1903 19 184 ok 1515

dv 5.0 8 8 8 6 4 2 2 8.25 48.16 21.46 3114 18 184 ok 1518

0.1L 11.3 8 8 8 6 4 2 2 8.25 48.16 21.46 6614 17 185 ok 1526

13.0 8 8 8 6 4 2 2 8.25 48.16 21.46 7495 17 185 ok 1528

14.0 10 10 10 8 4 2 2 9.98 48.38 21.68 7991 21 182 ok 1603

15.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8475 21 182 ok 1709

16.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8947 21 182 ok 1816

0.2L 22.6 10 10 10 8 4 2 2 9.98 48.38 21.68 11759 20 183 ok 1824

28.0 10 10 10 8 4 2 2 9.98 48.38 21.68 13716 19 183 ok 1829

29.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14039 21 181 ok 1864

30.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14349 21 182 ok 1917

31.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14648 21 182 ok 1971

0.3L 33.8 10 12 12 8 4 2 2 10.85 48.46 21.76 15434 21 182 ok 1973

0.4L 45.1 10 12 12 8 4 2 2 10.85 48.46 21.76 17639 20 182 ok 1980

0.5L 56.4 10 12 12 8 4 2 2 10.85 48.46 21.76 18373 20 183 ok 1982

0.6L 67.7 10 12 12 8 4 2 2 10.85 48.46 21.76 17639 20 182 ok 1980

0.7L 78.9 10 12 12 8 4 2 2 10.85 48.46 21.76 15434 21 182 ok 1973

81.8 10 12 12 8 4 2 2 10.85 48.46 21.76 14648 21 182 ok 1971

82.8 10 12 12 8 4 2 2 10.85 48.46 21.76 14349 21 182 ok 1917

83.8 10 12 12 8 4 2 2 10.85 48.46 21.76 14039 21 181 ok 1864

84.8 10 10 10 8 4 2 2 9.98 48.38 21.68 13716 19 183 ok 1829

0.8L 90.2 10 10 10 8 4 2 2 9.98 48.38 21.68 11759 20 183 ok 1824

96.8 10 10 10 8 4 2 2 9.98 48.38 21.68 8947 21 182 ok 1816

97.8 10 10 10 8 4 2 2 9.98 48.38 21.68 8475 21 182 ok 1709

98.8 10 10 10 8 4 2 2 9.98 48.38 21.68 7991 21 182 ok 1603

99.8 8 8 8 6 4 2 2 8.25 48.16 21.46 7495 17 185 ok 1528

0.9L 101.5 8 8 8 6 4 2 2 8.25 48.16 21.46 6614 17 185 ok 1526

dv 108.2 8 8 8 6 4 2 2 8.25 48.16 21.46 2888 19 184 ok 1517

109.8 8 8 8 6 4 2 2 8.25 48.16 21.46 1903 19 184 ok 1515

110.8 8 8 8 6 4 2 2 8.25 48.16 21.46 1280 19 184 ok 1009

111.8 8 8 8 6 4 2 2 8.25 48.16 21.46 646 19 183 ok 504

L 112.8 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

1.0 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

2.0 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

3.0 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

dv 5.0 -0.47 3.88 4.36 -0.62 0.00 0.75 0.89 0.00

0.1L 11.3 -0.22 3.64 4.36 -0.62 0.00 0.35 0.84 0.00

13.0 -0.16 3.58 4.36 -0.62 0.00 0.25 0.82 0.00

14.0 -0.18 3.77 4.36 -0.62 0.00 0.29 0.87 0.00

15.0 -0.20 4.02 4.36 -0.62 0.00 0.31 0.92 0.00

16.0 -0.21 4.28 4.36 -0.62 0.00 0.34 0.98 0.00

0.2L 22.6 -0.01 4.08 4.36 -0.62 0.00 0.02 0.94 0.00

28.0 0.12 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

29.0 0.12 4.03 4.36 -0.62 0.03 0.00 0.93 0.00

30.0 0.12 4.15 4.36 -0.62 0.03 0.00 0.95 0.00

31.0 0.11 4.28 4.36 -0.62 0.03 0.00 0.98 0.00

0.3L 33.8 0.17 4.22 4.36 -0.62 0.04 0.00 0.97 0.00

0.4L 45.1 0.32 4.07 4.36 -0.62 0.07 0.00 0.94 0.00

0.5L 56.4 0.37 4.03 4.36 -0.62 0.09 0.00 0.92 0.00

0.6L 67.7 0.32 4.07 4.36 -0.62 0.07 0.00 0.94 0.00

0.7L 78.9 0.17 4.22 4.36 -0.62 0.04 0.00 0.97 0.00

81.8 0.11 4.28 4.36 -0.62 0.03 0.00 0.98 0.00

82.8 0.12 4.15 4.36 -0.62 0.03 0.00 0.95 0.00

83.8 0.12 4.03 4.36 -0.62 0.03 0.00 0.93 0.00

84.8 0.12 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

0.8L 90.2 -0.01 4.08 4.36 -0.62 0.00 0.02 0.94 0.00

96.8 -0.21 4.28 4.36 -0.62 0.00 0.34 0.98 0.00

97.8 -0.20 4.02 4.36 -0.62 0.00 0.31 0.92 0.00

98.8 -0.18 3.77 4.36 -0.62 0.00 0.29 0.87 0.00

99.8 -0.16 3.58 4.36 -0.62 0.00 0.25 0.82 0.00

0.9L 101.5 -0.22 3.64 4.36 -0.62 0.00 0.35 0.84 0.00

dv 108.2 -0.48 3.90 4.36 -0.62 0.00 0.78 0.90 0.00

109.8 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

110.8 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

111.8 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

L 112.8 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

Max: 0.09 0.89 0.98 0.00

f_bot (ksi) (comp limit

0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8.0

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:

Stress Calculations @ PS + Perm load condition

Transformed seciton properties


0 0.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

1.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

2.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

3.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 5.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.1L 11.3 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

13.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

14.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

15.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

16.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.2L 22.6 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

28.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

29.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

30.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

31.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.3L 33.8 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.4L 45.1 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.5L 56.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.6L 67.7 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.7L 78.9 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

81.8 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

82.8 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

83.8 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

84.8 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.8L 90.2 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

96.8 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

97.8 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

98.8 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

99.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.9L 101.5 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 108.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

109.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

110.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

111.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

L 112.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft)




Job #: NO:





Note 5:




Summation of tranformed area of strands times squrea of CG differenec between strands and the entire tranformed section, plus such value

for precast concrete girder component.




Job #: NO:

Stress Calculations @ PS + Perm load condition

* debond included


0 0.0 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

1.0 21 22 181 496 1435 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

2.0 21 22 181 993 2845 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

3.0 21 22 181 1489 4229 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

dv 5.0 21 22 181 1489 6920 -0.13 3.23 3.60 -0.54 0.00 0.25 0.90 0.00

0.1L 11.3 21 22 181 1489 14700 0.42 2.68 3.60 -0.54 0.12 0.00 0.74 0.00

13.0 21 22 181 1489 16657 0.55 2.54 3.60 -0.54 0.15 0.00 0.71 0.00

14.0 21 24 178 1572 17758 0.58 2.65 3.60 -0.54 0.16 0.00 0.73 0.00

15.0 21 24 178 1675 18834 0.62 2.83 3.60 -0.54 0.17 0.00 0.78 0.00

16.0 21 24 178 1778 19884 0.65 3.01 3.60 -0.54 0.18 0.00 0.84 0.00

0.2L 22.6 21 24 178 1778 26133 1.09 2.57 3.60 -0.54 0.30 0.00 0.71 0.00

28.0 21 24 178 1778 30483 1.39 2.27 3.60 -0.54 0.39 0.00 0.63 0.00

29.0 21 26 177 1817 31199 1.42 2.30 3.60 -0.54 0.39 0.00 0.64 0.00

30.0 21 26 177 1868 31890 1.45 2.38 3.60 -0.54 0.40 0.00 0.66 0.00

31.0 21 26 177 1919 32555 1.47 2.46 3.60 -0.54 0.41 0.00 0.68 0.00

0.3L 33.8 21 26 177 1919 34300 1.59 2.34 3.60 -0.54 0.44 0.00 0.65 0.00

0.4L 45.1 21 26 177 1919 39200 1.94 2.00 3.60 -0.54 0.54 0.00 0.56 0.00

0.5L 56.4 21 26 177 1919 40833 2.05 1.89 3.60 -0.54 0.57 0.00 0.52 0.00

0.6L 67.7 21 26 177 1919 39200 1.94 2.00 3.60 -0.54 0.54 0.00 0.56 0.00

0.7L 78.9 21 26 177 1919 34300 1.59 2.34 3.60 -0.54 0.44 0.00 0.65 0.00

81.8 21 26 177 1919 32555 1.47 2.46 3.60 -0.54 0.41 0.00 0.68 0.00

82.8 21 26 177 1868 31890 1.45 2.38 3.60 -0.54 0.40 0.00 0.66 0.00

83.8 21 26 177 1817 31199 1.42 2.30 3.60 -0.54 0.39 0.00 0.64 0.00

84.8 21 24 178 1778 30483 1.39 2.27 3.60 -0.54 0.39 0.00 0.63 0.00

0.8L 90.2 21 24 178 1778 26133 1.09 2.57 3.60 -0.54 0.30 0.00 0.71 0.00

96.8 21 24 178 1778 19884 0.65 3.01 3.60 -0.54 0.18 0.00 0.84 0.00

97.8 21 24 178 1675 18834 0.62 2.83 3.60 -0.54 0.17 0.00 0.78 0.00

98.8 21 24 178 1572 17758 0.58 2.65 3.60 -0.54 0.16 0.00 0.73 0.00

99.8 21 22 181 1489 16657 0.55 2.54 3.60 -0.54 0.15 0.00 0.71 0.00

0.9L 101.5 21 22 181 1489 14700 0.42 2.68 3.60 -0.54 0.12 0.00 0.74 0.00

dv 108.2 21 22 181 1489 6418 -0.17 3.27 3.60 -0.54 0.00 0.31 0.91 0.00

109.8 21 22 181 1489 4229 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

110.8 21 22 181 993 2845 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

111.8 21 22 181 496 1435 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

L 112.8 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

Max: 0.57 0.60 0.95 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

1.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

2.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

3.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 5.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.1L 11.3 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

13.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

14.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

15.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

16.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.2L 22.6 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

28.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

29.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

30.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

31.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.3L 33.8 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.4L 45.1 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.5L 56.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.6L 67.7 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.7L 78.9 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

81.8 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

82.8 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

83.8 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

84.8 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.8L 90.2 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

96.8 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

97.8 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

98.8 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

99.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.9L 101.5 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 108.2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

109.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

110.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

111.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

L 112.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

e (in)

Δf_pLT

(ksi)

fpe

(ksi) Pf (kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDeck

Top

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along girder

(ft)

I_tg(in^4)Transformed

Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1435 350 24 1108 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

2.0 2845 693 48 2196 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

3.0 4229 1030 72 3265 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

dv 5.0 6920 1686 120 5342 -0.01 2.87 4.80 -0.54 0.00 0.03 0.60 0.00

0.1L 11.3 14700 3581 272 11347 0.67 1.91 4.80 -0.54 0.14 0.00 0.40 0.00

13.0 16657 4058 313 12858 0.84 1.66 4.80 -0.54 0.18 0.00 0.35 0.00

14.0 17758 4326 337 13708 0.89 1.72 4.80 -0.54 0.19 0.00 0.36 0.00

15.0 18834 4588 361 14539 0.94 1.85 4.80 -0.54 0.20 0.00 0.38 0.00

16.0 19884 4844 385 15350 0.99 1.97 4.80 -0.54 0.21 0.00 0.41 0.00

0.2L 22.6 26133 6366 543 20173 1.54 1.21 4.80 -0.54 0.32 0.00 0.25 0.00

28.0 30483 7426 674 23531 1.92 0.68 4.80 -0.54 0.40 0.00 0.14 0.00

29.0 31199 7600 698 24084 1.96 0.69 4.80 -0.54 0.41 0.00 0.14 0.00

30.0 31890 7768 722 24617 2.00 0.73 4.80 -0.54 0.42 0.00 0.15 0.00

31.0 32555 7930 746 25130 2.03 0.78 4.80 -0.54 0.42 0.00 0.16 0.00

0.3L 33.8 34300 8356 815 26477 2.19 0.56 4.80 -0.54 0.46 0.00 0.12 0.00

0.4L 45.1 39200 9549 1086 30260 2.62 -0.04 4.80 -0.54 0.55 0.00 0.00 0.07

0.5L 56.4 40833 9947 1358 31521 2.76 -0.25 4.80 -0.54 0.58 0.00 0.00 0.46

0.6L 67.7 39200 9549 1086 30260 2.62 -0.04 4.80 -0.54 0.55 0.00 0.00 0.07

0.7L 78.9 34300 8356 815 26477 2.19 0.56 4.80 -0.54 0.46 0.00 0.12 0.00

81.8 32555 7930 746 25130 2.03 0.78 4.80 -0.54 0.42 0.00 0.16 0.00

82.8 31890 7768 722 24617 2.00 0.73 4.80 -0.54 0.42 0.00 0.15 0.00

83.8 31199 7600 698 24084 1.96 0.69 4.80 -0.54 0.41 0.00 0.14 0.00

84.8 30483 7426 674 23531 1.92 0.68 4.80 -0.54 0.40 0.00 0.14 0.00

0.8L 90.2 26133 6366 543 20173 1.54 1.21 4.80 -0.54 0.32 0.00 0.25 0.00

96.8 19884 4844 385 15350 0.99 1.97 4.80 -0.54 0.21 0.00 0.41 0.00

97.8 18834 4588 361 14539 0.94 1.85 4.80 -0.54 0.20 0.00 0.38 0.00

98.8 17758 4326 337 13708 0.89 1.72 4.80 -0.54 0.19 0.00 0.36 0.00

99.8 16657 4058 313 12858 0.84 1.66 4.80 -0.54 0.18 0.00 0.35 0.00

0.9L 101.5 14700 3581 272 11347 0.67 1.91 4.80 -0.54 0.14 0.00 0.40 0.00

dv 108.2 6418 1564 111 4955 -0.06 2.93 4.80 -0.54 0.00 0.11 0.61 0.00

109.8 4229 1030 72 3265 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

110.8 2845 693 48 2196 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

111.8 1435 350 24 1108 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

L 112.8 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.58 0.47 0.67 0.46

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)

f_top (ksi) f_Bot (ksi)Compressive

Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 886 -0.09 1.07 4.80 -0.54 0.00 0.16 0.22 0.00

2.0 1757 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

3.0 2612 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

dv 5.0 4274 -0.03 2.92 4.80 -0.54 0.00 0.06 0.61 0.00

0.1L 11.3 9078 0.63 2.02 4.80 -0.54 0.13 0.00 0.42 0.00

13.0 10286 0.80 1.79 4.80 -0.54 0.17 0.00 0.37 0.00

14.0 10967 0.84 1.86 4.80 -0.54 0.18 0.00 0.39 0.00

15.0 11631 0.89 1.99 4.80 -0.54 0.19 0.00 0.42 0.00

16.0 12280 0.94 2.13 4.80 -0.54 0.20 0.00 0.44 0.00

0.2L 22.6 16139 1.47 1.41 4.80 -0.54 0.31 0.00 0.29 0.00

28.0 18825 1.84 0.92 4.80 -0.54 0.38 0.00 0.19 0.00

29.0 19267 1.88 0.93 4.80 -0.54 0.39 0.00 0.19 0.00

30.0 19694 1.91 0.98 4.80 -0.54 0.40 0.00 0.20 0.00

31.0 20104 1.95 1.03 4.80 -0.54 0.41 0.00 0.21 0.00

0.3L 33.8 21182 2.10 0.83 4.80 -0.54 0.44 0.00 0.17 0.00

0.4L 45.1 24208 2.52 0.26 4.80 -0.54 0.52 0.00 0.06 0.00

0.5L 56.4 25217 2.66 0.07 4.80 -0.54 0.55 0.00 0.01 0.00

0.6L 67.7 24208 2.52 0.26 4.80 -0.54 0.52 0.00 0.06 0.00

0.7L 78.9 21182 2.10 0.83 4.80 -0.54 0.44 0.00 0.17 0.00

81.8 20104 1.95 1.03 4.80 -0.54 0.41 0.00 0.21 0.00

82.8 19694 1.91 0.98 4.80 -0.54 0.40 0.00 0.20 0.00

83.8 19267 1.88 0.93 4.80 -0.54 0.39 0.00 0.19 0.00

84.8 18825 1.84 0.92 4.80 -0.54 0.38 0.00 0.19 0.00

0.8L 90.2 16139 1.47 1.41 4.80 -0.54 0.31 0.00 0.29 0.00

96.8 12280 0.94 2.13 4.80 -0.54 0.20 0.00 0.44 0.00

97.8 11631 0.89 1.99 4.80 -0.54 0.19 0.00 0.42 0.00

98.8 10967 0.84 1.86 4.80 -0.54 0.18 0.00 0.39 0.00

99.8 10286 0.80 1.79 4.80 -0.54 0.17 0.00 0.37 0.00

0.9L 101.5 9078 0.63 2.02 4.80 -0.54 0.13 0.00 0.42 0.00

dv 108.2 3964 -0.08 2.98 4.80 -0.54 0.00 0.14 0.62 0.00

109.8 2612 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

110.8 1757 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

111.8 886 -0.09 1.07 4.80 -0.54 0.00 0.16 0.22 0.00

L 112.8 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.55 0.49 0.67 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 1.02 7.90 31.99 1.07 3

1.0 -0.18 1.32 6.70 28.92 0.96 3

2.0 -0.37 2.64 6.72 58.15 1.94 5

3.0 -0.55 3.97 6.73 87.70 2.92 7

dv 5.0 -0.47 3.88 5.91 65.12 2.17 5

0.1L 11.3 -0.22 3.64 3.14 16.29 0.54 2

13.0 -0.16 3.58 2.33 8.67 0.29 1

14.0 -0.18 3.77 2.52 10.71 0.36 1

15.0 -0.20 4.02 2.56 11.80 0.39 1

16.0 -0.21 4.28 2.60 13.00 0.43 1

0.2L 22.6 -0.01 4.08 0.19 0.06 0.00 1

28.0 0.12 3.95 0.00 0.00 0.00 0

29.0 0.12 4.03 0.00 0.00 0.00 0

30.0 0.12 4.15 0.00 0.00 0.00 0

31.0 0.11 4.28 0.00 0.00 0.00 0

0.3L 33.8 0.17 4.22 0.00 0.00 0.00 0

0.4L 45.1 0.32 4.07 0.00 0.00 0.00 0

0.5L 56.4 0.37 4.03 0.00 0.00 0.00 0

0.6L 67.7 0.32 4.07 0.00 0.00 0.00 0

0.7L 78.9 0.17 4.22 0.00 0.00 0.00 0

81.8 0.11 4.28 0.00 0.00 0.00 0

82.8 0.12 4.15 0.00 0.00 0.00 0

83.8 0.12 4.03 0.00 0.00 0.00 0

84.8 0.12 3.95 0.00 0.00 0.00 0

0.8L 90.2 -0.01 4.08 0.19 0.06 0.00 1

96.8 -0.21 4.28 2.60 13.00 0.43 1

97.8 -0.20 4.02 2.56 11.80 0.39 1

98.8 -0.18 3.77 2.52 10.71 0.36 1

99.8 -0.16 3.58 2.33 8.67 0.29 1

0.9L 101.5 -0.22 3.64 3.14 16.29 0.54 2

dv 108.2 -0.48 3.90 6.07 69.13 2.30 6

109.8 -0.55 3.97 6.73 87.70 2.92 7

110.8 -0.37 2.64 6.72 58.15 1.94 5

111.8 -0.18 1.32 6.70 28.92 0.96 3

L 112.8 -0.17 1.02 7.90 31.99 1.07 3

f_ci,top (ksi) f_ci,bot (ksi) x (in) T (kip) As (in^2)

# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders C Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.53

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.53

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98



C4.6.2.2.3b-1

one lane loaded

Two or more

laneTwo values are close enough, use the


Ext. Girder (lane)



lane

0.96




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 259 316 52 10 637 88 566

0.1L 11.2 547 669 110 23 1349 186 1198

0.2L 22.5 973 1189 196 45 2403 331 2131

0.3L 33.7 1277 1561 257 68 3162 434 2796

0.4L 45.0 1459 1784 294 90 3627 496 3196

0.5L 56.2 1520 1858 306 113 3797 517 3329

0.6L 67.4 1459 1784 294 90 3627 496 3196

0.7L 78.7 1277 1561 257 68 3162 434 2796

0.8L 89.9 973 1189 196 45 2403 331 2131

0.9L 101.1 547 669 110 23 1349 186 1198

dv 107.4 259 316 52 10 637 88 566

L 112.4 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

112.4 3329.6 123.7


0 0

942 0

445 0

2197 0

1674 0

2616 0

2511 0

2197 0

2511 0

1674 0

Min LL

0 0

445 0

942 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 5.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.1L 11.2 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.2L 22.5 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.3L 33.7 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.4L 45.0 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.5L 56.2 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.6L 67.4 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.7L 78.7 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.8L 89.9 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.9L 101.1 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 107.4 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

L 112.4 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0

dv 5.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 718 8848 0.08

0.1L 11.2 0.68 0.58 268.9 8848 0.2105 1.00 8848 1520 8848 0.17

0.2L 22.5 0.82 0.70 268.7 10736 0.1743 1.00 10736 2703 10736 0.25

0.3L 33.7 0.89 0.76 268.6 11676 0.1605 1.00 11676 3547 11676 0.30

0.4L 45.0 0.89 0.76 268.6 11676 0.1605 1.00 11676 4054 11676 0.35

0.5L 56.2 0.89 0.76 268.6 11676 0.1605 1.00 11676 4223 11676 0.36

0.6L 67.4 0.89 0.76 268.6 11676 0.1605 1.00 11676 4054 11676 0.35

0.7L 78.7 0.89 0.76 268.6 11676 0.1605 1.00 11676 3547 11676 0.30

0.8L 89.9 0.82 0.70 268.7 10736 0.1743 1.00 10736 2703 10736 0.25

0.9L 101.1 0.68 0.58 268.9 8848 0.2105 1.00 8848 1520 8848 0.17

dv 107.4 0.68 0.58 268.9 8848 0.2105 1.00 8848 718 8848 0.08

L 112.4 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 259 316 52 10 637 88 1018

0.1L 11.2 547 669 110 23 1349 186 2155

0.2L 22.5 973 1189 196 45 2403 331 3832

0.3L 33.7 1277 1561 257 68 3162 434 5029

0.4L 45.0 1459 1784 294 90 3627 496 5748

0.5L 56.2 1520 1858 306 113 3797 517 5987

0.6L 67.4 1459 1784 294 90 3627 496 5748

0.7L 78.7 1277 1561 257 68 3162 434 5029

0.8L 89.9 973 1189 196 45 2403 331 3832

0.9L 101.1 547 669 110 23 1349 186 2155

dv 107.4 259 316 52 10 637 88 1018

L 112.4 0 0 0 0 0 0 0 0 0

3011 0

1694 0

800 0

4705 0

4516 0

3952 0

3011 0

3952 0

4516 0

Min LL

0 0

800 0

1694 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 5.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.1L 11.2 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.2L 22.5 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.3L 33.7 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.4L 45.0 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.5L 56.2 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.6L 67.4 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.7L 78.7 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.8L 89.9 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.9L 101.1 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 107.4 8 8 8 6 4 2 2 8 56.16 8.25 5.50

L 112.4 8 8 8 6 4 2 2 8 56.16 8.25 5.50



c (in) No.

Tendon at

10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Aps(in^2)

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 5.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.1L 11.2 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.2L 22.5 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.3L 33.7 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.4L 45.0 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.5L 56.2 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.6L 67.4 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.7L 78.7 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.8L 89.9 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.9L 101.1 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 107.4 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

L 112.4 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9713 0 0.00

dv 5.0 1706 2008 9713 0.18 0.21

0.1L 11.2 3613 4252 9713 0.37 0.44

0.2L 22.5 6430 7565 11634 0.55 0.65

0.3L 33.7 8450 9940 12573 0.67 0.79

0.4L 45.0 9673 11376 12573 0.77 0.90

0.5L 56.2 10100 11873 12573 0.80 0.94

0.6L 67.4 9673 11376 12573 0.77 0.90

0.7L 78.7 8450 9940 12573 0.67 0.79

0.8L 89.9 6430 7565 11634 0.55 0.65

0.9L 101.1 3613 4252 9713 0.37 0.44

dv 107.4 1706 2008 9713 0.18 0.21

L 112.4 0 0 9713 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders C Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

1.0 8 8 8 6 4 2 2 8.25 48.16 21.46 644 19 183 ok 504

2.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1275 19 184 ok 1009

3.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1896 19 184 ok 1515

dv 5.0 8 8 8 6 4 2 2 8.25 48.16 21.46 3102 18 184 ok 1518

0.1L 11.2 8 8 8 6 4 2 2 8.25 48.16 21.46 6567 17 185 ok 1526

13.0 8 8 8 6 4 2 2 8.25 48.16 21.46 7464 17 185 ok 1528

14.0 10 10 10 8 4 2 2 9.98 48.38 21.68 7958 21 182 ok 1603

15.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8439 21 182 ok 1709

16.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8910 21 182 ok 1815

0.2L 22.5 10 10 10 8 4 2 2 9.98 48.38 21.68 11674 20 183 ok 1823

28.0 10 10 10 8 4 2 2 9.98 48.38 21.68 13651 19 183 ok 1829

29.0 10 12 12 8 4 2 2 10.85 48.46 21.76 13970 21 181 ok 1864

30.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14279 21 182 ok 1917

31.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14576 21 182 ok 1970

0.3L 33.7 10 12 12 8 4 2 2 10.85 48.46 21.76 15323 21 182 ok 1973

0.4L 45.0 10 12 12 8 4 2 2 10.85 48.46 21.76 17512 20 182 ok 1979

0.5L 56.2 10 12 12 8 4 2 2 10.85 48.46 21.76 18241 20 183 ok 1982

0.6L 67.4 10 12 12 8 4 2 2 10.85 48.46 21.76 17512 20 182 ok 1979

0.7L 78.7 10 12 12 8 4 2 2 10.85 48.46 21.76 15323 21 182 ok 1973

81.4 10 12 12 8 4 2 2 10.85 48.46 21.76 14576 21 182 ok 1970

82.4 10 12 12 8 4 2 2 10.85 48.46 21.76 14279 21 182 ok 1917

83.4 10 12 12 8 4 2 2 10.85 48.46 21.76 13970 21 181 ok 1864

84.4 10 10 10 8 4 2 2 9.98 48.38 21.68 13651 19 183 ok 1829

0.8L 89.9 10 10 10 8 4 2 2 9.98 48.38 21.68 11674 20 183 ok 1823

96.4 10 10 10 8 4 2 2 9.98 48.38 21.68 8910 21 182 ok 1815

97.4 10 10 10 8 4 2 2 9.98 48.38 21.68 8439 21 182 ok 1709

98.4 10 10 10 8 4 2 2 9.98 48.38 21.68 7958 21 182 ok 1603

99.4 8 8 8 6 4 2 2 8.25 48.16 21.46 7464 17 185 ok 1528

0.9L 101.1 8 8 8 6 4 2 2 8.25 48.16 21.46 6567 17 185 ok 1526

dv 108.2 8 8 8 6 4 2 2 8.25 48.16 21.46 2634 19 184 ok 1517

109.4 8 8 8 6 4 2 2 8.25 48.16 21.46 1896 19 184 ok 1515

110.4 8 8 8 6 4 2 2 8.25 48.16 21.46 1275 19 184 ok 1009

111.4 8 8 8 6 4 2 2 8.25 48.16 21.46 644 19 183 ok 504

L 112.4 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

1.0 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

2.0 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

3.0 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

dv 5.0 -0.47 3.88 4.36 -0.62 0.00 0.75 0.89 0.00

0.1L 11.2 -0.22 3.64 4.36 -0.62 0.00 0.36 0.84 0.00

13.0 -0.16 3.58 4.36 -0.62 0.00 0.26 0.82 0.00

14.0 -0.18 3.77 4.36 -0.62 0.00 0.29 0.87 0.00

15.0 -0.20 4.02 4.36 -0.62 0.00 0.32 0.92 0.00

16.0 -0.21 4.28 4.36 -0.62 0.00 0.34 0.98 0.00

0.2L 22.5 -0.02 4.09 4.36 -0.62 0.00 0.03 0.94 0.00

28.0 0.12 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

29.0 0.11 4.04 4.36 -0.62 0.03 0.00 0.93 0.00

30.0 0.11 4.16 4.36 -0.62 0.03 0.00 0.95 0.00

31.0 0.11 4.28 4.36 -0.62 0.02 0.00 0.98 0.00

0.3L 33.7 0.16 4.23 4.36 -0.62 0.04 0.00 0.97 0.00

0.4L 45.0 0.31 4.08 4.36 -0.62 0.07 0.00 0.94 0.00

0.5L 56.2 0.36 4.03 4.36 -0.62 0.08 0.00 0.93 0.00

0.6L 67.4 0.31 4.08 4.36 -0.62 0.07 0.00 0.94 0.00

0.7L 78.7 0.16 4.23 4.36 -0.62 0.04 0.00 0.97 0.00

81.4 0.11 4.28 4.36 -0.62 0.02 0.00 0.98 0.00

82.4 0.11 4.16 4.36 -0.62 0.03 0.00 0.95 0.00

83.4 0.11 4.04 4.36 -0.62 0.03 0.00 0.93 0.00

84.4 0.12 3.95 4.36 -0.62 0.03 0.00 0.91 0.00

0.8L 89.9 -0.02 4.09 4.36 -0.62 0.00 0.03 0.94 0.00

96.4 -0.21 4.28 4.36 -0.62 0.00 0.34 0.98 0.00

97.4 -0.20 4.02 4.36 -0.62 0.00 0.32 0.92 0.00

98.4 -0.18 3.77 4.36 -0.62 0.00 0.29 0.87 0.00

99.4 -0.16 3.58 4.36 -0.62 0.00 0.26 0.82 0.00

0.9L 101.1 -0.22 3.64 4.36 -0.62 0.00 0.36 0.84 0.00

dv 108.2 -0.50 3.92 4.36 -0.62 0.00 0.80 0.90 0.00

109.4 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

110.4 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

111.4 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

L 112.4 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

Max: 0.08 0.89 0.98 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)


Subject: Design Calculations Checked: Date:


Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8.0

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

1.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

2.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

3.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 5.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.1L 11.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

13.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

14.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

15.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

16.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.2L 22.5 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

28.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

29.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

30.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

31.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.3L 33.7 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.4L 45.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.5L 56.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.6L 67.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.7L 78.7 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

81.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

82.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

83.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

84.4 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.8L 89.9 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

96.4 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

97.4 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

98.4 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

99.4 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.9L 101.1 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 108.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

109.4 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

110.4 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

111.4 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

L 112.4 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

1.0 21 22 181 496 1430 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

2.0 21 22 181 993 2835 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

3.0 21 22 181 1489 4213 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

dv 5.0 21 22 181 1489 6894 -0.14 3.23 3.60 -0.54 0.00 0.25 0.90 0.00

0.1L 11.2 21 22 181 1489 14594 0.41 2.69 3.60 -0.54 0.11 0.00 0.75 0.00

13.0 21 22 181 1489 16589 0.55 2.55 3.60 -0.54 0.15 0.00 0.71 0.00

14.0 21 24 178 1572 17685 0.58 2.65 3.60 -0.54 0.16 0.00 0.74 0.00

15.0 21 24 178 1675 18756 0.61 2.83 3.60 -0.54 0.17 0.00 0.79 0.00

16.0 21 24 178 1778 19801 0.64 3.01 3.60 -0.54 0.18 0.00 0.84 0.00

0.2L 22.5 21 24 178 1778 25945 1.07 2.58 3.60 -0.54 0.30 0.00 0.72 0.00

28.0 21 24 178 1778 30337 1.38 2.28 3.60 -0.54 0.38 0.00 0.63 0.00

29.0 21 26 177 1817 31048 1.41 2.31 3.60 -0.54 0.39 0.00 0.64 0.00

30.0 21 26 177 1868 31734 1.44 2.39 3.60 -0.54 0.40 0.00 0.66 0.00

31.0 21 26 177 1919 32393 1.46 2.47 3.60 -0.54 0.41 0.00 0.69 0.00

0.3L 33.7 21 26 177 1919 34053 1.58 2.36 3.60 -0.54 0.44 0.00 0.65 0.00

0.4L 45.0 21 26 177 1919 38918 1.92 2.02 3.60 -0.54 0.53 0.00 0.56 0.00

0.5L 56.2 21 26 177 1919 40540 2.03 1.91 3.60 -0.54 0.56 0.00 0.53 0.00

0.6L 67.4 21 26 177 1919 38918 1.92 2.02 3.60 -0.54 0.53 0.00 0.56 0.00

0.7L 78.7 21 26 177 1919 34053 1.58 2.36 3.60 -0.54 0.44 0.00 0.65 0.00

81.4 21 26 177 1919 32393 1.46 2.47 3.60 -0.54 0.41 0.00 0.69 0.00

82.4 21 26 177 1868 31734 1.44 2.39 3.60 -0.54 0.40 0.00 0.66 0.00

83.4 21 26 177 1817 31048 1.41 2.31 3.60 -0.54 0.39 0.00 0.64 0.00

84.4 21 24 178 1778 30337 1.38 2.28 3.60 -0.54 0.38 0.00 0.63 0.00

0.8L 89.9 21 24 178 1778 25945 1.07 2.58 3.60 -0.54 0.30 0.00 0.72 0.00

96.4 21 24 178 1778 19801 0.64 3.01 3.60 -0.54 0.18 0.00 0.84 0.00

97.4 21 24 178 1675 18756 0.61 2.83 3.60 -0.54 0.17 0.00 0.79 0.00

98.4 21 24 178 1572 17685 0.58 2.65 3.60 -0.54 0.16 0.00 0.74 0.00

99.4 21 22 181 1489 16589 0.55 2.55 3.60 -0.54 0.15 0.00 0.71 0.00

0.9L 101.1 21 22 181 1489 14594 0.41 2.69 3.60 -0.54 0.11 0.00 0.75 0.00

dv 108.2 21 22 181 1489 5854 -0.21 3.31 3.60 -0.54 0.00 0.39 0.92 0.00

109.4 21 22 181 1489 4213 -0.32 3.42 3.60 -0.54 0.00 0.60 0.95 0.00

110.4 21 22 181 993 2835 -0.21 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

111.4 21 22 181 496 1430 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

L 112.4 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

Max: 0.56 0.60 0.95 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

1.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

2.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

3.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 5.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.1L 11.2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

13.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

14.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

15.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

16.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.2L 22.5 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

28.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

29.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

30.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

31.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.3L 33.7 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.4L 45.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.5L 56.2 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.6L 67.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.7L 78.7 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

81.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

82.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

83.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

84.4 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.8L 89.9 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

96.4 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

97.4 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

98.4 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

99.4 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.9L 101.1 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 108.2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

109.4 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

110.4 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

111.4 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

L 112.4 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1430 348 24 1107 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

2.0 2835 691 48 2195 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

3.0 4213 1026 72 3263 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

dv 5.0 6894 1679 120 5338 -0.02 2.87 4.80 -0.54 0.00 0.03 0.60 0.00

0.1L 11.2 14594 3555 271 11301 0.66 1.92 4.80 -0.54 0.14 0.00 0.40 0.00

13.0 16589 4041 313 12845 0.83 1.67 4.80 -0.54 0.17 0.00 0.35 0.00

14.0 17685 4308 337 13694 0.88 1.73 4.80 -0.54 0.18 0.00 0.36 0.00

15.0 18756 4569 361 14523 0.93 1.85 4.80 -0.54 0.19 0.00 0.39 0.00

16.0 19801 4824 385 15333 0.98 1.98 4.80 -0.54 0.20 0.00 0.41 0.00

0.2L 22.5 25945 6320 541 20090 1.52 1.23 4.80 -0.54 0.32 0.00 0.26 0.00

28.0 30337 7390 674 23491 1.91 0.69 4.80 -0.54 0.40 0.00 0.14 0.00

29.0 31048 7563 698 24042 1.95 0.70 4.80 -0.54 0.41 0.00 0.15 0.00

30.0 31734 7730 722 24572 1.98 0.75 4.80 -0.54 0.41 0.00 0.16 0.00

31.0 32393 7891 746 25083 2.02 0.79 4.80 -0.54 0.42 0.00 0.16 0.00

0.3L 33.7 34053 8295 812 26369 2.17 0.59 4.80 -0.54 0.45 0.00 0.12 0.00

0.4L 45.0 38918 9481 1082 30136 2.59 -0.01 4.80 -0.54 0.54 0.00 0.00 0.01

0.5L 56.2 40540 9876 1353 31391 2.74 -0.22 4.80 -0.54 0.57 0.00 0.00 0.40

0.6L 67.4 38918 9481 1082 30136 2.59 -0.01 4.80 -0.54 0.54 0.00 0.00 0.01

0.7L 78.7 34053 8295 812 26369 2.17 0.59 4.80 -0.54 0.45 0.00 0.12 0.00

81.4 32393 7891 746 25083 2.02 0.79 4.80 -0.54 0.42 0.00 0.16 0.00

82.4 31734 7730 722 24572 1.98 0.75 4.80 -0.54 0.41 0.00 0.16 0.00

83.4 31048 7563 698 24042 1.95 0.70 4.80 -0.54 0.41 0.00 0.15 0.00

84.4 30337 7390 674 23491 1.91 0.69 4.80 -0.54 0.40 0.00 0.14 0.00

0.8L 89.9 25945 6320 541 20090 1.52 1.23 4.80 -0.54 0.32 0.00 0.26 0.00

96.4 19801 4824 385 15333 0.98 1.98 4.80 -0.54 0.20 0.00 0.41 0.00

97.4 18756 4569 361 14523 0.93 1.85 4.80 -0.54 0.19 0.00 0.39 0.00

98.4 17685 4308 337 13694 0.88 1.73 4.80 -0.54 0.18 0.00 0.36 0.00

99.4 16589 4041 313 12845 0.83 1.67 4.80 -0.54 0.17 0.00 0.35 0.00

0.9L 101.1 14594 3555 271 11301 0.66 1.92 4.80 -0.54 0.14 0.00 0.40 0.00

dv 108.2 5854 1426 101 4533 -0.11 3.00 4.80 -0.54 0.00 0.20 0.62 0.00

109.4 4213 1026 72 3263 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

110.4 2835 691 48 2195 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

111.4 1430 348 24 1107 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

L 112.4 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.57 0.47 0.67 0.40

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 886 -0.09 1.08 4.80 -0.54 0.00 0.16 0.22 0.00

2.0 1756 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

3.0 2610 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

dv 5.0 4271 -0.03 2.92 4.80 -0.54 0.00 0.06 0.61 0.00

0.1L 11.2 9041 0.62 2.03 4.80 -0.54 0.13 0.00 0.42 0.00

13.0 10276 0.79 1.80 4.80 -0.54 0.17 0.00 0.38 0.00

14.0 10956 0.84 1.87 4.80 -0.54 0.17 0.00 0.39 0.00

15.0 11619 0.88 2.00 4.80 -0.54 0.18 0.00 0.42 0.00

16.0 12266 0.93 2.13 4.80 -0.54 0.19 0.00 0.44 0.00

0.2L 22.5 16072 1.45 1.43 4.80 -0.54 0.30 0.00 0.30 0.00

28.0 18793 1.83 0.93 4.80 -0.54 0.38 0.00 0.19 0.00

29.0 19233 1.87 0.94 4.80 -0.54 0.39 0.00 0.20 0.00

30.0 19658 1.90 0.99 4.80 -0.54 0.40 0.00 0.21 0.00

31.0 20067 1.94 1.04 4.80 -0.54 0.40 0.00 0.22 0.00

0.3L 33.7 21095 2.08 0.85 4.80 -0.54 0.43 0.00 0.18 0.00

0.4L 45.0 24109 2.49 0.29 4.80 -0.54 0.52 0.00 0.06 0.00

0.5L 56.2 25113 2.64 0.10 4.80 -0.54 0.55 0.00 0.02 0.00

0.6L 67.4 24109 2.49 0.29 4.80 -0.54 0.52 0.00 0.06 0.00

0.7L 78.7 21095 2.08 0.85 4.80 -0.54 0.43 0.00 0.18 0.00

81.4 20067 1.94 1.04 4.80 -0.54 0.40 0.00 0.22 0.00

82.4 19658 1.90 0.99 4.80 -0.54 0.40 0.00 0.21 0.00

83.4 19233 1.87 0.94 4.80 -0.54 0.39 0.00 0.20 0.00

84.4 18793 1.83 0.93 4.80 -0.54 0.38 0.00 0.19 0.00

0.8L 89.9 16072 1.45 1.43 4.80 -0.54 0.30 0.00 0.30 0.00

96.4 12266 0.93 2.13 4.80 -0.54 0.19 0.00 0.44 0.00

97.4 11619 0.88 2.00 4.80 -0.54 0.18 0.00 0.42 0.00

98.4 10956 0.84 1.87 4.80 -0.54 0.17 0.00 0.39 0.00

99.4 10276 0.79 1.80 4.80 -0.54 0.17 0.00 0.38 0.00

0.9L 101.1 9041 0.62 2.03 4.80 -0.54 0.13 0.00 0.42 0.00

dv 108.2 3626 -0.12 3.04 4.80 -0.54 0.00 0.23 0.63 0.00

109.4 2610 -0.26 3.23 4.80 -0.54 0.00 0.49 0.67 0.00

110.4 1756 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

111.4 886 -0.09 1.08 4.80 -0.54 0.00 0.16 0.22 0.00

L 112.4 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.55 0.49 0.67 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 1.02 7.90 31.99 1.07 3

1.0 -0.18 1.32 6.71 28.97 0.97 3

2.0 -0.37 2.64 6.72 58.25 1.94 5

3.0 -0.55 3.97 6.73 87.84 2.93 7

dv 5.0 -0.47 3.88 5.92 65.33 2.18 5

0.1L 11.2 -0.22 3.64 3.18 16.77 0.56 2

13.0 -0.16 3.58 2.36 8.90 0.30 1

14.0 -0.18 3.77 2.55 10.98 0.37 1

15.0 -0.20 4.02 2.59 12.09 0.40 1

16.0 -0.21 4.28 2.63 13.31 0.44 2

0.2L 22.5 -0.02 4.09 0.27 0.13 0.00 1

28.0 0.12 3.95 0.00 0.00 0.00 0

29.0 0.11 4.04 0.00 0.00 0.00 0

30.0 0.11 4.16 0.00 0.00 0.00 0

31.0 0.11 4.28 0.00 0.00 0.00 0

0.3L 33.7 0.16 4.23 0.00 0.00 0.00 0

0.4L 45.0 0.31 4.08 0.00 0.00 0.00 0

0.5L 56.2 0.36 4.03 0.00 0.00 0.00 0

0.6L 67.4 0.31 4.08 0.00 0.00 0.00 0

0.7L 78.7 0.16 4.23 0.00 0.00 0.00 0

81.4 0.11 4.28 0.00 0.00 0.00 0

82.4 0.11 4.16 0.00 0.00 0.00 0

83.4 0.11 4.04 0.00 0.00 0.00 0

84.4 0.12 3.95 0.00 0.00 0.00 0

0.8L 89.9 -0.02 4.09 0.27 0.13 0.00 1

96.4 -0.21 4.28 2.63 13.31 0.44 2

97.4 -0.20 4.02 2.59 12.09 0.40 1

98.4 -0.18 3.77 2.55 10.98 0.37 1

99.4 -0.16 3.58 2.36 8.90 0.30 1

0.9L 101.1 -0.22 3.64 3.18 16.77 0.56 2

dv 108.2 -0.50 3.92 6.24 73.76 2.46 6

109.4 -0.55 3.97 6.73 87.84 2.93 7

110.4 -0.37 2.64 6.72 58.25 1.94 5

111.4 -0.18 1.32 6.71 28.97 0.97 3

L 112.4 -0.17 1.02 7.90 31.99 1.07 3


# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders D Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.53

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.53

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98




Ext. Girder (lane)



lane

0.96


C4.6.2.2.3b-1

one lane loaded

Two or more

lane




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 258 315 52 10 634 88 565

0.1L 11.2 543 664 109 22 1339 185 1193

0.2L 22.4 966 1181 194 45 2386 329 2120

0.3L 33.6 1268 1550 255 67 3140 431 2783

0.4L 44.8 1449 1771 292 90 3602 493 3180

0.5L 56.0 1509 1845 304 112 3771 513 3313

0.6L 67.2 1449 1771 292 90 3602 493 3180

0.7L 78.4 1268 1550 255 67 3140 431 2783

0.8L 89.6 966 1181 194 45 2386 329 2120

0.9L 100.8 543 664 109 22 1339 185 1193

dv 107.0 258 315 52 10 634 88 565

L 112.0 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

112.0 3312.8 123.6


0 0

938 0

445 0

2189 0

1668 0

2606 0

2502 0

2189 0

2502 0

1668 0

Min LL

0 0

445 0

938 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 5.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.1L 11.2 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

0.2L 22.4 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.3L 33.6 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.4L 44.8 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.5L 56.0 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.6L 67.2 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.7L 78.4 10 12 12 8 4 2 2 48.46 10.85 0.89 N.A. @ TF

0.8L 89.6 10 10 10 8 4 2 2 48.38 9.98 0.82 N.A. @ TF

0.9L 100.8 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

dv 107.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF

L 112.0 8 8 8 6 4 2 2 48.16 8.25 0.68 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0

dv 5.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 715 8848 0.08

0.1L 11.2 0.68 0.58 268.9 8848 0.2105 1.00 8848 1510 8848 0.17

0.2L 22.4 0.82 0.70 268.7 10736 0.1743 1.00 10736 2684 10736 0.25

0.3L 33.6 0.89 0.76 268.6 11676 0.1605 1.00 11676 3522 11676 0.30

0.4L 44.8 0.89 0.76 268.6 11676 0.1605 1.00 11676 4025 11676 0.34

0.5L 56.0 0.89 0.76 268.6 11676 0.1605 1.00 11676 4193 11676 0.36

0.6L 67.2 0.89 0.76 268.6 11676 0.1605 1.00 11676 4025 11676 0.34

0.7L 78.4 0.89 0.76 268.6 11676 0.1605 1.00 11676 3522 11676 0.30

0.8L 89.6 0.82 0.70 268.7 10736 0.1743 1.00 10736 2684 10736 0.25

0.9L 100.8 0.68 0.58 268.9 8848 0.2105 1.00 8848 1510 8848 0.17

dv 107.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 715 8848 0.08

L 112.0 0.68 0.58 268.9 8848 0.2105 1.00 8848 0 8848 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 258 315 52 10 634 88 1014

0.1L 11.2 543 664 109 22 1339 185 2139

0.2L 22.4 966 1181 194 45 2386 329 3802

0.3L 33.6 1268 1550 255 67 3140 431 4990

0.4L 44.8 1449 1771 292 90 3602 493 5703

0.5L 56.0 1509 1845 304 112 3771 513 5941

0.6L 67.2 1449 1771 292 90 3602 493 5703

0.7L 78.4 1268 1550 255 67 3140 431 4990

0.8L 89.6 966 1181 194 45 2386 329 3802

0.9L 100.8 543 664 109 22 1339 185 2139

dv 107.0 258 315 52 10 634 88 1014

L 112.0 0 0 0 0 0 0 0 0 0

2991 0

1682 0

797 0

4673 0

4486 0

3925 0

2991 0

3925 0

4486 0

Min LL

0 0

797 0

1682 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 5.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.1L 11.2 8 8 8 6 4 2 2 8 56.16 8.25 5.50

0.2L 22.4 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.3L 33.6 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.4L 44.8 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.5L 56.0 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.6L 67.2 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.7L 78.4 10 12 12 8 4 2 2 8 56.46 10.85 7.18

0.8L 89.6 10 10 10 8 4 2 2 8 56.38 9.98 6.62

0.9L 100.8 8 8 8 6 4 2 2 8 56.16 8.25 5.50

dv 107.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50

L 112.0 8 8 8 6 4 2 2 8 56.16 8.25 5.50



Aps(in^2) c (in) No.

Tendon at

10.75"

From Bot

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 5.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.1L 11.2 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

0.2L 22.4 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.3L 33.6 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.4L 44.8 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.5L 56.0 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.6L 67.2 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.7L 78.4 N.A. @ Deck 7.18 6.10 260.4 12573 0.0206 1.00 12573

0.8L 89.6 N.A. @ Deck 6.62 5.63 261.1 11634 0.0225 1.00 11634

0.9L 100.8 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

dv 107.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

L 112.0 N.A. @ Deck 5.50 4.68 262.6 9713 0.0276 1.00 9713

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9713 0 0.00

dv 5.0 1702 2001 9713 0.18 0.21

0.1L 11.2 3593 4223 9713 0.37 0.43

0.2L 22.4 6394 7513 11634 0.55 0.65

0.3L 33.6 8403 9871 12573 0.67 0.79

0.4L 44.8 9619 11298 12573 0.77 0.90

0.5L 56.0 10044 11792 12573 0.80 0.938

0.6L 67.2 9619 11298 12573 0.77 0.90

0.7L 78.4 8403 9871 12573 0.67 0.79

0.8L 89.6 6394 7513 11634 0.55 0.65

0.9L 100.8 3593 4223 9713 0.37 0.43

dv 107.0 1702 2001 9713 0.18 0.21

L 112.0 0 0 9713 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders D Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

1.0 8 8 8 6 4 2 2 8.25 48.16 21.46 641 19 183 ok 504

2.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1271 19 184 ok 1009

3.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1889 19 184 ok 1515

dv 5.0 8 8 8 6 4 2 2 8.25 48.16 21.46 3091 18 184 ok 1518

0.1L 11.2 8 8 8 6 4 2 2 8.25 48.16 21.46 6521 17 185 ok 1526

13.0 8 8 8 6 4 2 2 8.25 48.16 21.46 7435 17 185 ok 1528

14.0 10 10 10 8 4 2 2 9.98 48.38 21.68 7926 21 182 ok 1603

15.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8405 21 182 ok 1709

16.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8873 21 182 ok 1815

0.2L 22.4 10 10 10 8 4 2 2 9.98 48.38 21.68 11592 20 183 ok 1823

28.0 10 10 10 8 4 2 2 9.98 48.38 21.68 13586 19 183 ok 1829

29.0 10 12 12 8 4 2 2 10.85 48.46 21.76 13904 21 181 ok 1863

30.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14210 21 182 ok 1917

31.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14505 21 182 ok 1970

0.3L 33.6 10 12 12 8 4 2 2 10.85 48.46 21.76 15215 21 182 ok 1972

0.4L 44.8 10 12 12 8 4 2 2 10.85 48.46 21.76 17389 20 182 ok 1979

0.5L 56.0 10 12 12 8 4 2 2 10.85 48.46 21.76 18113 20 183 ok 1981

0.6L 67.2 10 12 12 8 4 2 2 10.85 48.46 21.76 17389 20 182 ok 1979

0.7L 78.4 10 12 12 8 4 2 2 10.85 48.46 21.76 15215 21 182 ok 1972

81.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14505 21 182 ok 1970

82.0 10 12 12 8 4 2 2 10.85 48.46 21.76 14210 21 182 ok 1917

83.0 10 12 12 8 4 2 2 10.85 48.46 21.76 13904 21 181 ok 1863

84.0 10 10 10 8 4 2 2 9.98 48.38 21.68 13586 19 183 ok 1829

0.8L 89.6 10 10 10 8 4 2 2 9.98 48.38 21.68 11592 20 183 ok 1823

96.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8873 21 182 ok 1815

97.0 10 10 10 8 4 2 2 9.98 48.38 21.68 8405 21 182 ok 1709

98.0 10 10 10 8 4 2 2 9.98 48.38 21.68 7926 21 182 ok 1603

99.0 8 8 8 6 4 2 2 8.25 48.16 21.46 7435 17 185 ok 1528

0.9L 100.8 8 8 8 6 4 2 2 8.25 48.16 21.46 6521 17 185 ok 1526

dv 108.2 8 8 8 6 4 2 2 8.25 48.16 21.46 2387 19 184 ok 1516

109.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1889 19 184 ok 1515

110.0 8 8 8 6 4 2 2 8.25 48.16 21.46 1271 19 184 ok 1009

111.0 8 8 8 6 4 2 2 8.25 48.16 21.46 641 19 183 ok 504

L 112.0 8 8 8 6 4 2 2 8.25 48.16 21.46 0 19 183 ok 378

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

1.0 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

2.0 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

3.0 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

dv 5.0 -0.47 3.88 4.36 -0.62 0.00 0.75 0.89 0.00

0.1L 11.2 -0.23 3.64 4.36 -0.62 0.00 0.36 0.84 0.00

13.0 -0.16 3.58 4.36 -0.62 0.00 0.26 0.82 0.00

14.0 -0.18 3.77 4.36 -0.62 0.00 0.30 0.87 0.00

15.0 -0.20 4.03 4.36 -0.62 0.00 0.32 0.92 0.00

16.0 -0.22 4.28 4.36 -0.62 0.00 0.35 0.98 0.00

0.2L 22.4 -0.03 4.09 4.36 -0.62 0.00 0.04 0.94 0.00

28.0 0.11 3.96 4.36 -0.62 0.03 0.00 0.91 0.00

29.0 0.11 4.04 4.36 -0.62 0.03 0.00 0.93 0.00

30.0 0.11 4.16 4.36 -0.62 0.02 0.00 0.96 0.00

31.0 0.10 4.29 4.36 -0.62 0.02 0.00 0.98 0.00

0.3L 33.6 0.15 4.24 4.36 -0.62 0.03 0.00 0.97 0.00

0.4L 44.8 0.30 4.09 4.36 -0.62 0.07 0.00 0.94 0.00

0.5L 56.0 0.35 4.04 4.36 -0.62 0.08 0.00 0.93 0.00

0.6L 67.2 0.30 4.09 4.36 -0.62 0.07 0.00 0.94 0.00

0.7L 78.4 0.15 4.24 4.36 -0.62 0.03 0.00 0.97 0.00

81.0 0.10 4.29 4.36 -0.62 0.02 0.00 0.98 0.00

82.0 0.11 4.16 4.36 -0.62 0.02 0.00 0.96 0.00

83.0 0.11 4.04 4.36 -0.62 0.03 0.00 0.93 0.00

84.0 0.11 3.96 4.36 -0.62 0.03 0.00 0.91 0.00

0.8L 89.6 -0.03 4.09 4.36 -0.62 0.00 0.04 0.94 0.00

96.0 -0.22 4.28 4.36 -0.62 0.00 0.35 0.98 0.00

97.0 -0.20 4.03 4.36 -0.62 0.00 0.32 0.92 0.00

98.0 -0.18 3.77 4.36 -0.62 0.00 0.30 0.87 0.00

99.0 -0.16 3.58 4.36 -0.62 0.00 0.26 0.82 0.00

0.9L 100.8 -0.23 3.64 4.36 -0.62 0.00 0.36 0.84 0.00

dv 108.2 -0.52 3.93 4.36 -0.62 0.00 0.83 0.90 0.00

109.0 -0.55 3.97 4.36 -0.62 0.00 0.89 0.91 0.00

110.0 -0.37 2.64 4.36 -0.62 0.00 0.59 0.61 0.00

111.0 -0.18 1.32 4.36 -0.62 0.00 0.29 0.30 0.00

L 112.0 -0.17 1.02 4.36 -0.62 0.00 0.28 0.24 0.00

Max: 0.08 0.89 0.98 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8.0

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

1.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

2.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

3.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 5.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.1L 11.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

13.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

14.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

15.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

16.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.2L 22.4 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

28.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

29.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

30.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

31.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.3L 33.6 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.4L 44.8 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.5L 56.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.6L 67.2 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

0.7L 78.4 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

81.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

82.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

83.0 10.85 48.46 49.15 974 373350 27079 27.79767 27 22089 395439 14226 14470

84.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

0.8L 89.6 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

96.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

97.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

98.0 9.98 48.38 45.22 970 373350 26885 27.71022 27 20254 393604 14204 14357

99.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

0.9L 100.8 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

dv 108.2 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

109.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

110.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

111.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

L 112.0 8.25 48.16 37.36 962 373350 26497 27.53318 28 16542 389892 14161 14131

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

1.0 21 22 181 496 1425 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

2.0 21 22 181 993 2825 -0.22 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

3.0 21 22 181 1489 4198 -0.33 3.42 3.60 -0.54 0.00 0.61 0.95 0.00

dv 5.0 21 22 181 1489 6869 -0.14 3.24 3.60 -0.54 0.00 0.26 0.90 0.00

0.1L 11.2 21 22 181 1489 14492 0.40 2.70 3.60 -0.54 0.11 0.00 0.75 0.00

13.0 21 22 181 1489 16523 0.54 2.55 3.60 -0.54 0.15 0.00 0.71 0.00

14.0 21 24 178 1572 17614 0.57 2.66 3.60 -0.54 0.16 0.00 0.74 0.00

15.0 21 24 178 1675 18680 0.60 2.84 3.60 -0.54 0.17 0.00 0.79 0.00

16.0 21 24 178 1778 19720 0.63 3.02 3.60 -0.54 0.18 0.00 0.84 0.00

0.2L 22.4 21 24 178 1778 25763 1.06 2.60 3.60 -0.54 0.29 0.00 0.72 0.00

28.0 21 24 178 1778 30195 1.37 2.29 3.60 -0.54 0.38 0.00 0.64 0.00

29.0 21 26 177 1817 30901 1.40 2.32 3.60 -0.54 0.39 0.00 0.65 0.00

30.0 21 26 177 1868 31581 1.43 2.40 3.60 -0.54 0.40 0.00 0.67 0.00

31.0 21 26 177 1919 32236 1.45 2.48 3.60 -0.54 0.40 0.00 0.69 0.00

0.3L 33.6 21 26 177 1919 33814 1.56 2.37 3.60 -0.54 0.43 0.00 0.66 0.00

0.4L 44.8 21 26 177 1919 38644 1.90 2.04 3.60 -0.54 0.53 0.00 0.57 0.00

0.5L 56.0 21 26 177 1919 40255 2.01 1.93 3.60 -0.54 0.56 0.00 0.54 0.00

0.6L 67.2 21 26 177 1919 38644 1.90 2.04 3.60 -0.54 0.53 0.00 0.57 0.00

0.7L 78.4 21 26 177 1919 33814 1.56 2.37 3.60 -0.54 0.43 0.00 0.66 0.00

81.0 21 26 177 1919 32236 1.45 2.48 3.60 -0.54 0.40 0.00 0.69 0.00

82.0 21 26 177 1868 31581 1.43 2.40 3.60 -0.54 0.40 0.00 0.67 0.00

83.0 21 26 177 1817 30901 1.40 2.32 3.60 -0.54 0.39 0.00 0.65 0.00

84.0 21 24 178 1778 30195 1.37 2.29 3.60 -0.54 0.38 0.00 0.64 0.00

0.8L 89.6 21 24 178 1778 25763 1.06 2.60 3.60 -0.54 0.29 0.00 0.72 0.00

96.0 21 24 178 1778 19720 0.63 3.02 3.60 -0.54 0.18 0.00 0.84 0.00

97.0 21 24 178 1675 18680 0.60 2.84 3.60 -0.54 0.17 0.00 0.79 0.00

98.0 21 24 178 1572 17614 0.57 2.66 3.60 -0.54 0.16 0.00 0.74 0.00

99.0 21 22 181 1489 16523 0.54 2.55 3.60 -0.54 0.15 0.00 0.71 0.00

0.9L 100.8 21 22 181 1489 14492 0.40 2.70 3.60 -0.54 0.11 0.00 0.75 0.00

dv 108.2 21 22 181 1489 5304 -0.25 3.35 3.60 -0.54 0.00 0.46 0.93 0.00

109.0 21 22 181 1489 4198 -0.33 3.42 3.60 -0.54 0.00 0.61 0.95 0.00

110.0 21 22 181 993 2825 -0.22 2.28 3.60 -0.54 0.00 0.40 0.63 0.00

111.0 21 22 181 496 1425 -0.11 1.14 3.60 -0.54 0.00 0.20 0.32 0.00

L 112.0 21 22 181 372 0 -0.16 0.93 3.60 -0.54 0.00 0.29 0.26 0.00

Max: 0.56 0.61 0.95 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

1.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

2.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

3.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 5.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.1L 11.2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

13.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

14.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

15.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

16.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.2L 22.4 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

28.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

29.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

30.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

31.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.3L 33.6 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.4L 44.8 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.5L 56.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.6L 67.2 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

0.7L 78.4 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

81.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1919

82.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1868

83.0 395439 27.80 27.33 769 1743 37947 22 41 829877 60256 20068 21 26 177 1817

84.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

0.8L 89.6 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

96.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1778

97.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1675

98.0 393604 27.71 27.41 769 1739 37722 22 41 824885 60245 19909 21 24 178 1572

99.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

0.9L 100.8 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

dv 108.2 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

109.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 1489

110.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 993

111.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 496

L 112.0 389892 27.53 27.59 769 1731 37271 22 42 814836 60225 19590 21 22 181 372

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1425 347 24 1107 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

2.0 2825 688 48 2194 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

3.0 4198 1023 72 3261 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

dv 5.0 6869 1673 120 5336 -0.02 2.87 4.80 -0.54 0.00 0.03 0.60 0.00

0.1L 11.2 14492 3530 270 11257 0.65 1.93 4.80 -0.54 0.14 0.00 0.40 0.00

13.0 16523 4025 313 12835 0.83 1.68 4.80 -0.54 0.17 0.00 0.35 0.00

14.0 17614 4291 337 13683 0.88 1.74 4.80 -0.54 0.18 0.00 0.36 0.00

15.0 18680 4550 361 14511 0.93 1.86 4.80 -0.54 0.19 0.00 0.39 0.00

16.0 19720 4804 385 15318 0.97 1.99 4.80 -0.54 0.20 0.00 0.41 0.00

0.2L 22.4 25763 6276 539 20013 1.50 1.25 4.80 -0.54 0.31 0.00 0.26 0.00

28.0 30195 7355 674 23456 1.89 0.71 4.80 -0.54 0.39 0.00 0.15 0.00

29.0 30901 7527 698 24004 1.93 0.72 4.80 -0.54 0.40 0.00 0.15 0.00

30.0 31581 7693 722 24533 1.97 0.76 4.80 -0.54 0.41 0.00 0.16 0.00

31.0 32236 7853 746 25041 2.01 0.81 4.80 -0.54 0.42 0.00 0.17 0.00

0.3L 33.6 33814 8237 809 26267 2.15 0.61 4.80 -0.54 0.45 0.00 0.13 0.00

0.4L 44.8 38644 9414 1078 30019 2.57 0.02 4.80 -0.54 0.54 0.00 0.00 0.00

0.5L 56.0 40255 9806 1348 31270 2.72 -0.19 4.80 -0.54 0.57 0.00 0.00 0.35

0.6L 67.2 38644 9414 1078 30019 2.57 0.02 4.80 -0.54 0.54 0.00 0.00 0.00

0.7L 78.4 33814 8237 809 26267 2.15 0.61 4.80 -0.54 0.45 0.00 0.13 0.00

81.0 32236 7853 746 25041 2.01 0.81 4.80 -0.54 0.42 0.00 0.17 0.00

82.0 31581 7693 722 24533 1.97 0.76 4.80 -0.54 0.41 0.00 0.16 0.00

83.0 30901 7527 698 24004 1.93 0.72 4.80 -0.54 0.40 0.00 0.15 0.00

84.0 30195 7355 674 23456 1.89 0.71 4.80 -0.54 0.39 0.00 0.15 0.00

0.8L 89.6 25763 6276 539 20013 1.50 1.25 4.80 -0.54 0.31 0.00 0.26 0.00

96.0 19720 4804 385 15318 0.97 1.99 4.80 -0.54 0.20 0.00 0.41 0.00

97.0 18680 4550 361 14511 0.93 1.86 4.80 -0.54 0.19 0.00 0.39 0.00

98.0 17614 4291 337 13683 0.88 1.74 4.80 -0.54 0.18 0.00 0.36 0.00

99.0 16523 4025 313 12835 0.83 1.68 4.80 -0.54 0.17 0.00 0.35 0.00

0.9L 100.8 14492 3530 270 11257 0.65 1.93 4.80 -0.54 0.14 0.00 0.40 0.00

dv 108.2 5304 1292 92 4121 -0.16 3.07 4.80 -0.54 0.00 0.29 0.64 0.00

109.0 4198 1023 72 3261 -0.25 3.20 4.80 -0.54 0.00 0.47 0.67 0.00

110.0 2825 688 48 2194 -0.17 2.13 4.80 -0.54 0.00 0.31 0.44 0.00

111.0 1425 347 24 1107 -0.08 1.06 4.80 -0.54 0.00 0.15 0.22 0.00

L 112.0 0 0 0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.57 0.47 0.67 0.35

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 886 -0.09 1.08 4.80 -0.54 0.00 0.16 0.22 0.00

2.0 1755 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

3.0 2609 -0.26 3.24 4.80 -0.54 0.00 0.49 0.67 0.00

dv 5.0 4269 -0.04 2.93 4.80 -0.54 0.00 0.07 0.61 0.00

0.1L 11.2 9006 0.61 2.04 4.80 -0.54 0.13 0.00 0.43 0.00

13.0 10268 0.79 1.81 4.80 -0.54 0.16 0.00 0.38 0.00

14.0 10946 0.83 1.87 4.80 -0.54 0.17 0.00 0.39 0.00

15.0 11609 0.88 2.01 4.80 -0.54 0.18 0.00 0.42 0.00

16.0 12255 0.92 2.14 4.80 -0.54 0.19 0.00 0.45 0.00

0.2L 22.4 16010 1.44 1.45 4.80 -0.54 0.30 0.00 0.30 0.00

28.0 18765 1.82 0.94 4.80 -0.54 0.38 0.00 0.20 0.00

29.0 19203 1.85 0.96 4.80 -0.54 0.39 0.00 0.20 0.00

30.0 19626 1.89 1.00 4.80 -0.54 0.39 0.00 0.21 0.00

31.0 20033 1.92 1.06 4.80 -0.54 0.40 0.00 0.22 0.00

0.3L 33.6 21014 2.06 0.88 4.80 -0.54 0.43 0.00 0.18 0.00

0.4L 44.8 24016 2.47 0.32 4.80 -0.54 0.52 0.00 0.07 0.00

0.5L 56.0 25016 2.61 0.13 4.80 -0.54 0.54 0.00 0.03 0.00

0.6L 67.2 24016 2.47 0.32 4.80 -0.54 0.52 0.00 0.07 0.00

0.7L 78.4 21014 2.06 0.88 4.80 -0.54 0.43 0.00 0.18 0.00

81.0 20033 1.92 1.06 4.80 -0.54 0.40 0.00 0.22 0.00

82.0 19626 1.89 1.00 4.80 -0.54 0.39 0.00 0.21 0.00

83.0 19203 1.85 0.96 4.80 -0.54 0.39 0.00 0.20 0.00

84.0 18765 1.82 0.94 4.80 -0.54 0.38 0.00 0.20 0.00

0.8L 89.6 16010 1.44 1.45 4.80 -0.54 0.30 0.00 0.30 0.00

96.0 12255 0.92 2.14 4.80 -0.54 0.19 0.00 0.45 0.00

97.0 11609 0.88 2.01 4.80 -0.54 0.18 0.00 0.42 0.00

98.0 10946 0.83 1.87 4.80 -0.54 0.17 0.00 0.39 0.00

99.0 10268 0.79 1.81 4.80 -0.54 0.16 0.00 0.38 0.00

0.9L 100.8 9006 0.61 2.04 4.80 -0.54 0.13 0.00 0.43 0.00

dv 108.2 3296 -0.17 3.11 4.80 -0.54 0.00 0.32 0.65 0.00

109.0 2609 -0.26 3.24 4.80 -0.54 0.00 0.49 0.67 0.00

110.0 1755 -0.17 2.15 4.80 -0.54 0.00 0.32 0.45 0.00

111.0 886 -0.09 1.08 4.80 -0.54 0.00 0.16 0.22 0.00

L 112.0 0 -0.16 0.93 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.54 0.49 0.67 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 1.02 7.90 31.99 1.07 3

1.0 -0.18 1.32 6.71 29.01 0.97 3

2.0 -0.37 2.64 6.73 58.34 1.94 5

3.0 -0.55 3.97 6.74 87.97 2.93 7

dv 5.0 -0.47 3.88 5.93 65.53 2.18 5

0.1L 11.2 -0.23 3.64 3.22 17.23 0.57 2

13.0 -0.16 3.58 2.38 9.12 0.30 1

14.0 -0.18 3.77 2.57 11.24 0.37 1

15.0 -0.20 4.03 2.61 12.37 0.41 1

16.0 -0.22 4.28 2.66 13.62 0.45 2

0.2L 22.4 -0.03 4.09 0.35 0.21 0.01 1

28.0 0.11 3.96 0.00 0.00 0.00 0

29.0 0.11 4.04 0.00 0.00 0.00 0

30.0 0.11 4.16 0.00 0.00 0.00 0

31.0 0.10 4.29 0.00 0.00 0.00 0

0.3L 33.6 0.15 4.24 0.00 0.00 0.00 0

0.4L 44.8 0.30 4.09 0.00 0.00 0.00 0

0.5L 56.0 0.35 4.04 0.00 0.00 0.00 0

0.6L 67.2 0.30 4.09 0.00 0.00 0.00 0

0.7L 78.4 0.15 4.24 0.00 0.00 0.00 0

81.0 0.10 4.29 0.00 0.00 0.00 0

82.0 0.11 4.16 0.00 0.00 0.00 0

83.0 0.11 4.04 0.00 0.00 0.00 0

84.0 0.11 3.96 0.00 0.00 0.00 0

0.8L 89.6 -0.03 4.09 0.35 0.21 0.01 1

96.0 -0.22 4.28 2.66 13.62 0.45 2

97.0 -0.20 4.03 2.61 12.37 0.41 1

98.0 -0.18 3.77 2.57 11.24 0.37 1

99.0 -0.16 3.58 2.38 9.12 0.30 1

0.9L 100.8 -0.23 3.64 3.22 17.23 0.57 2

dv 108.2 -0.52 3.93 6.41 78.37 2.61 6

109.0 -0.55 3.97 6.74 87.97 2.93 7

110.0 -0.37 2.64 6.73 58.34 1.94 5

111.0 -0.18 1.32 6.71 29.01 0.97 3

L 112.0 -0.17 1.02 7.90 31.99 1.07 3


# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders E Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.53

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.53

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98




Ext. Girder (lane)



lane

0.96


C4.6.2.2.3b-1

one lane loaded

Two or more

lane




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 257 314 52 10 632 87 564

0.1L 11.2 540 660 109 22 1330 184 1187

0.2L 22.3 959 1173 193 45 2370 326 2109

0.3L 33.5 1259 1539 253 67 3118 428 2769

0.4L 44.6 1439 1759 289 90 3577 489 3164

0.5L 55.8 1499 1832 302 112 3744 510 3296

0.6L 67.0 1439 1759 289 90 3577 489 3164

0.7L 78.1 1259 1539 253 67 3118 428 2769

0.8L 89.3 959 1173 193 45 2370 326 2109

0.9L 100.4 540 660 109 22 1330 184 1187

dv 106.6 257 314 52 10 632 87 564

L 111.6 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

111.6 3296.0 123.4


0 0

934 0

444 0

2180 0

1661 0

2595 0

2491 0

2180 0

2491 0

1661 0

Min LL

0 0

444 0

934 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 5.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.1L 11.2 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.2L 22.3 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.3L 33.5 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.4L 44.6 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.5L 55.8 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.6L 67.0 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.7L 78.1 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.8L 89.3 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.9L 100.4 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 106.6 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

L 111.6 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0

dv 5.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 713 8463 0.08

0.1L 11.2 0.64 0.55 269.0 8463 0.2244 1.00 8463 1499 8463 0.18

0.2L 22.3 0.78 0.67 268.8 10352 0.1837 1.00 10352 2665 10352 0.26

0.3L 33.5 0.85 0.73 268.7 11294 0.1684 1.00 11294 3497 11294 0.31

0.4L 44.6 0.85 0.73 268.7 11294 0.1684 1.00 11294 3997 11294 0.35

0.5L 55.8 0.85 0.73 268.7 11294 0.1684 1.00 11294 4164 11294 0.37

0.6L 67.0 0.85 0.73 268.7 11294 0.1684 1.00 11294 3997 11294 0.35

0.7L 78.1 0.85 0.73 268.7 11294 0.1684 1.00 11294 3497 11294 0.31

0.8L 89.3 0.78 0.67 268.8 10352 0.1837 1.00 10352 2665 10352 0.26

0.9L 100.4 0.64 0.55 269.0 8463 0.2244 1.00 8463 1499 8463 0.18

dv 106.6 0.64 0.55 269.0 8463 0.2244 1.00 8463 713 8463 0.08

L 111.6 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 257 314 52 10 632 87 1010

0.1L 11.2 540 660 109 22 1330 184 2124

0.2L 22.3 959 1173 193 45 2370 326 3777

0.3L 33.5 1259 1539 253 67 3118 428 4957

0.4L 44.6 1439 1759 289 90 3577 489 5665

0.5L 55.8 1499 1832 302 112 3744 510 5901

0.6L 67.0 1439 1759 289 90 3577 489 5665

0.7L 78.1 1259 1539 253 67 3118 428 4957

0.8L 89.3 959 1173 193 45 2370 326 3777

0.9L 100.4 540 660 109 22 1330 184 2124

dv 106.6 257 314 52 10 632 87 1010

L 111.6 0 0 0 0 0 0 0 0 0

2973 0

1673 0

795 0

4646 0

4460 0

3903 0

2973 0

3903 0

4460 0

Min LL

0 0

795 0

1673 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 5.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.1L 11.2 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.2L 22.3 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.3L 33.5 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.4L 44.6 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.5L 55.8 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.6L 67.0 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.7L 78.1 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.8L 89.3 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.9L 100.4 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 106.6 8 8 8 6 4 2 0 8 56.60 7.81 5.22

L 111.6 8 8 8 6 4 2 0 8 56.60 7.81 5.22




Tendon at

10.75"

From Bot

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 5.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.1L 11.2 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.2L 22.3 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.3L 33.5 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.4L 44.6 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.5L 55.8 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.6L 67.0 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.7L 78.1 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.8L 89.3 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.9L 100.4 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 106.6 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

L 111.6 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9311 0 0.00

dv 5.0 1698 1995 9311 0.18 0.21

0.1L 11.2 3573 4196 9311 0.38 0.45

0.2L 22.3 6358 7465 11246 0.57 0.66

0.3L 33.5 8355 9809 12192 0.69 0.80

0.4L 44.6 9565 11226 12192 0.78 0.92

0.5L 55.8 9986 11717 12192 0.82 0.96

0.6L 67.0 9565 11226 12192 0.78 0.92

0.7L 78.1 8355 9809 12192 0.69 0.80

0.8L 89.3 6358 7465 11246 0.57 0.66

0.9L 100.4 3573 4196 9311 0.38 0.45

dv 106.6 1698 1995 9311 0.18 0.21

L 111.6 0 0 9311 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders E Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

1.0 8 8 8 6 4 2 0 7.81 48.60 21.90 639 19 184 ok 479

2.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1266 18 184 ok 959

3.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1882 18 184 ok 1440

dv 5.0 8 8 8 6 4 2 0 7.81 48.60 21.90 3079 18 185 ok 1442

0.1L 11.2 8 8 8 6 4 2 0 7.81 48.60 21.90 6475 17 186 ok 1450

13.0 8 8 8 6 4 2 0 7.81 48.60 21.90 7405 17 186 ok 1452

14.0 10 10 10 8 4 2 0 9.55 48.74 22.04 7894 20 182 ok 1528

15.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8371 20 182 ok 1635

16.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8836 20 182 ok 1742

0.2L 22.3 10 10 10 8 4 2 0 9.55 48.74 22.04 11511 19 183 ok 1749

28.0 10 10 10 8 4 2 0 9.55 48.74 22.04 13522 19 184 ok 1755

29.0 10 12 12 8 4 2 0 10.42 48.79 22.09 13838 21 182 ok 1790

30.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14142 20 182 ok 1844

31.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14434 20 182 ok 1897

0.3L 33.5 10 12 12 8 4 2 0 10.42 48.79 22.09 15108 20 182 ok 1899

0.4L 44.6 10 12 12 8 4 2 0 10.42 48.79 22.09 17266 20 183 ok 1906

0.5L 55.8 10 12 12 8 4 2 0 10.42 48.79 22.09 17985 19 183 ok 1908

0.6L 67.0 10 12 12 8 4 2 0 10.42 48.79 22.09 17266 20 183 ok 1906

0.7L 78.1 10 12 12 8 4 2 0 10.42 48.79 22.09 15108 20 182 ok 1899

80.6 10 12 12 8 4 2 0 10.42 48.79 22.09 14434 20 182 ok 1897

81.6 10 12 12 8 4 2 0 10.42 48.79 22.09 14142 20 182 ok 1844

82.6 10 12 12 8 4 2 0 10.42 48.79 22.09 13838 21 182 ok 1790

83.6 10 10 10 8 4 2 0 9.55 48.74 22.04 13522 19 184 ok 1755

0.8L 89.3 10 10 10 8 4 2 0 9.55 48.74 22.04 11511 19 183 ok 1749

95.6 10 10 10 8 4 2 0 9.55 48.74 22.04 8836 20 182 ok 1742

96.6 10 10 10 8 4 2 0 9.55 48.74 22.04 8371 20 182 ok 1635

97.6 10 10 10 8 4 2 0 9.55 48.74 22.04 7894 20 182 ok 1528

98.6 8 8 8 6 4 2 0 7.81 48.60 21.90 7405 17 186 ok 1452

0.9L 100.4 8 8 8 6 4 2 0 7.81 48.60 21.90 6475 17 186 ok 1450

dv 108.2 8 8 8 6 4 2 0 7.81 48.60 21.90 2139 18 184 ok 1440

108.6 8 8 8 6 4 2 0 7.81 48.60 21.90 1882 18 184 ok 1440

109.6 8 8 8 6 4 2 0 7.81 48.60 21.90 1266 18 184 ok 959

110.6 8 8 8 6 4 2 0 7.81 48.60 21.90 639 19 184 ok 479

L 111.6 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

1.0 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

2.0 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

3.0 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

dv 5.0 -0.48 3.73 4.36 -0.62 0.00 0.77 0.86 0.00

0.1L 11.2 -0.24 3.49 4.36 -0.62 0.00 0.39 0.80 0.00

13.0 -0.17 3.43 4.36 -0.62 0.00 0.28 0.79 0.00

14.0 -0.19 3.61 4.36 -0.62 0.00 0.31 0.83 0.00

15.0 -0.21 3.87 4.36 -0.62 0.00 0.34 0.89 0.00

16.0 -0.23 4.13 4.36 -0.62 0.00 0.37 0.95 0.00

0.2L 22.3 -0.04 3.95 4.36 -0.62 0.00 0.07 0.91 0.00

28.0 0.10 3.81 4.36 -0.62 0.02 0.00 0.87 0.00

29.0 0.10 3.89 4.36 -0.62 0.02 0.00 0.89 0.00

30.0 0.09 4.02 4.36 -0.62 0.02 0.00 0.92 0.00

31.0 0.09 4.14 4.36 -0.62 0.02 0.00 0.95 0.00

0.3L 33.5 0.13 4.10 4.36 -0.62 0.03 0.00 0.94 0.00

0.4L 44.6 0.28 3.95 4.36 -0.62 0.07 0.00 0.91 0.00

0.5L 55.8 0.33 3.90 4.36 -0.62 0.08 0.00 0.90 0.00

0.6L 67.0 0.28 3.95 4.36 -0.62 0.07 0.00 0.91 0.00

0.7L 78.1 0.13 4.10 4.36 -0.62 0.03 0.00 0.94 0.00

80.6 0.09 4.14 4.36 -0.62 0.02 0.00 0.95 0.00

81.6 0.09 4.02 4.36 -0.62 0.02 0.00 0.92 0.00

82.6 0.10 3.89 4.36 -0.62 0.02 0.00 0.89 0.00

83.6 0.10 3.81 4.36 -0.62 0.02 0.00 0.87 0.00

0.8L 89.3 -0.04 3.95 4.36 -0.62 0.00 0.07 0.91 0.00

95.6 -0.23 4.13 4.36 -0.62 0.00 0.37 0.95 0.00

96.6 -0.21 3.87 4.36 -0.62 0.00 0.34 0.89 0.00

97.6 -0.19 3.61 4.36 -0.62 0.00 0.31 0.83 0.00

98.6 -0.17 3.43 4.36 -0.62 0.00 0.28 0.79 0.00

0.9L 100.4 -0.24 3.49 4.36 -0.62 0.00 0.39 0.80 0.00

dv 108.2 -0.55 3.79 4.36 -0.62 0.00 0.88 0.87 0.00

108.6 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

109.6 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

110.6 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

L 111.6 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

Max: 0.08 0.91 0.95 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8.0

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

1.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

2.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

3.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 5.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.1L 11.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

13.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

14.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

15.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

16.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.2L 22.3 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

28.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

29.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

30.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

31.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.3L 33.5 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.4L 44.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.5L 55.8 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.6L 67.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.7L 78.1 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

80.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

81.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

82.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

83.6 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.8L 89.3 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

95.6 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

96.6 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

97.6 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

98.6 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.9L 100.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 108.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

108.6 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

109.6 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

110.6 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

L 111.6 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

1.0 21 21 181 472 1420 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

2.0 21 21 181 944 2814 -0.22 2.19 3.60 -0.54 0.00 0.42 0.61 0.00

3.0 21 21 181 1416 4183 -0.34 3.29 3.60 -0.54 0.00 0.63 0.91 0.00

dv 5.0 21 21 181 1416 6843 -0.15 3.10 3.60 -0.54 0.00 0.28 0.86 0.00

0.1L 11.2 21 21 181 1416 14389 0.38 2.57 3.60 -0.54 0.11 0.00 0.71 0.00

13.0 21 21 181 1416 16457 0.53 2.42 3.60 -0.54 0.15 0.00 0.67 0.00

14.0 21 24 179 1500 17543 0.56 2.53 3.60 -0.54 0.16 0.00 0.70 0.00

15.0 21 24 179 1603 18604 0.59 2.71 3.60 -0.54 0.16 0.00 0.75 0.00

16.0 21 24 179 1707 19638 0.62 2.90 3.60 -0.54 0.17 0.00 0.81 0.00

0.2L 22.3 21 24 179 1707 25581 1.03 2.48 3.60 -0.54 0.29 0.00 0.69 0.00

28.0 21 24 179 1707 30052 1.35 2.17 3.60 -0.54 0.37 0.00 0.60 0.00

29.0 21 25 178 1746 30753 1.38 2.21 3.60 -0.54 0.38 0.00 0.61 0.00

30.0 21 25 178 1797 31429 1.40 2.29 3.60 -0.54 0.39 0.00 0.64 0.00

31.0 21 25 178 1849 32078 1.43 2.37 3.60 -0.54 0.40 0.00 0.66 0.00

0.3L 33.5 21 25 178 1849 33575 1.53 2.27 3.60 -0.54 0.43 0.00 0.63 0.00

0.4L 44.6 21 25 178 1849 38372 1.87 1.94 3.60 -0.54 0.52 0.00 0.54 0.00

0.5L 55.8 21 25 178 1849 39971 1.98 1.83 3.60 -0.54 0.55 0.00 0.51 0.00

0.6L 67.0 21 25 178 1849 38372 1.87 1.94 3.60 -0.54 0.52 0.00 0.54 0.00

0.7L 78.1 21 25 178 1849 33575 1.53 2.27 3.60 -0.54 0.43 0.00 0.63 0.00

80.6 21 25 178 1849 32078 1.43 2.37 3.60 -0.54 0.40 0.00 0.66 0.00

81.6 21 25 178 1797 31429 1.40 2.29 3.60 -0.54 0.39 0.00 0.64 0.00

82.6 21 25 178 1746 30753 1.38 2.21 3.60 -0.54 0.38 0.00 0.61 0.00

83.6 21 24 179 1707 30052 1.35 2.17 3.60 -0.54 0.37 0.00 0.60 0.00

0.8L 89.3 21 24 179 1707 25581 1.03 2.48 3.60 -0.54 0.29 0.00 0.69 0.00

95.6 21 24 179 1707 19638 0.62 2.90 3.60 -0.54 0.17 0.00 0.81 0.00

96.6 21 24 179 1603 18604 0.59 2.71 3.60 -0.54 0.16 0.00 0.75 0.00

97.6 21 24 179 1500 17543 0.56 2.53 3.60 -0.54 0.16 0.00 0.70 0.00

98.6 21 21 181 1416 16457 0.53 2.42 3.60 -0.54 0.15 0.00 0.67 0.00

0.9L 100.4 21 21 181 1416 14389 0.38 2.57 3.60 -0.54 0.11 0.00 0.71 0.00

dv 108.2 21 21 181 1416 4755 -0.30 3.25 3.60 -0.54 0.00 0.55 0.90 0.00

108.6 21 21 181 1416 4183 -0.34 3.29 3.60 -0.54 0.00 0.63 0.91 0.00

109.6 21 21 181 944 2814 -0.22 2.19 3.60 -0.54 0.00 0.42 0.61 0.00

110.6 21 21 181 472 1420 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

L 111.6 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

Max: 0.55 0.63 0.91 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

1.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

2.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

3.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 5.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.1L 11.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

13.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

14.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

15.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

16.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.2L 22.3 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

28.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

29.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

30.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

31.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.3L 33.5 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.4L 44.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.5L 55.8 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.6L 67.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.7L 78.1 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

80.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

81.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

82.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

83.6 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.8L 89.3 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

95.6 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

96.6 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

97.6 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

98.6 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.9L 100.4 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 108.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

108.6 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

109.6 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

110.6 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

L 111.6 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1420 346 24 1106 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

2.0 2814 686 48 2193 -0.18 2.04 4.80 -0.54 0.00 0.33 0.43 0.00

3.0 4183 1019 72 3259 -0.27 3.07 4.80 -0.54 0.00 0.49 0.64 0.00

dv 5.0 6843 1667 120 5331 -0.03 2.74 4.80 -0.54 0.00 0.06 0.57 0.00

0.1L 11.2 14389 3505 269 11210 0.63 1.80 4.80 -0.54 0.13 0.00 0.38 0.00

13.0 16457 4009 313 12821 0.81 1.55 4.80 -0.54 0.17 0.00 0.32 0.00

14.0 17543 4274 337 13667 0.86 1.61 4.80 -0.54 0.18 0.00 0.33 0.00

15.0 18604 4532 361 14493 0.91 1.74 4.80 -0.54 0.19 0.00 0.36 0.00

16.0 19638 4784 385 15300 0.96 1.87 4.80 -0.54 0.20 0.00 0.39 0.00

0.2L 22.3 25581 6232 537 19929 1.48 1.14 4.80 -0.54 0.31 0.00 0.24 0.00

28.0 30052 7321 674 23413 1.87 0.59 4.80 -0.54 0.39 0.00 0.12 0.00

29.0 30753 7492 698 23959 1.91 0.60 4.80 -0.54 0.40 0.00 0.13 0.00

30.0 31429 7656 722 24485 1.95 0.65 4.80 -0.54 0.41 0.00 0.13 0.00

31.0 32078 7814 746 24991 1.98 0.70 4.80 -0.54 0.41 0.00 0.14 0.00

0.3L 33.5 33575 8179 806 26157 2.11 0.51 4.80 -0.54 0.44 0.00 0.11 0.00

0.4L 44.6 38372 9347 1075 29894 2.54 -0.08 4.80 -0.54 0.53 0.00 0.00 0.14

0.5L 55.8 39971 9737 1343 31140 2.68 -0.28 4.80 -0.54 0.56 0.00 0.00 0.53

0.6L 67.0 38372 9347 1075 29894 2.54 -0.08 4.80 -0.54 0.53 0.00 0.00 0.14

0.7L 78.1 33575 8179 806 26157 2.11 0.51 4.80 -0.54 0.44 0.00 0.11 0.00

80.6 32078 7814 746 24991 1.98 0.70 4.80 -0.54 0.41 0.00 0.14 0.00

81.6 31429 7656 722 24485 1.95 0.65 4.80 -0.54 0.41 0.00 0.13 0.00

82.6 30753 7492 698 23959 1.91 0.60 4.80 -0.54 0.40 0.00 0.13 0.00

83.6 30052 7321 674 23413 1.87 0.59 4.80 -0.54 0.39 0.00 0.12 0.00

0.8L 89.3 25581 6232 537 19929 1.48 1.14 4.80 -0.54 0.31 0.00 0.24 0.00

95.6 19638 4784 385 15300 0.96 1.87 4.80 -0.54 0.20 0.00 0.39 0.00

96.6 18604 4532 361 14493 0.91 1.74 4.80 -0.54 0.19 0.00 0.36 0.00

97.6 17543 4274 337 13667 0.86 1.61 4.80 -0.54 0.18 0.00 0.33 0.00

98.6 16457 4009 313 12821 0.81 1.55 4.80 -0.54 0.17 0.00 0.32 0.00

0.9L 100.4 14389 3505 269 11210 0.63 1.80 4.80 -0.54 0.13 0.00 0.38 0.00

dv 108.2 4755 1158 82 3704 -0.22 3.00 4.80 -0.54 0.00 0.40 0.62 0.00

108.6 4183 1019 72 3259 -0.27 3.07 4.80 -0.54 0.00 0.49 0.64 0.00

109.6 2814 686 48 2193 -0.18 2.04 4.80 -0.54 0.00 0.33 0.43 0.00

110.6 1420 346 24 1106 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

L 111.6 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.56 0.49 0.64 0.53

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 885 -0.09 1.03 4.80 -0.54 0.00 0.17 0.21 0.00

2.0 1754 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

3.0 2607 -0.28 3.10 4.80 -0.54 0.00 0.51 0.65 0.00

dv 5.0 4265 -0.05 2.80 4.80 -0.54 0.00 0.09 0.58 0.00

0.1L 11.2 8968 0.59 1.92 4.80 -0.54 0.12 0.00 0.40 0.00

13.0 10257 0.77 1.68 4.80 -0.54 0.16 0.00 0.35 0.00

14.0 10934 0.82 1.75 4.80 -0.54 0.17 0.00 0.36 0.00

15.0 11595 0.86 1.88 4.80 -0.54 0.18 0.00 0.39 0.00

16.0 12240 0.90 2.02 4.80 -0.54 0.19 0.00 0.42 0.00

0.2L 22.3 15944 1.41 1.34 4.80 -0.54 0.29 0.00 0.28 0.00

28.0 18730 1.79 0.83 4.80 -0.54 0.37 0.00 0.17 0.00

29.0 19167 1.83 0.84 4.80 -0.54 0.38 0.00 0.18 0.00

30.0 19588 1.87 0.89 4.80 -0.54 0.39 0.00 0.19 0.00

31.0 19993 1.90 0.95 4.80 -0.54 0.40 0.00 0.20 0.00

0.3L 33.5 20926 2.03 0.77 4.80 -0.54 0.42 0.00 0.16 0.00

0.4L 44.6 23915 2.44 0.22 4.80 -0.54 0.51 0.00 0.05 0.00

0.5L 55.8 24912 2.58 0.03 4.80 -0.54 0.54 0.00 0.01 0.00

0.6L 67.0 23915 2.44 0.22 4.80 -0.54 0.51 0.00 0.05 0.00

0.7L 78.1 20926 2.03 0.77 4.80 -0.54 0.42 0.00 0.16 0.00

80.6 19993 1.90 0.95 4.80 -0.54 0.40 0.00 0.20 0.00

81.6 19588 1.87 0.89 4.80 -0.54 0.39 0.00 0.19 0.00

82.6 19167 1.83 0.84 4.80 -0.54 0.38 0.00 0.18 0.00

83.6 18730 1.79 0.83 4.80 -0.54 0.37 0.00 0.17 0.00

0.8L 89.3 15944 1.41 1.34 4.80 -0.54 0.29 0.00 0.28 0.00

95.6 12240 0.90 2.02 4.80 -0.54 0.19 0.00 0.42 0.00

96.6 11595 0.86 1.88 4.80 -0.54 0.18 0.00 0.39 0.00

97.6 10934 0.82 1.75 4.80 -0.54 0.17 0.00 0.36 0.00

98.6 10257 0.77 1.68 4.80 -0.54 0.16 0.00 0.35 0.00

0.9L 100.4 8968 0.59 1.92 4.80 -0.54 0.12 0.00 0.40 0.00

dv 108.2 2963 -0.23 3.04 4.80 -0.54 0.00 0.42 0.63 0.00

108.6 2607 -0.28 3.10 4.80 -0.54 0.00 0.51 0.65 0.00

109.6 1754 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

110.6 885 -0.09 1.03 4.80 -0.54 0.00 0.17 0.21 0.00

L 111.6 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.54 0.51 0.65 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 0.99 8.27 34.00 1.13 3

1.0 -0.19 1.27 7.07 31.18 1.04 3

2.0 -0.37 2.54 7.09 62.68 2.09 5

3.0 -0.56 3.81 7.10 94.51 3.15 8

dv 5.0 -0.48 3.73 6.28 71.08 2.37 6

0.1L 11.2 -0.24 3.49 3.55 20.13 0.67 2

13.0 -0.17 3.43 2.67 11.03 0.37 1

14.0 -0.19 3.61 2.78 12.62 0.42 1

15.0 -0.21 3.87 2.85 14.17 0.47 2

16.0 -0.23 4.13 2.91 15.84 0.53 2

0.2L 22.3 -0.04 3.95 0.59 0.60 0.02 1

28.0 0.10 3.81 0.00 0.00 0.00 0

29.0 0.10 3.89 0.00 0.00 0.00 0

30.0 0.09 4.02 0.00 0.00 0.00 0

31.0 0.09 4.14 0.00 0.00 0.00 0

0.3L 33.5 0.13 4.10 0.00 0.00 0.00 0

0.4L 44.6 0.28 3.95 0.00 0.00 0.00 0

0.5L 55.8 0.33 3.90 0.00 0.00 0.00 0

0.6L 67.0 0.28 3.95 0.00 0.00 0.00 0

0.7L 78.1 0.13 4.10 0.00 0.00 0.00 0

80.6 0.09 4.14 0.00 0.00 0.00 0

81.6 0.09 4.02 0.00 0.00 0.00 0

82.6 0.10 3.89 0.00 0.00 0.00 0

83.6 0.10 3.81 0.00 0.00 0.00 0

0.8L 89.3 -0.04 3.95 0.59 0.60 0.02 1

95.6 -0.23 4.13 2.91 15.84 0.53 2

96.6 -0.21 3.87 2.85 14.17 0.47 2

97.6 -0.19 3.61 2.78 12.62 0.42 1

98.6 -0.17 3.43 2.67 11.03 0.37 1

0.9L 100.4 -0.24 3.49 3.55 20.13 0.67 2

dv 108.2 -0.55 3.79 6.93 89.27 2.98 7

108.6 -0.56 3.81 7.10 94.51 3.15 8

109.6 -0.37 2.54 7.09 62.68 2.09 5

110.6 -0.19 1.27 7.07 31.18 1.04 3

L 111.6 -0.17 0.99 8.27 34.00 1.13 3


# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders F Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.54

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.54

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98




Ext. Girder (lane)



lane

0.96


C4.6.2.2.3b-1

one lane loaded

Two or more

lane




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 256 313 51 10 630 87 563

0.1L 11.1 536 655 108 22 1321 182 1180

0.2L 22.2 952 1164 192 45 2353 324 2099

0.3L 33.4 1250 1528 252 67 3097 425 2754

0.4L 44.5 1429 1746 287 89 3552 486 3148

0.5L 55.6 1488 1819 299 112 3718 506 3279

0.6L 66.7 1429 1746 287 89 3552 486 3148

0.7L 77.8 1250 1528 252 67 3097 425 2754

0.8L 89.0 952 1164 192 45 2353 324 2099

0.9L 100.1 536 655 108 22 1321 182 1180

dv 106.2 256 313 51 10 630 87 563

L 111.2 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

111.2 3279.3 123.3


0 0

930 0

444 0

2171 0

1654 0

2584 0

2481 0

2171 0

2481 0

1654 0

Min LL

0 0

444 0

930 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 5.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.1L 11.1 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.2L 22.2 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.3L 33.4 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.4L 44.5 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.5L 55.6 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.6L 66.7 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.7L 77.8 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.8L 89.0 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.9L 100.1 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 106.2 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

L 111.2 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0

dv 5.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 710 8463 0.08

0.1L 11.1 0.64 0.55 269.0 8463 0.2244 1.00 8463 1488 8463 0.18

0.2L 22.2 0.78 0.67 268.8 10352 0.1837 1.00 10352 2646 10352 0.26

0.3L 33.4 0.85 0.73 268.7 11294 0.1684 1.00 11294 3473 11294 0.31

0.4L 44.5 0.85 0.73 268.7 11294 0.1684 1.00 11294 3969 11294 0.35

0.5L 55.6 0.85 0.73 268.7 11294 0.1684 1.00 11294 4134 11294 0.37

0.6L 66.7 0.85 0.73 268.7 11294 0.1684 1.00 11294 3969 11294 0.35

0.7L 77.8 0.85 0.73 268.7 11294 0.1684 1.00 11294 3473 11294 0.31

0.8L 89.0 0.78 0.67 268.8 10352 0.1837 1.00 10352 2646 10352 0.26

0.9L 100.1 0.64 0.55 269.0 8463 0.2244 1.00 8463 1488 8463 0.18

dv 106.2 0.64 0.55 269.0 8463 0.2244 1.00 8463 710 8463 0.08

L 111.2 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 256 313 51 10 630 87 1007

0.1L 11.1 536 655 108 22 1321 182 2110

0.2L 22.2 952 1164 192 45 2353 324 3751

0.3L 33.4 1250 1528 252 67 3097 425 4923

0.4L 44.5 1429 1746 287 89 3552 486 5627

0.5L 55.6 1488 1819 299 112 3718 506 5861

0.6L 66.7 1429 1746 287 89 3552 486 5627

0.7L 77.8 1250 1528 252 67 3097 425 4923

0.8L 89.0 952 1164 192 45 2353 324 3751

0.9L 100.1 536 655 108 22 1321 182 2110

dv 106.2 256 313 51 10 630 87 1007

L 111.2 0 0 0 0 0 0 0 0 0

2956 0

1663 0

793 0

4619 0

4434 0

3880 0

2956 0

3880 0

4434 0

Min LL

0 0

793 0

1663 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 5.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.1L 11.1 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.2L 22.2 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.3L 33.4 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.4L 44.5 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.5L 55.6 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.6L 66.7 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.7L 77.8 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.8L 89.0 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.9L 100.1 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 106.2 8 8 8 6 4 2 0 8 56.60 7.81 5.22

L 111.2 8 8 8 6 4 2 0 8 56.60 7.81 5.22




Tendon at

10.75"

From Bot

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 5.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.1L 11.1 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.2L 22.2 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.3L 33.4 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.4L 44.5 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.5L 55.6 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.6L 66.7 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.7L 77.8 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.8L 89.0 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.9L 100.1 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 106.2 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

L 111.2 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9311 0 0.00

dv 5.0 1694 1989 9311 0.18 0.21

0.1L 11.1 3552 4169 9311 0.38 0.45

0.2L 22.2 6321 7418 11246 0.56 0.66

0.3L 33.4 8307 9746 12192 0.68 0.80

0.4L 44.5 9510 11155 12192 0.78 0.91

0.5L 55.6 9929 11643 12192 0.81 0.95

0.6L 66.7 9510 11155 12192 0.78 0.91

0.7L 77.8 8307 9746 12192 0.68 0.80

0.8L 89.0 6321 7418 11246 0.56 0.66

0.9L 100.1 3552 4169 9311 0.38 0.45

dv 106.2 1694 1989 9311 0.18 0.21

L 111.2 0 0 9311 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders F Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

1.0 8 8 8 6 4 2 0 7.81 48.60 21.90 637 19 184 ok 479

2.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1262 18 184 ok 959

3.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1875 18 184 ok 1440

dv 5.0 8 8 8 6 4 2 0 7.81 48.60 21.90 3068 18 185 ok 1442

0.1L 11.1 8 8 8 6 4 2 0 7.81 48.60 21.90 6429 17 186 ok 1450

13.0 8 8 8 6 4 2 0 7.81 48.60 21.90 7375 17 186 ok 1452

14.0 10 10 10 8 4 2 0 9.55 48.74 22.04 7862 20 182 ok 1528

15.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8337 20 182 ok 1635

16.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8800 20 182 ok 1742

0.2L 22.2 10 10 10 8 4 2 0 9.55 48.74 22.04 11429 19 183 ok 1749

28.0 10 10 10 8 4 2 0 9.55 48.74 22.04 13458 19 184 ok 1755

29.0 10 12 12 8 4 2 0 10.42 48.79 22.09 13772 21 182 ok 1790

30.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14073 20 182 ok 1844

31.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14363 20 182 ok 1897

0.3L 33.4 10 12 12 8 4 2 0 10.42 48.79 22.09 15001 20 182 ok 1899

0.4L 44.5 10 12 12 8 4 2 0 10.42 48.79 22.09 17144 20 183 ok 1906

0.5L 55.6 10 12 12 8 4 2 0 10.42 48.79 22.09 17858 19 183 ok 1908

0.6L 66.7 10 12 12 8 4 2 0 10.42 48.79 22.09 17144 20 183 ok 1906

0.7L 77.8 10 12 12 8 4 2 0 10.42 48.79 22.09 15001 20 182 ok 1899

80.2 10 12 12 8 4 2 0 10.42 48.79 22.09 14363 20 182 ok 1897

81.2 10 12 12 8 4 2 0 10.42 48.79 22.09 14073 20 182 ok 1844

82.2 10 12 12 8 4 2 0 10.42 48.79 22.09 13772 21 182 ok 1790

83.2 10 10 10 8 4 2 0 9.55 48.74 22.04 13458 19 184 ok 1755

0.8L 89.0 10 10 10 8 4 2 0 9.55 48.74 22.04 11429 19 183 ok 1749

95.2 10 10 10 8 4 2 0 9.55 48.74 22.04 8800 20 182 ok 1742

96.2 10 10 10 8 4 2 0 9.55 48.74 22.04 8337 20 182 ok 1635

97.2 10 10 10 8 4 2 0 9.55 48.74 22.04 7862 20 182 ok 1528

98.2 8 8 8 6 4 2 0 7.81 48.60 21.90 7375 17 186 ok 1452

0.9L 100.1 8 8 8 6 4 2 0 7.81 48.60 21.90 6429 17 186 ok 1450

dv 108.2 8 8 8 6 4 2 0 7.81 48.60 21.90 1892 18 184 ok 1440

108.2 8 8 8 6 4 2 0 7.81 48.60 21.90 1875 18 184 ok 1440

109.2 8 8 8 6 4 2 0 7.81 48.60 21.90 1262 18 184 ok 959

110.2 8 8 8 6 4 2 0 7.81 48.60 21.90 637 19 184 ok 479

L 111.2 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

1.0 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

2.0 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

3.0 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

dv 5.0 -0.48 3.73 4.36 -0.62 0.00 0.77 0.86 0.00

0.1L 11.1 -0.24 3.49 4.36 -0.62 0.00 0.39 0.80 0.00

13.0 -0.18 3.43 4.36 -0.62 0.00 0.28 0.79 0.00

14.0 -0.19 3.62 4.36 -0.62 0.00 0.31 0.83 0.00

15.0 -0.21 3.87 4.36 -0.62 0.00 0.34 0.89 0.00

16.0 -0.23 4.13 4.36 -0.62 0.00 0.37 0.95 0.00

0.2L 22.2 -0.05 3.95 4.36 -0.62 0.00 0.08 0.91 0.00

28.0 0.09 3.81 4.36 -0.62 0.02 0.00 0.88 0.00

29.0 0.09 3.90 4.36 -0.62 0.02 0.00 0.89 0.00

30.0 0.09 4.02 4.36 -0.62 0.02 0.00 0.92 0.00

31.0 0.08 4.15 4.36 -0.62 0.02 0.00 0.95 0.00

0.3L 33.4 0.13 4.10 4.36 -0.62 0.03 0.00 0.94 0.00

0.4L 44.5 0.28 3.96 4.36 -0.62 0.06 0.00 0.91 0.00

0.5L 55.6 0.33 3.91 4.36 -0.62 0.07 0.00 0.90 0.00

0.6L 66.7 0.28 3.96 4.36 -0.62 0.06 0.00 0.91 0.00

0.7L 77.8 0.13 4.10 4.36 -0.62 0.03 0.00 0.94 0.00

80.2 0.08 4.15 4.36 -0.62 0.02 0.00 0.95 0.00

81.2 0.09 4.02 4.36 -0.62 0.02 0.00 0.92 0.00

82.2 0.09 3.90 4.36 -0.62 0.02 0.00 0.89 0.00

83.2 0.09 3.81 4.36 -0.62 0.02 0.00 0.88 0.00

0.8L 89.0 -0.05 3.95 4.36 -0.62 0.00 0.08 0.91 0.00

95.2 -0.23 4.13 4.36 -0.62 0.00 0.37 0.95 0.00

96.2 -0.21 3.87 4.36 -0.62 0.00 0.34 0.89 0.00

97.2 -0.19 3.62 4.36 -0.62 0.00 0.31 0.83 0.00

98.2 -0.18 3.43 4.36 -0.62 0.00 0.28 0.79 0.00

0.9L 100.1 -0.24 3.49 4.36 -0.62 0.00 0.39 0.80 0.00

dv 108.2 -0.56 3.81 4.36 -0.62 0.00 0.91 0.87 0.00

108.2 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

109.2 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

110.2 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

L 111.2 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

Max: 0.07 0.91 0.95 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

1.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

2.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

3.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 5.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.1L 11.1 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

13.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

14.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

15.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

16.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.2L 22.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

28.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

29.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

30.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

31.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.3L 33.4 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.4L 44.5 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.5L 55.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.6L 66.7 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.7L 77.8 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

80.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

81.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

82.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

83.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.8L 89.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

95.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

96.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

97.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

98.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.9L 100.1 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 108.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

108.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

109.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

110.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

L 111.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

1.0 21 21 181 472 1415 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

2.0 21 21 181 944 2804 -0.22 2.19 3.60 -0.54 0.00 0.42 0.61 0.00

3.0 21 21 181 1416 4168 -0.34 3.29 3.60 -0.54 0.00 0.63 0.92 0.00

dv 5.0 21 21 181 1416 6818 -0.15 3.11 3.60 -0.54 0.00 0.28 0.86 0.00

0.1L 11.1 21 21 181 1416 14287 0.38 2.58 3.60 -0.54 0.10 0.00 0.72 0.00

13.0 21 21 181 1416 16391 0.52 2.43 3.60 -0.54 0.15 0.00 0.67 0.00

14.0 21 24 179 1500 17472 0.56 2.53 3.60 -0.54 0.15 0.00 0.70 0.00

15.0 21 24 179 1603 18527 0.58 2.72 3.60 -0.54 0.16 0.00 0.75 0.00

16.0 21 24 179 1707 19557 0.61 2.90 3.60 -0.54 0.17 0.00 0.81 0.00

0.2L 22.2 21 24 179 1707 25400 1.02 2.50 3.60 -0.54 0.28 0.00 0.69 0.00

28.0 21 24 179 1707 29910 1.34 2.18 3.60 -0.54 0.37 0.00 0.61 0.00

29.0 21 25 178 1746 30606 1.37 2.22 3.60 -0.54 0.38 0.00 0.62 0.00

30.0 21 25 178 1797 31276 1.39 2.30 3.60 -0.54 0.39 0.00 0.64 0.00

31.0 21 25 178 1849 31921 1.41 2.38 3.60 -0.54 0.39 0.00 0.66 0.00

0.3L 33.4 21 25 178 1849 33337 1.51 2.28 3.60 -0.54 0.42 0.00 0.63 0.00

0.4L 44.5 21 25 178 1849 38100 1.85 1.95 3.60 -0.54 0.51 0.00 0.54 0.00

0.5L 55.6 21 25 178 1849 39687 1.96 1.84 3.60 -0.54 0.54 0.00 0.51 0.00

0.6L 66.7 21 25 178 1849 38100 1.85 1.95 3.60 -0.54 0.51 0.00 0.54 0.00

0.7L 77.8 21 25 178 1849 33337 1.51 2.28 3.60 -0.54 0.42 0.00 0.63 0.00

80.2 21 25 178 1849 31921 1.41 2.38 3.60 -0.54 0.39 0.00 0.66 0.00

81.2 21 25 178 1797 31276 1.39 2.30 3.60 -0.54 0.39 0.00 0.64 0.00

82.2 21 25 178 1746 30606 1.37 2.22 3.60 -0.54 0.38 0.00 0.62 0.00

83.2 21 24 179 1707 29910 1.34 2.18 3.60 -0.54 0.37 0.00 0.61 0.00

0.8L 89.0 21 24 179 1707 25400 1.02 2.50 3.60 -0.54 0.28 0.00 0.69 0.00

95.2 21 24 179 1707 19557 0.61 2.90 3.60 -0.54 0.17 0.00 0.81 0.00

96.2 21 24 179 1603 18527 0.58 2.72 3.60 -0.54 0.16 0.00 0.75 0.00

97.2 21 24 179 1500 17472 0.56 2.53 3.60 -0.54 0.15 0.00 0.70 0.00

98.2 21 21 181 1416 16391 0.52 2.43 3.60 -0.54 0.15 0.00 0.67 0.00

0.9L 100.1 21 21 181 1416 14287 0.38 2.58 3.60 -0.54 0.10 0.00 0.72 0.00

dv 108.2 21 21 181 1416 4205 -0.34 3.29 3.60 -0.54 0.00 0.63 0.91 0.00

108.2 21 21 181 1416 4168 -0.34 3.29 3.60 -0.54 0.00 0.63 0.92 0.00

109.2 21 21 181 944 2804 -0.22 2.19 3.60 -0.54 0.00 0.42 0.61 0.00

110.2 21 21 181 472 1415 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

L 111.2 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

Max: 0.54 0.63 0.92 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

1.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

2.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

3.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 5.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.1L 11.1 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

13.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

14.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

15.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

16.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.2L 22.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

28.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

29.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

30.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

31.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.3L 33.4 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.4L 44.5 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.5L 55.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.6L 66.7 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.7L 77.8 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

80.2 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

81.2 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

82.2 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

83.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.8L 89.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

95.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

96.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

97.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

98.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.9L 100.1 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 108.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

108.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

109.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

110.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

L 111.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1415 345 24 1106 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

2.0 2804 683 48 2191 -0.18 2.04 4.80 -0.54 0.00 0.33 0.43 0.00

3.0 4168 1015 72 3256 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

dv 5.0 6818 1661 120 5327 -0.03 2.74 4.80 -0.54 0.00 0.06 0.57 0.00

0.1L 11.1 14287 3480 268 11163 0.62 1.81 4.80 -0.54 0.13 0.00 0.38 0.00

13.0 16391 3993 313 12807 0.81 1.55 4.80 -0.54 0.17 0.00 0.32 0.00

14.0 17472 4256 337 13651 0.86 1.61 4.80 -0.54 0.18 0.00 0.34 0.00

15.0 18527 4513 361 14476 0.91 1.74 4.80 -0.54 0.19 0.00 0.36 0.00

16.0 19557 4764 385 15280 0.95 1.88 4.80 -0.54 0.20 0.00 0.39 0.00

0.2L 22.2 25400 6187 535 19846 1.46 1.16 4.80 -0.54 0.30 0.00 0.24 0.00

28.0 29910 7286 674 23370 1.86 0.61 4.80 -0.54 0.39 0.00 0.13 0.00

29.0 30606 7456 698 23913 1.90 0.62 4.80 -0.54 0.40 0.00 0.13 0.00

30.0 31276 7619 722 24437 1.94 0.66 4.80 -0.54 0.40 0.00 0.14 0.00

31.0 31921 7776 746 24940 1.97 0.71 4.80 -0.54 0.41 0.00 0.15 0.00

0.3L 33.4 33337 8121 803 26047 2.09 0.54 4.80 -0.54 0.44 0.00 0.11 0.00

0.4L 44.5 38100 9281 1071 29769 2.51 -0.05 4.80 -0.54 0.52 0.00 0.00 0.09

0.5L 55.6 39687 9668 1339 31009 2.66 -0.25 4.80 -0.54 0.55 0.00 0.00 0.47

0.6L 66.7 38100 9281 1071 29769 2.51 -0.05 4.80 -0.54 0.52 0.00 0.00 0.09

0.7L 77.8 33337 8121 803 26047 2.09 0.54 4.80 -0.54 0.44 0.00 0.11 0.00

80.2 31921 7776 746 24940 1.97 0.71 4.80 -0.54 0.41 0.00 0.15 0.00

81.2 31276 7619 722 24437 1.94 0.66 4.80 -0.54 0.40 0.00 0.14 0.00

82.2 30606 7456 698 23913 1.90 0.62 4.80 -0.54 0.40 0.00 0.13 0.00

83.2 29910 7286 674 23370 1.86 0.61 4.80 -0.54 0.39 0.00 0.13 0.00

0.8L 89.0 25400 6187 535 19846 1.46 1.16 4.80 -0.54 0.30 0.00 0.24 0.00

95.2 19557 4764 385 15280 0.95 1.88 4.80 -0.54 0.20 0.00 0.39 0.00

96.2 18527 4513 361 14476 0.91 1.74 4.80 -0.54 0.19 0.00 0.36 0.00

97.2 17472 4256 337 13651 0.86 1.61 4.80 -0.54 0.18 0.00 0.34 0.00

98.2 16391 3993 313 12807 0.81 1.55 4.80 -0.54 0.17 0.00 0.32 0.00

0.9L 100.1 14287 3480 268 11163 0.62 1.81 4.80 -0.54 0.13 0.00 0.38 0.00

dv 108.2 4205 1024 73 3285 -0.26 3.07 4.80 -0.54 0.00 0.49 0.64 0.00

108.2 4168 1015 72 3256 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

109.2 2804 683 48 2191 -0.18 2.04 4.80 -0.54 0.00 0.33 0.43 0.00

110.2 1415 345 24 1106 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

L 111.2 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.55 0.50 0.64 0.47

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 884 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

2.0 1753 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

3.0 2605 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

dv 5.0 4262 -0.05 2.80 4.80 -0.54 0.00 0.10 0.58 0.00

0.1L 11.1 8931 0.59 1.93 4.80 -0.54 0.12 0.00 0.40 0.00

13.0 10245 0.77 1.68 4.80 -0.54 0.16 0.00 0.35 0.00

14.0 10921 0.81 1.75 4.80 -0.54 0.17 0.00 0.36 0.00

15.0 11581 0.86 1.89 4.80 -0.54 0.18 0.00 0.39 0.00

16.0 12224 0.90 2.03 4.80 -0.54 0.19 0.00 0.42 0.00

0.2L 22.2 15877 1.40 1.36 4.80 -0.54 0.29 0.00 0.28 0.00

28.0 18696 1.78 0.84 4.80 -0.54 0.37 0.00 0.18 0.00

29.0 19131 1.82 0.86 4.80 -0.54 0.38 0.00 0.18 0.00

30.0 19549 1.85 0.91 4.80 -0.54 0.39 0.00 0.19 0.00

31.0 19952 1.89 0.96 4.80 -0.54 0.39 0.00 0.20 0.00

0.3L 33.4 20838 2.01 0.80 4.80 -0.54 0.42 0.00 0.17 0.00

0.4L 44.5 23815 2.41 0.25 4.80 -0.54 0.50 0.00 0.05 0.00

0.5L 55.6 24807 2.55 0.06 4.80 -0.54 0.53 0.00 0.01 0.00

0.6L 66.7 23815 2.41 0.25 4.80 -0.54 0.50 0.00 0.05 0.00

0.7L 77.8 20838 2.01 0.80 4.80 -0.54 0.42 0.00 0.17 0.00

80.2 19952 1.89 0.96 4.80 -0.54 0.39 0.00 0.20 0.00

81.2 19549 1.85 0.91 4.80 -0.54 0.39 0.00 0.19 0.00

82.2 19131 1.82 0.86 4.80 -0.54 0.38 0.00 0.18 0.00

83.2 18696 1.78 0.84 4.80 -0.54 0.37 0.00 0.18 0.00

0.8L 89.0 15877 1.40 1.36 4.80 -0.54 0.29 0.00 0.28 0.00

95.2 12224 0.90 2.03 4.80 -0.54 0.19 0.00 0.42 0.00

96.2 11581 0.86 1.89 4.80 -0.54 0.18 0.00 0.39 0.00

97.2 10921 0.81 1.75 4.80 -0.54 0.17 0.00 0.36 0.00

98.2 10245 0.77 1.68 4.80 -0.54 0.16 0.00 0.35 0.00

0.9L 100.1 8931 0.59 1.93 4.80 -0.54 0.12 0.00 0.40 0.00

dv 108.2 2628 -0.27 3.10 4.80 -0.54 0.00 0.51 0.65 0.00

108.2 2605 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

109.2 1753 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

110.2 884 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

L 111.2 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.53 0.52 0.65 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 0.99 8.27 34.00 1.13 3

1.0 -0.19 1.27 7.08 31.22 1.04 3

2.0 -0.37 2.54 7.09 62.78 2.09 5

3.0 -0.56 3.81 7.10 94.65 3.16 8

dv 5.0 -0.48 3.73 6.29 71.29 2.38 6

0.1L 11.1 -0.24 3.49 3.59 20.64 0.69 2

13.0 -0.18 3.43 2.70 11.28 0.38 1

14.0 -0.19 3.62 2.81 12.91 0.43 1

15.0 -0.21 3.87 2.87 14.48 0.48 2

16.0 -0.23 4.13 2.94 16.18 0.54 2

0.2L 22.2 -0.05 3.95 0.67 0.76 0.03 1

28.0 0.09 3.81 0.00 0.00 0.00 0

29.0 0.09 3.90 0.00 0.00 0.00 0

30.0 0.09 4.02 0.00 0.00 0.00 0

31.0 0.08 4.15 0.00 0.00 0.00 0

0.3L 33.4 0.13 4.10 0.00 0.00 0.00 0

0.4L 44.5 0.28 3.96 0.00 0.00 0.00 0

0.5L 55.6 0.33 3.91 0.00 0.00 0.00 0

0.6L 66.7 0.28 3.96 0.00 0.00 0.00 0

0.7L 77.8 0.13 4.10 0.00 0.00 0.00 0

80.2 0.08 4.15 0.00 0.00 0.00 0

81.2 0.09 4.02 0.00 0.00 0.00 0

82.2 0.09 3.90 0.00 0.00 0.00 0

83.2 0.09 3.81 0.00 0.00 0.00 0

0.8L 89.0 -0.05 3.95 0.67 0.76 0.03 1

95.2 -0.23 4.13 2.94 16.18 0.54 2

96.2 -0.21 3.87 2.87 14.48 0.48 2

97.2 -0.19 3.62 2.81 12.91 0.43 1

98.2 -0.18 3.43 2.70 11.28 0.38 1

0.9L 100.1 -0.24 3.49 3.59 20.64 0.69 2

dv 108.2 -0.56 3.81 7.09 94.31 3.14 8

108.2 -0.56 3.81 7.10 94.65 3.16 8

109.2 -0.37 2.54 7.09 62.78 2.09 5

110.2 -0.19 1.27 7.08 31.22 1.04 3

L 111.2 -0.17 0.99 8.27 34.00 1.13 3


# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders G Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.54

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.54

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98




Ext. Girder (lane)



lane

0.96


C4.6.2.2.3b-1

one lane loaded

Two or more

lane




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 255 311 51 10 627 87 562

0.1L 11.1 532 650 107 22 1312 181 1175

0.2L 22.2 946 1156 190 44 2337 322 2088

0.3L 33.2 1241 1517 250 67 3075 422 2741

0.4L 44.3 1419 1734 285 89 3527 483 3132

0.5L 55.4 1478 1807 297 111 3693 503 3263

0.6L 66.5 1419 1734 285 89 3527 483 3132

0.7L 77.6 1241 1517 250 67 3075 422 2741

0.8L 88.6 946 1156 190 44 2337 322 2088

0.9L 99.7 532 650 107 22 1312 181 1175

dv 105.8 255 311 51 10 627 87 562

L 110.8 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

110.8 3263.0 123.1


0 0

927 0

444 0

2162 0

1647 0

2574 0

2471 0

2162 0

2471 0

1647 0

Min LL

0 0

444 0

927 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 5.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.1L 11.1 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.2L 22.2 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.3L 33.2 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.4L 44.3 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.5L 55.4 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.6L 66.5 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.7L 77.6 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.8L 88.6 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.9L 99.7 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 105.8 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

L 110.8 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0

dv 5.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 708 8463 0.08

0.1L 11.1 0.64 0.55 269.0 8463 0.2244 1.00 8463 1478 8463 0.17

0.2L 22.2 0.78 0.67 268.8 10352 0.1837 1.00 10352 2628 10352 0.25

0.3L 33.2 0.85 0.73 268.7 11294 0.1684 1.00 11294 3449 11294 0.31

0.4L 44.3 0.85 0.73 268.7 11294 0.1684 1.00 11294 3941 11294 0.35

0.5L 55.4 0.85 0.73 268.7 11294 0.1684 1.00 11294 4106 11294 0.36

0.6L 66.5 0.85 0.73 268.7 11294 0.1684 1.00 11294 3941 11294 0.35

0.7L 77.6 0.85 0.73 268.7 11294 0.1684 1.00 11294 3449 11294 0.31

0.8L 88.6 0.78 0.67 268.8 10352 0.1837 1.00 10352 2628 10352 0.25

0.9L 99.7 0.64 0.55 269.0 8463 0.2244 1.00 8463 1478 8463 0.17

dv 105.8 0.64 0.55 269.0 8463 0.2244 1.00 8463 708 8463 0.08

L 110.8 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 255 311 51 10 627 87 1003

0.1L 11.1 532 650 107 22 1312 181 2095

0.2L 22.2 946 1156 190 44 2337 322 3725

0.3L 33.2 1241 1517 250 67 3075 422 4889

0.4L 44.3 1419 1734 285 89 3527 483 5587

0.5L 55.4 1478 1807 297 111 3693 503 5820

0.6L 66.5 1419 1734 285 89 3527 483 5587

0.7L 77.6 1241 1517 250 67 3075 422 4889

0.8L 88.6 946 1156 190 44 2337 322 3725

0.9L 99.7 532 650 107 22 1312 181 2095

dv 105.8 255 311 51 10 627 87 1003

L 110.8 0 0 0 0 0 0 0 0 0

2938 0

1653 0

791 0

4591 0

4407 0

3856 0

2938 0

3856 0

4407 0

Min LL

0 0

791 0

1653 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 5.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.1L 11.1 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.2L 22.2 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.3L 33.2 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.4L 44.3 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.5L 55.4 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.6L 66.5 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.7L 77.6 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.8L 88.6 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.9L 99.7 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 105.8 8 8 8 6 4 2 0 8 56.60 7.81 5.22

L 110.8 8 8 8 6 4 2 0 8 56.60 7.81 5.22




Tendon at

10.75"

From Bot

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 5.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.1L 11.1 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.2L 22.2 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.3L 33.2 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.4L 44.3 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.5L 55.4 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.6L 66.5 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.7L 77.6 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.8L 88.6 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.9L 99.7 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 105.8 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

L 110.8 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9311 0 0.00

dv 5.0 1691 1982 9311 0.18 0.21

0.1L 11.1 3533 4142 9311 0.38 0.44

0.2L 22.2 6286 7370 11246 0.56 0.66

0.3L 33.2 8261 9684 12192 0.68 0.79

0.4L 44.3 9457 11083 12192 0.78 0.91

0.5L 55.4 9875 11568 12192 0.81 0.95

0.6L 66.5 9457 11083 12192 0.78 0.91

0.7L 77.6 8261 9684 12192 0.68 0.79

0.8L 88.6 6286 7370 11246 0.56 0.66

0.9L 99.7 3533 4142 9311 0.38 0.44

dv 105.8 1691 1982 9311 0.18 0.21

L 110.8 0 0 9311 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders G Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

1.0 8 8 8 6 4 2 0 7.81 48.60 21.90 634 19 184 ok 479

2.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1257 18 184 ok 959

3.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1869 18 184 ok 1440

dv 5.0 8 8 8 6 4 2 0 7.81 48.60 21.90 3057 18 185 ok 1442

0.1L 11.1 8 8 8 6 4 2 0 7.81 48.60 21.90 6384 17 186 ok 1450

13.0 8 8 8 6 4 2 0 7.81 48.60 21.90 7346 17 186 ok 1452

14.0 10 10 10 8 4 2 0 9.55 48.74 22.04 7831 20 182 ok 1528

15.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8303 20 182 ok 1635

16.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8764 20 182 ok 1742

0.2L 22.2 10 10 10 8 4 2 0 9.55 48.74 22.04 11350 19 183 ok 1749

28.0 10 10 10 8 4 2 0 9.55 48.74 22.04 13396 19 184 ok 1755

29.0 10 12 12 8 4 2 0 10.42 48.79 22.09 13707 21 182 ok 1790

30.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14006 20 182 ok 1843

31.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14294 20 182 ok 1897

0.3L 33.2 10 12 12 8 4 2 0 10.42 48.79 22.09 14897 20 182 ok 1899

0.4L 44.3 10 12 12 8 4 2 0 10.42 48.79 22.09 17025 20 183 ok 1905

0.5L 55.4 10 12 12 8 4 2 0 10.42 48.79 22.09 17734 19 183 ok 1907

0.6L 66.5 10 12 12 8 4 2 0 10.42 48.79 22.09 17025 20 183 ok 1905

0.7L 77.6 10 12 12 8 4 2 0 10.42 48.79 22.09 14897 20 182 ok 1899

79.8 10 12 12 8 4 2 0 10.42 48.79 22.09 14294 20 182 ok 1897

80.8 10 12 12 8 4 2 0 10.42 48.79 22.09 14006 20 182 ok 1843

81.8 10 12 12 8 4 2 0 10.42 48.79 22.09 13707 21 182 ok 1790

82.8 10 10 10 8 4 2 0 9.55 48.74 22.04 13396 19 184 ok 1755

0.8L 88.6 10 10 10 8 4 2 0 9.55 48.74 22.04 11350 19 183 ok 1749

94.8 10 10 10 8 4 2 0 9.55 48.74 22.04 8764 20 182 ok 1742

95.8 10 10 10 8 4 2 0 9.55 48.74 22.04 8303 20 182 ok 1635

96.8 10 10 10 8 4 2 0 9.55 48.74 22.04 7831 20 182 ok 1528

97.8 8 8 8 6 4 2 0 7.81 48.60 21.90 7346 17 186 ok 1452

0.9L 99.7 8 8 8 6 4 2 0 7.81 48.60 21.90 6384 17 186 ok 1450

dv 108.2 8 8 8 6 4 2 0 7.81 48.60 21.90 1651 18 184 ok 1439

107.8 8 8 8 6 4 2 0 7.81 48.60 21.90 1869 18 184 ok 1440

108.8 8 8 8 6 4 2 0 7.81 48.60 21.90 1257 18 184 ok 959

109.8 8 8 8 6 4 2 0 7.81 48.60 21.90 634 19 184 ok 479

L 110.8 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

1.0 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

2.0 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

3.0 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

dv 5.0 -0.48 3.73 4.36 -0.62 0.00 0.77 0.86 0.00

0.1L 11.1 -0.25 3.50 4.36 -0.62 0.00 0.40 0.80 0.00

13.0 -0.18 3.43 4.36 -0.62 0.00 0.29 0.79 0.00

14.0 -0.20 3.62 4.36 -0.62 0.00 0.32 0.83 0.00

15.0 -0.22 3.88 4.36 -0.62 0.00 0.35 0.89 0.00

16.0 -0.24 4.14 4.36 -0.62 0.00 0.38 0.95 0.00

0.2L 22.2 -0.05 3.96 4.36 -0.62 0.00 0.09 0.91 0.00

28.0 0.09 3.82 4.36 -0.62 0.02 0.00 0.88 0.00

29.0 0.09 3.90 4.36 -0.62 0.02 0.00 0.90 0.00

30.0 0.08 4.03 4.36 -0.62 0.02 0.00 0.92 0.00

31.0 0.08 4.15 4.36 -0.62 0.02 0.00 0.95 0.00

0.3L 33.2 0.12 4.11 4.36 -0.62 0.03 0.00 0.94 0.00

0.4L 44.3 0.27 3.97 4.36 -0.62 0.06 0.00 0.91 0.00

0.5L 55.4 0.32 3.92 4.36 -0.62 0.07 0.00 0.90 0.00

0.6L 66.5 0.27 3.97 4.36 -0.62 0.06 0.00 0.91 0.00

0.7L 77.6 0.12 4.11 4.36 -0.62 0.03 0.00 0.94 0.00

79.8 0.08 4.15 4.36 -0.62 0.02 0.00 0.95 0.00

80.8 0.08 4.03 4.36 -0.62 0.02 0.00 0.92 0.00

81.8 0.09 3.90 4.36 -0.62 0.02 0.00 0.90 0.00

82.8 0.09 3.82 4.36 -0.62 0.02 0.00 0.88 0.00

0.8L 88.6 -0.05 3.96 4.36 -0.62 0.00 0.09 0.91 0.00

94.8 -0.24 4.14 4.36 -0.62 0.00 0.38 0.95 0.00

95.8 -0.22 3.88 4.36 -0.62 0.00 0.35 0.89 0.00

96.8 -0.20 3.62 4.36 -0.62 0.00 0.32 0.83 0.00

97.8 -0.18 3.43 4.36 -0.62 0.00 0.29 0.79 0.00

0.9L 99.7 -0.25 3.50 4.36 -0.62 0.00 0.40 0.80 0.00

dv 108.2 -0.58 3.83 4.36 -0.62 0.00 0.93 0.88 0.00

107.8 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

108.8 -0.37 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

109.8 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

L 110.8 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

Max: 0.07 0.93 0.95 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

1.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

2.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

3.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 5.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.1L 11.1 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

13.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

14.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

15.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

16.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.2L 22.2 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

28.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

29.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

30.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

31.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.3L 33.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.4L 44.3 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.5L 55.4 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.6L 66.5 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.7L 77.6 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

79.8 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

80.8 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

81.8 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

82.8 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.8L 88.6 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

94.8 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

95.8 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

96.8 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

97.8 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.9L 99.7 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 108.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

107.8 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

108.8 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

109.8 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

L 110.8 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

1.0 21 21 181 472 1410 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

2.0 21 21 181 944 2794 -0.23 2.20 3.60 -0.54 0.00 0.42 0.61 0.00

3.0 21 21 181 1416 4153 -0.34 3.30 3.60 -0.54 0.00 0.63 0.92 0.00

dv 5.0 21 21 181 1416 6793 -0.15 3.11 3.60 -0.54 0.00 0.29 0.86 0.00

0.1L 11.1 21 21 181 1416 14189 0.37 2.58 3.60 -0.54 0.10 0.00 0.72 0.00

13.0 21 21 181 1416 16326 0.52 2.43 3.60 -0.54 0.14 0.00 0.68 0.00

14.0 21 24 179 1500 17403 0.55 2.54 3.60 -0.54 0.15 0.00 0.70 0.00

15.0 21 24 179 1603 18453 0.58 2.72 3.60 -0.54 0.16 0.00 0.76 0.00

16.0 21 24 179 1707 19478 0.60 2.91 3.60 -0.54 0.17 0.00 0.81 0.00

0.2L 22.2 21 24 179 1707 25224 1.01 2.51 3.60 -0.54 0.28 0.00 0.70 0.00

28.0 21 24 179 1707 29772 1.33 2.19 3.60 -0.54 0.37 0.00 0.61 0.00

29.0 21 25 178 1746 30462 1.36 2.23 3.60 -0.54 0.38 0.00 0.62 0.00

30.0 21 25 178 1797 31128 1.38 2.31 3.60 -0.54 0.38 0.00 0.64 0.00

31.0 21 25 178 1849 31767 1.40 2.39 3.60 -0.54 0.39 0.00 0.66 0.00

0.3L 33.2 21 25 178 1849 33107 1.50 2.30 3.60 -0.54 0.42 0.00 0.64 0.00

0.4L 44.3 21 25 178 1849 37836 1.83 1.97 3.60 -0.54 0.51 0.00 0.55 0.00

0.5L 55.4 21 25 178 1849 39413 1.94 1.86 3.60 -0.54 0.54 0.00 0.52 0.00

0.6L 66.5 21 25 178 1849 37836 1.83 1.97 3.60 -0.54 0.51 0.00 0.55 0.00

0.7L 77.6 21 25 178 1849 33107 1.50 2.30 3.60 -0.54 0.42 0.00 0.64 0.00

79.8 21 25 178 1849 31767 1.40 2.39 3.60 -0.54 0.39 0.00 0.66 0.00

80.8 21 25 178 1797 31128 1.38 2.31 3.60 -0.54 0.38 0.00 0.64 0.00

81.8 21 25 178 1746 30462 1.36 2.23 3.60 -0.54 0.38 0.00 0.62 0.00

82.8 21 24 179 1707 29772 1.33 2.19 3.60 -0.54 0.37 0.00 0.61 0.00

0.8L 88.6 21 24 179 1707 25224 1.01 2.51 3.60 -0.54 0.28 0.00 0.70 0.00

94.8 21 24 179 1707 19478 0.60 2.91 3.60 -0.54 0.17 0.00 0.81 0.00

95.8 21 24 179 1603 18453 0.58 2.72 3.60 -0.54 0.16 0.00 0.76 0.00

96.8 21 24 179 1500 17403 0.55 2.54 3.60 -0.54 0.15 0.00 0.70 0.00

97.8 21 21 181 1416 16326 0.52 2.43 3.60 -0.54 0.14 0.00 0.68 0.00

0.9L 99.7 21 21 181 1416 14189 0.37 2.58 3.60 -0.54 0.10 0.00 0.72 0.00

dv 108.2 21 21 181 1416 3670 -0.37 3.33 3.60 -0.54 0.00 0.70 0.92 0.00

107.8 21 21 181 1416 4153 -0.34 3.30 3.60 -0.54 0.00 0.63 0.92 0.00

108.8 21 21 181 944 2794 -0.23 2.20 3.60 -0.54 0.00 0.42 0.61 0.00

109.8 21 21 181 472 1410 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

L 110.8 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

Max: 0.54 0.70 0.92 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

1.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

2.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

3.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 5.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.1L 11.1 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

13.0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

14.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

15.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

16.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.2L 22.2 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

28.0 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

29.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

30.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

31.0 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.3L 33.2 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.4L 44.3 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.5L 55.4 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.6L 66.5 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.7L 77.6 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

79.8 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

80.8 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

81.8 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

82.8 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.8L 88.6 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

94.8 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

95.8 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

96.8 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

97.8 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.9L 99.7 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 108.2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

107.8 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

108.8 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

109.8 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

L 110.8 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1410 343 24 1105 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

2.0 2794 681 48 2190 -0.18 2.05 4.80 -0.54 0.00 0.33 0.43 0.00

3.0 4153 1012 72 3254 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

dv 5.0 6793 1655 120 5324 -0.04 2.75 4.80 -0.54 0.00 0.07 0.57 0.00

0.1L 11.1 14189 3456 267 11119 0.61 1.82 4.80 -0.54 0.13 0.00 0.38 0.00

13.0 16326 3977 313 12795 0.80 1.56 4.80 -0.54 0.17 0.00 0.32 0.00

14.0 17403 4239 337 13638 0.85 1.62 4.80 -0.54 0.18 0.00 0.34 0.00

15.0 18453 4495 361 14461 0.90 1.75 4.80 -0.54 0.19 0.00 0.36 0.00

16.0 19478 4745 385 15264 0.94 1.88 4.80 -0.54 0.20 0.00 0.39 0.00

0.2L 22.2 25224 6145 534 19767 1.45 1.18 4.80 -0.54 0.30 0.00 0.25 0.00

28.0 29772 7252 674 23331 1.85 0.62 4.80 -0.54 0.38 0.00 0.13 0.00

29.0 30462 7421 698 23872 1.89 0.63 4.80 -0.54 0.39 0.00 0.13 0.00

30.0 31128 7583 722 24394 1.92 0.68 4.80 -0.54 0.40 0.00 0.14 0.00

31.0 31767 7738 746 24895 1.96 0.73 4.80 -0.54 0.41 0.00 0.15 0.00

0.3L 33.2 33107 8065 800 25945 2.07 0.56 4.80 -0.54 0.43 0.00 0.12 0.00

0.4L 44.3 37836 9217 1067 29651 2.49 -0.02 4.80 -0.54 0.52 0.00 0.00 0.04

0.5L 55.4 39413 9601 1334 30887 2.63 -0.23 4.80 -0.54 0.55 0.00 0.00 0.42

0.6L 66.5 37836 9217 1067 29651 2.49 -0.02 4.80 -0.54 0.52 0.00 0.00 0.04

0.7L 77.6 33107 8065 800 25945 2.07 0.56 4.80 -0.54 0.43 0.00 0.12 0.00

79.8 31767 7738 746 24895 1.96 0.73 4.80 -0.54 0.41 0.00 0.15 0.00

80.8 31128 7583 722 24394 1.92 0.68 4.80 -0.54 0.40 0.00 0.14 0.00

81.8 30462 7421 698 23872 1.89 0.63 4.80 -0.54 0.39 0.00 0.13 0.00

82.8 29772 7252 674 23331 1.85 0.62 4.80 -0.54 0.38 0.00 0.13 0.00

0.8L 88.6 25224 6145 534 19767 1.45 1.18 4.80 -0.54 0.30 0.00 0.25 0.00

94.8 19478 4745 385 15264 0.94 1.88 4.80 -0.54 0.20 0.00 0.39 0.00

95.8 18453 4495 361 14461 0.90 1.75 4.80 -0.54 0.19 0.00 0.36 0.00

96.8 17403 4239 337 13638 0.85 1.62 4.80 -0.54 0.18 0.00 0.34 0.00

97.8 16326 3977 313 12795 0.80 1.56 4.80 -0.54 0.17 0.00 0.32 0.00

0.9L 99.7 14189 3456 267 11119 0.61 1.82 4.80 -0.54 0.13 0.00 0.38 0.00

dv 108.2 3670 894 64 2876 -0.31 3.13 4.80 -0.54 0.00 0.58 0.65 0.00

107.8 4153 1012 72 3254 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

108.8 2794 681 48 2190 -0.18 2.05 4.80 -0.54 0.00 0.33 0.43 0.00

109.8 1410 343 24 1105 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

L 110.8 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.55 0.58 0.65 0.42

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 884 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

2.0 1752 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

3.0 2604 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

dv 5.0 4259 -0.05 2.80 4.80 -0.54 0.00 0.10 0.58 0.00

0.1L 11.1 8895 0.58 1.94 4.80 -0.54 0.12 0.00 0.40 0.00

13.0 10236 0.76 1.69 4.80 -0.54 0.16 0.00 0.35 0.00

14.0 10910 0.81 1.76 4.80 -0.54 0.17 0.00 0.37 0.00

15.0 11569 0.85 1.90 4.80 -0.54 0.18 0.00 0.39 0.00

16.0 12211 0.89 2.04 4.80 -0.54 0.19 0.00 0.42 0.00

0.2L 22.2 15814 1.38 1.38 4.80 -0.54 0.29 0.00 0.29 0.00

28.0 18665 1.77 0.85 4.80 -0.54 0.37 0.00 0.18 0.00

29.0 19098 1.81 0.87 4.80 -0.54 0.38 0.00 0.18 0.00

30.0 19515 1.84 0.92 4.80 -0.54 0.38 0.00 0.19 0.00

31.0 19916 1.87 0.97 4.80 -0.54 0.39 0.00 0.20 0.00

0.3L 33.2 20756 1.99 0.82 4.80 -0.54 0.41 0.00 0.17 0.00

0.4L 44.3 23721 2.39 0.27 4.80 -0.54 0.50 0.00 0.06 0.00

0.5L 55.4 24709 2.53 0.08 4.80 -0.54 0.53 0.00 0.02 0.00

0.6L 66.5 23721 2.39 0.27 4.80 -0.54 0.50 0.00 0.06 0.00

0.7L 77.6 20756 1.99 0.82 4.80 -0.54 0.41 0.00 0.17 0.00

79.8 19916 1.87 0.97 4.80 -0.54 0.39 0.00 0.20 0.00

80.8 19515 1.84 0.92 4.80 -0.54 0.38 0.00 0.19 0.00

81.8 19098 1.81 0.87 4.80 -0.54 0.38 0.00 0.18 0.00

82.8 18665 1.77 0.85 4.80 -0.54 0.37 0.00 0.18 0.00

0.8L 88.6 15814 1.38 1.38 4.80 -0.54 0.29 0.00 0.29 0.00

94.8 12211 0.89 2.04 4.80 -0.54 0.19 0.00 0.42 0.00

95.8 11569 0.85 1.90 4.80 -0.54 0.18 0.00 0.39 0.00

96.8 10910 0.81 1.76 4.80 -0.54 0.17 0.00 0.37 0.00

97.8 10236 0.76 1.69 4.80 -0.54 0.16 0.00 0.35 0.00

0.9L 99.7 8895 0.58 1.94 4.80 -0.54 0.12 0.00 0.40 0.00

dv 108.2 2301 -0.32 3.16 4.80 -0.54 0.00 0.60 0.66 0.00

107.8 2604 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

108.8 1752 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

109.8 884 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

L 110.8 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.53 0.60 0.66 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 0.99 8.27 34.00 1.13 3

1.0 -0.19 1.27 7.08 31.27 1.04 3

2.0 -0.37 2.54 7.10 62.87 2.10 5

3.0 -0.56 3.81 7.11 94.79 3.16 8

dv 5.0 -0.48 3.73 6.30 71.50 2.38 6

0.1L 11.1 -0.25 3.50 3.63 21.14 0.70 2

13.0 -0.18 3.43 2.73 11.53 0.38 1

14.0 -0.20 3.62 2.84 13.18 0.44 1

15.0 -0.22 3.88 2.90 14.78 0.49 2

16.0 -0.24 4.14 2.97 16.51 0.55 2

0.2L 22.2 -0.05 3.96 0.74 0.95 0.03 1

28.0 0.09 3.82 0.00 0.00 0.00 0

29.0 0.09 3.90 0.00 0.00 0.00 0

30.0 0.08 4.03 0.00 0.00 0.00 0

31.0 0.08 4.15 0.00 0.00 0.00 0

0.3L 33.2 0.12 4.11 0.00 0.00 0.00 0

0.4L 44.3 0.27 3.97 0.00 0.00 0.00 0

0.5L 55.4 0.32 3.92 0.00 0.00 0.00 0

0.6L 66.5 0.27 3.97 0.00 0.00 0.00 0

0.7L 77.6 0.12 4.11 0.00 0.00 0.00 0

79.8 0.08 4.15 0.00 0.00 0.00 0

80.8 0.08 4.03 0.00 0.00 0.00 0

81.8 0.09 3.90 0.00 0.00 0.00 0

82.8 0.09 3.82 0.00 0.00 0.00 0

0.8L 88.6 -0.05 3.96 0.74 0.95 0.03 1

94.8 -0.24 4.14 2.97 16.51 0.55 2

95.8 -0.22 3.88 2.90 14.78 0.49 2

96.8 -0.20 3.62 2.84 13.18 0.44 1

97.8 -0.18 3.43 2.73 11.53 0.38 1

0.9L 99.7 -0.25 3.50 3.63 21.14 0.70 2

dv 108.2 -0.58 3.83 7.25 99.31 3.31 8

107.8 -0.56 3.81 7.11 94.79 3.16 8

108.8 -0.37 2.54 7.10 62.87 2.10 5

109.8 -0.19 1.27 7.08 31.27 1.04 3

L 110.8 -0.17 0.99 8.27 34.00 1.13 3


# 6 rebars

(in^2)

Length along

girder (ft)



Task: Girders H Design Page: of:

Job #: NO:





Number of Lanes 4














10







Job #: NO:











kg= n( I + A*eg^2) 1576804.87 4.6.2.2.1-1

n= E_beam / E_deck 1.26491106

f'c_slab (ksi) 6

E_beam (ksi) 5,154

E_slab (ksi) 4,074








Job #: NO:






Job #: NO:



de (ft) 2.30

e=0.77+de/9.1 1.02







Job #: NO:


One lane loaded:

NL 1

X_ext, (ft) 35.18

e (ft) 24.03

x_1 (ft) 5.03

x_2 (ft) 15.08

x_3 (ft) 25.13

x_4 (ft) 35.18

R 0.32


Two Lanes loaded:

NL 2

e1 (ft) 24.03

e2 (ft) 6.5

R 0.50





Job #: NO:


NL 3

e1 (ft) 24.03

e2 (ft) 6.5

e3 (ft) 12

R 0.68




One lane 0.52 0.54

NA 0.39



Design Value

Moment


Max: 0.79





Ext. Girder (lane)



lane

0.77 0.79


C4.6.2.2.2d-1

one lane loaded




Job #: NO:








Job #: NO:


de (ft) 2.30

e=0.77+de/9.1 1.02



Notes:






Job #: NO:



One lane 0.76 NA

NA

NA 0.54

NA 0.98

Design Value

Shear

Distribution

Factor

0.96 0.98

Max: 0.98




Ext. Girder (lane)



lane

0.96


C4.6.2.2.3b-1

one lane loaded

Two or more

lane




Job #: NO:



Skew Factor 1.09






1.07




Job #: NO:


One lane

0 0.0 0 0 0 0 0 0 0

dv 5.0 254 310 51 10 625 86 561

0.1L 11.0 528 646 106 22 1303 180 1169

0.2L 22.1 939 1148 189 44 2321 320 2077

0.3L 33.1 1233 1507 248 66 3054 419 2727

0.4L 44.2 1409 1722 283 89 3503 479 3116

0.5L 55.2 1468 1794 295 111 3668 499 3246

0.6L 66.3 1409 1722 283 89 3503 479 3116

0.7L 77.3 1233 1507 248 66 3054 419 2727

0.8L 88.3 939 1148 189 44 2321 320 2077

0.9L 99.4 528 646 106 22 1303 180 1169

dv 105.4 254 310 51 10 625 86 561

L 110.4 0 0 0 0 0 0 0

dv Use 0.9h (AASHTO 5.8.2.9) 5.03 ft



110 3229 122.8

120 3652.4 126.7

110.4 3246.6 123.0


0 0

923 0

443 0

2153 0

1640 0

2563 0

2460 0

2153 0

2460 0

1640 0

Min LL

0 0

443 0

923 0

Length along

girder (ft)

For Each Girder


M (k-ft)

DC4

M (k-ft)

DC Total

M (k-ft)

DW


Distr.Fact




Job #: NO:



0 0.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 5.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.1L 11.0 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

0.2L 22.1 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.3L 33.1 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.4L 44.2 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.5L 55.2 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.6L 66.3 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.7L 77.3 10 12 12 8 4 2 0 48.79 10.42 0.85 N.A. @ TF

0.8L 88.3 10 10 10 8 4 2 0 48.74 9.55 0.78 N.A. @ TF

0.9L 99.4 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

dv 105.4 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF

L 110.4 8 8 8 6 4 2 0 48.60 7.81 0.64 N.A. @ TF



Note 1: Note 4:

Note 2: Note 5:


N.A.

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

dp(in) to

Girder top

Aps(in^2) c (in)

Action Type:

Nuetral axis

location

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot

No.

Tendon at

10.75"

From Bot




Job #: NO:



0 0.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0

dv 5.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 705 8463 0.08

0.1L 11.0 0.64 0.55 269.0 8463 0.2244 1.00 8463 1468 8463 0.17

0.2L 22.1 0.78 0.67 268.8 10352 0.1837 1.00 10352 2609 10352 0.25

0.3L 33.1 0.85 0.73 268.7 11294 0.1684 1.00 11294 3425 11294 0.30

0.4L 44.2 0.85 0.73 268.7 11294 0.1684 1.00 11294 3914 11294 0.35

0.5L 55.2 0.85 0.73 268.7 11294 0.1684 1.00 11294 4077 11294 0.36

0.6L 66.3 0.85 0.73 268.7 11294 0.1684 1.00 11294 3914 11294 0.35

0.7L 77.3 0.85 0.73 268.7 11294 0.1684 1.00 11294 3425 11294 0.30

0.8L 88.3 0.78 0.67 268.8 10352 0.1837 1.00 10352 2609 10352 0.25

0.9L 99.4 0.64 0.55 269.0 8463 0.2244 1.00 8463 1468 8463 0.17

dv 105.4 0.64 0.55 269.0 8463 0.2244 1.00 8463 705 8463 0.08

L 110.4 0.64 0.55 269.0 8463 0.2244 1.00 8463 0 8463 0.00




Note 8:

phi

factor φ

φMn(k-

ft)

For Each Girder

Mu (k-ft)


Length

along

girder

(ft)


ξ_t




Job #: NO:


Mu=1.25 DC1+1.25DC2



0

2000

4000

6000

8000

10000

12000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)






Job #: NO:

0 0.0 0 0 0 0 0 0 0

dv 5.0 254 310 51 10 625 86 1000

0.1L 11.0 528 646 106 22 1303 180 2081

0.2L 22.1 939 1148 189 44 2321 320 3699

0.3L 33.1 1233 1507 248 66 3054 419 4855

0.4L 44.2 1409 1722 283 89 3503 479 5549

0.5L 55.2 1468 1794 295 111 3668 499 5780

0.6L 66.3 1409 1722 283 89 3503 479 5549

0.7L 77.3 1233 1507 248 66 3054 419 4855

0.8L 88.3 939 1148 189 44 2321 320 3699

0.9L 99.4 528 646 106 22 1303 180 2081

dv 105.4 254 310 51 10 625 86 1000

L 110.4 0 0 0 0 0 0 0 0 0

2921 0

1643 0

789 0

4564 0

4381 0

3833 0

2921 0

3833 0

4381 0

Min LL

0 0

789 0

1643 0

Length along


M (k-ft)

DC4

M (k-ft)

DC Total

For Each Girder

M (k-ft)

DW

(P-15) LL+IM -M (k-f)

One lane Distr.Fact




Job #: NO:


0 0.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 5.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.1L 11.0 8 8 8 6 4 2 0 8 56.60 7.81 5.22

0.2L 22.1 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.3L 33.1 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.4L 44.2 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.5L 55.2 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.6L 66.3 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.7L 77.3 10 12 12 8 4 2 0 8 56.79 10.42 6.90

0.8L 88.3 10 10 10 8 4 2 0 8 56.74 9.55 6.35

0.9L 99.4 8 8 8 6 4 2 0 8 56.60 7.81 5.22

dv 105.4 8 8 8 6 4 2 0 8 56.60 7.81 5.22

L 110.4 8 8 8 6 4 2 0 8 56.60 7.81 5.22




Tendon at

10.75"

From Bot

No.

Tendon

at 12.75"

From Bot

No.

Tendon at

14.75"

From Bot

Composite

Deck THK

(in)

dp(in) to

Deck top

Length

along

girder (ft)

No. Tendon

at 2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No.

Tendon at

6.75"

From Bot

No.

Tendon at

8.75" From

Bot




Job #: NO:


0 0.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 5.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.1L 11.0 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

0.2L 22.1 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.3L 33.1 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.4L 44.2 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.5L 55.2 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.6L 66.3 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.7L 77.3 N.A. @ Deck 6.90 5.87 260.8 12192 0.0217 1.00 12192

0.8L 88.3 N.A. @ Deck 6.35 5.39 261.5 11246 0.0238 1.00 11246

0.9L 99.4 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

dv 105.4 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

L 110.4 N.A. @ Deck 5.22 4.44 263.0 9311 0.0295 1.00 9311

Mn(k-ft)Epslon_t

ξ_t

phi factor

φ φMn(k-ft)

Length

along

girder

(ft)

Action Type

(Neutral Axis

location)

Update

c (in)

from

deck

top

a (in) f_ps(ksi)




Job #: NO:


0 0.0 0 0 9311 0 0.00

dv 5.0 1687 1976 9311 0.18 0.21

0.1L 11.0 3513 4116 9311 0.38 0.44

0.2L 22.1 6251 7323 11246 0.56 0.65

0.3L 33.1 8214 9622 12192 0.67 0.79

0.4L 44.2 9404 11012 12192 0.77 0.90

0.5L 55.2 9818 11494 12192 0.81 0.94

0.6L 66.3 9404 11012 12192 0.77 0.90

0.7L 77.3 8214 9622 12192 0.67 0.79

0.8L 88.3 6251 7323 11246 0.56 0.65

0.9L 99.4 3513 4116 9311 0.38 0.44

dv 105.4 1687 1976 9311 0.18 0.21

L 110.4 0 0 9311 0.00 0.00



17

Mu (k-ft)

Strength I

Mu (k-ft)


D/C for

Strength I

D/C for

Strength II

Length

along

girder (ft)

For Each Girder




Job #: NO:

0

2000

4000

6000

8000

10000

12000

14000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Mo

me

nt

(k

-ft)

Length (ft)



φMn(k-ft)




Task: Girders H Stress Page: of:

Job #: NO:







n'-1 = E_ps/ E_pc -1 4.53

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373,350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

1.0 8 8 8 6 4 2 0 7.81 48.60 21.90 632 19 184 ok 479

2.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1253 18 184 ok 959

3.0 8 8 8 6 4 2 0 7.81 48.60 21.90 1862 18 184 ok 1440

dv 5.0 8 8 8 6 4 2 0 7.81 48.60 21.90 3045 18 185 ok 1442

0.1L 11.0 8 8 8 6 4 2 0 7.81 48.60 21.90 6340 17 186 ok 1450

13.0 8 8 8 6 4 2 0 7.81 48.60 21.90 7317 17 186 ok 1452

14.0 10 10 10 8 4 2 0 9.55 48.74 22.04 7799 20 182 ok 1528

15.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8270 20 182 ok 1635

16.0 10 10 10 8 4 2 0 9.55 48.74 22.04 8729 20 182 ok 1742

0.2L 22.1 10 10 10 8 4 2 0 9.55 48.74 22.04 11271 19 183 ok 1749

28.0 10 10 10 8 4 2 0 9.55 48.74 22.04 13334 19 184 ok 1754

29.0 10 12 12 8 4 2 0 10.42 48.79 22.09 13642 21 182 ok 1790

30.0 10 12 12 8 4 2 0 10.42 48.79 22.09 13939 20 182 ok 1843

31.0 10 12 12 8 4 2 0 10.42 48.79 22.09 14225 20 182 ok 1897

0.3L 33.1 10 12 12 8 4 2 0 10.42 48.79 22.09 14793 20 182 ok 1898

0.4L 44.2 10 12 12 8 4 2 0 10.42 48.79 22.09 16907 20 183 ok 1905

0.5L 55.2 10 12 12 8 4 2 0 10.42 48.79 22.09 17611 19 183 ok 1907

0.6L 66.3 10 12 12 8 4 2 0 10.42 48.79 22.09 16907 20 183 ok 1905

0.7L 77.3 10 12 12 8 4 2 0 10.42 48.79 22.09 14793 20 182 ok 1898

79.4 10 12 12 8 4 2 0 10.42 48.79 22.09 14225 20 182 ok 1897

80.4 10 12 12 8 4 2 0 10.42 48.79 22.09 13939 20 182 ok 1843

81.4 10 12 12 8 4 2 0 10.42 48.79 22.09 13642 21 182 ok 1790

82.4 10 10 10 8 4 2 0 9.55 48.74 22.04 13334 19 184 ok 1754

0.8L 88.3 10 10 10 8 4 2 0 9.55 48.74 22.04 11271 19 183 ok 1749

94.4 10 10 10 8 4 2 0 9.55 48.74 22.04 8729 20 182 ok 1742

95.4 10 10 10 8 4 2 0 9.55 48.74 22.04 8270 20 182 ok 1635

96.4 10 10 10 8 4 2 0 9.55 48.74 22.04 7799 20 182 ok 1528

97.4 8 8 8 6 4 2 0 7.81 48.60 21.90 7317 17 186 ok 1452

0.9L 99.4 8 8 8 6 4 2 0 7.81 48.60 21.90 6340 17 186 ok 1450

dv 108.2 8 8 8 6 4 2 0 7.81 48.60 21.90 1410 18 184 ok 1439

107.4 8 8 8 6 4 2 0 7.81 48.60 21.90 1862 18 184 ok 1440

108.4 8 8 8 6 4 2 0 7.81 48.60 21.90 1253 18 184 ok 959

109.4 8 8 8 6 4 2 0 7.81 48.60 21.90 632 19 184 ok 479

L 110.4 8 8 8 6 4 2 0 7.81 48.60 21.90 0 19 184 ok 359

Length along


at 2.75"

From Bot

No. Tendon

at 4.75"

from Bot

No.

Tendon at

6.75" From

Bot

No. Tendon

at 8.75"

From Bot

No. Tendon

at 10.75"

From Bot

Δf_pES

(ksi)

f_pi

(ksi)

Stress

limit for

tendon

0.8fpy

Jakcing

force

@transfer,

Pji (kip)

No. Tendon

at 12.75"

From Bot

No. Tendon

at 14.75"

From Bot

Aps(in^2)

Y_p,

Tendon

CG to Top

of Girder

(in)

e_ti (in)

Mg (kip-

in) Girder

Self

Weight




Job #: NO:


Note 4:

Note 3:



Note 9:



Note 10:









Job #: NO:

0

500

1000

1500

2000

2500

0.0 20.0 40.0 60.0 80.0 100.0 120.0





Job #: NO:



0 0.0 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

1.0 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

2.0 -0.38 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

3.0 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

dv 5.0 -0.48 3.73 4.36 -0.62 0.00 0.78 0.86 0.00

0.1L 11.0 -0.25 3.50 4.36 -0.62 0.00 0.40 0.80 0.00

13.0 -0.18 3.43 4.36 -0.62 0.00 0.29 0.79 0.00

14.0 -0.20 3.62 4.36 -0.62 0.00 0.32 0.83 0.00

15.0 -0.22 3.88 4.36 -0.62 0.00 0.35 0.89 0.00

16.0 -0.24 4.14 4.36 -0.62 0.00 0.38 0.95 0.00

0.2L 22.1 -0.06 3.96 4.36 -0.62 0.00 0.10 0.91 0.00

28.0 0.09 3.82 4.36 -0.62 0.02 0.00 0.88 0.00

29.0 0.08 3.90 4.36 -0.62 0.02 0.00 0.90 0.00

30.0 0.08 4.03 4.36 -0.62 0.02 0.00 0.93 0.00

31.0 0.07 4.16 4.36 -0.62 0.02 0.00 0.95 0.00

0.3L 33.1 0.11 4.12 4.36 -0.62 0.03 0.00 0.95 0.00

0.4L 44.2 0.26 3.97 4.36 -0.62 0.06 0.00 0.91 0.00

0.5L 55.2 0.31 3.93 4.36 -0.62 0.07 0.00 0.90 0.00

0.6L 66.3 0.26 3.97 4.36 -0.62 0.06 0.00 0.91 0.00

0.7L 77.3 0.11 4.12 4.36 -0.62 0.03 0.00 0.95 0.00

79.4 0.07 4.16 4.36 -0.62 0.02 0.00 0.95 0.00

80.4 0.08 4.03 4.36 -0.62 0.02 0.00 0.93 0.00

81.4 0.08 3.90 4.36 -0.62 0.02 0.00 0.90 0.00

82.4 0.09 3.82 4.36 -0.62 0.02 0.00 0.88 0.00

0.8L 88.3 -0.06 3.96 4.36 -0.62 0.00 0.10 0.91 0.00

94.4 -0.24 4.14 4.36 -0.62 0.00 0.38 0.95 0.00

95.4 -0.22 3.88 4.36 -0.62 0.00 0.35 0.89 0.00

96.4 -0.20 3.62 4.36 -0.62 0.00 0.32 0.83 0.00

97.4 -0.18 3.43 4.36 -0.62 0.00 0.29 0.79 0.00

0.9L 99.4 -0.25 3.50 4.36 -0.62 0.00 0.40 0.80 0.00

dv 108.2 -0.60 3.84 4.36 -0.62 0.00 0.96 0.88 0.00

107.4 -0.56 3.81 4.36 -0.62 0.00 0.91 0.88 0.00

108.4 -0.38 2.54 4.36 -0.62 0.00 0.60 0.58 0.00

109.4 -0.19 1.27 4.36 -0.62 0.00 0.30 0.29 0.00

L 110.4 -0.17 0.99 4.36 -0.62 0.00 0.28 0.23 0.00

Max: 0.07 0.96 0.95 0.00


0.65f'ci)

(Ten limit -

0.24*sqrt(f

'ci) ksi)

f_top f_bot

D/C ratio

(comp

limit )

D/C

ratio(Ten

limit )

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit )

Length

along

girder (ft)

f_top

(ksi)




Job #: NO:







n'-1 = E_ps/ E_pc -1 5

f'c (ksi) 8

f'ci (ksi) 6.7

CA BT 55, Ag (in^2) 925




CA BT 55, Ig (in^4) 373350

Ƴ_h Say H= 70% 1

Ƴ_st 0.65

Δf_pR (ksi) 2.4





Job #: NO:



0 0.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

1.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

2.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

3.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 5.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.1L 11.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

13.0 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

14.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

15.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

16.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.2L 22.1 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

28.0 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

29.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

30.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

31.0 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.3L 33.1 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.4L 44.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.5L 55.2 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.6L 66.3 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

0.7L 77.3 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

79.4 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

80.4 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

81.4 10.42 48.79 47.19 972 373350 27000 27.77223 27 21911 395261 14232 14450

82.4 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

0.8L 88.3 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

94.4 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

95.4 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

96.4 9.55 48.74 43.25 968 373350 26806 27.6845 27 20070 393420 14211 14337

97.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

0.9L 99.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

dv 108.2 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

107.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

108.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

109.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

L 110.4 7.81 48.60 35.39 960 373350 26417 27.50689 28 16343 389693 14167 14110

Transfor

med

Y_ttop

(in)

Transfor

med

Y_tbot

(in)

Ʃ Ai*(Y_i-

Y_ttop)^

2

(in^4)

I_final(in

^4)

Transfor

med

S_ttop

(in^3)

Transfor

med

S_tbot

(in^3)

Total

Aps*(n-

1)+Ag

(in^2) Ig (in^4)

ƩAi*Y_i

(in^3)

Length

along

girder

(ft) Aps(in^

2)

Y_p,

Tendon CG

to

GirderTop

(in)

Aps*(n'-

1)

(in^2)




Job #: NO:





Note 5:









Job #: NO:



0 0.0 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

1.0 21 21 181 472 1405 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

2.0 21 21 181 944 2784 -0.23 2.20 3.60 -0.54 0.00 0.42 0.61 0.00

3.0 21 21 181 1416 4138 -0.34 3.30 3.60 -0.54 0.00 0.64 0.92 0.00

dv 5.0 21 21 181 1416 6768 -0.16 3.11 3.60 -0.54 0.00 0.29 0.86 0.00

0.1L 11.0 21 21 181 1416 14090 0.36 2.59 3.60 -0.54 0.10 0.00 0.72 0.00

13.0 21 21 181 1416 16262 0.51 2.44 3.60 -0.54 0.14 0.00 0.68 0.00

14.0 21 24 179 1500 17333 0.55 2.54 3.60 -0.54 0.15 0.00 0.71 0.00

15.0 21 24 179 1603 18379 0.57 2.73 3.60 -0.54 0.16 0.00 0.76 0.00

16.0 21 24 179 1707 19399 0.60 2.92 3.60 -0.54 0.17 0.00 0.81 0.00

0.2L 22.1 21 24 179 1707 25049 1.00 2.52 3.60 -0.54 0.28 0.00 0.70 0.00

28.0 21 24 179 1707 29633 1.32 2.20 3.60 -0.54 0.37 0.00 0.61 0.00

29.0 21 25 178 1746 30319 1.35 2.24 3.60 -0.54 0.37 0.00 0.62 0.00

30.0 21 25 178 1797 30979 1.37 2.32 3.60 -0.54 0.38 0.00 0.64 0.00

31.0 21 25 178 1849 31614 1.39 2.40 3.60 -0.54 0.39 0.00 0.67 0.00

0.3L 33.1 21 25 178 1849 32877 1.48 2.32 3.60 -0.54 0.41 0.00 0.64 0.00

0.4L 44.2 21 25 178 1849 37574 1.81 1.99 3.60 -0.54 0.50 0.00 0.55 0.00

0.5L 55.2 21 25 178 1849 39139 1.92 1.88 3.60 -0.54 0.53 0.00 0.52 0.00

0.6L 66.3 21 25 178 1849 37574 1.81 1.99 3.60 -0.54 0.50 0.00 0.55 0.00

0.7L 77.3 21 25 178 1849 32877 1.48 2.32 3.60 -0.54 0.41 0.00 0.64 0.00

79.4 21 25 178 1849 31614 1.39 2.40 3.60 -0.54 0.39 0.00 0.67 0.00

80.4 21 25 178 1797 30979 1.37 2.32 3.60 -0.54 0.38 0.00 0.64 0.00

81.4 21 25 178 1746 30319 1.35 2.24 3.60 -0.54 0.37 0.00 0.62 0.00

82.4 21 24 179 1707 29633 1.32 2.20 3.60 -0.54 0.37 0.00 0.61 0.00

0.8L 88.3 21 24 179 1707 25049 1.00 2.52 3.60 -0.54 0.28 0.00 0.70 0.00

94.4 21 24 179 1707 19399 0.60 2.92 3.60 -0.54 0.17 0.00 0.81 0.00

95.4 21 24 179 1603 18379 0.57 2.73 3.60 -0.54 0.16 0.00 0.76 0.00

96.4 21 24 179 1500 17333 0.55 2.54 3.60 -0.54 0.15 0.00 0.71 0.00

97.4 21 21 181 1416 16262 0.51 2.44 3.60 -0.54 0.14 0.00 0.68 0.00

0.9L 99.4 21 21 181 1416 14090 0.36 2.59 3.60 -0.54 0.10 0.00 0.72 0.00

dv 108.2 21 21 181 1416 3134 -0.41 3.37 3.60 -0.54 0.00 0.77 0.94 0.00

107.4 21 21 181 1416 4138 -0.34 3.30 3.60 -0.54 0.00 0.64 0.92 0.00

108.4 21 21 181 944 2784 -0.23 2.20 3.60 -0.54 0.00 0.42 0.61 0.00

109.4 21 21 181 472 1405 -0.11 1.10 3.60 -0.54 0.00 0.21 0.30 0.00

L 110.4 21 21 181 354 0 -0.16 0.90 3.60 -0.54 0.00 0.29 0.25 0.00

Max: 0.53 0.77 0.94 0.00

f_top

(ksi)

f_Bot

(ksi)

Compres

sive

Stress

limit (ksi)

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length

along

girder

(ft)

e (in)Δf_pLT


Moment

demands

DC1+DC2

(kip-in)

PS+ Perm (DC1+DC2)




Job #: NO:


Note 10



Note 13

Note 14

Note 15

Note 16:




Job #: NO:



CA BT 55, Ag (in^2) 925

CA BT 55, w (k/ft) 0.963



CA BT 55, Ig (in^4) 373350



n'-1 = E_ps/ E_pc -1 5

Girder f'c (ksi) 8




n= E_c/E_pc 0.79











Job #: NO:


Note 1

0 0 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

1 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

2 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

3 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 5 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.1L 11 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

13 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

14 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

15 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

16 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.2L 22 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

28 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

29 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

30 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

31 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.3L 33 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.4L 44 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.5L 55 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.6L 66 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

0.7L 77 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

79 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1849

80 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1797

81 395261 27.77 27.35 769 1741 37852 22 41 828618 60296 20023 21 25 178 1746

82 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

0.8L 88 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

94 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1707

95 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1603

96 393420 27.68 27.44 769 1737 37627 22 41 823615 60286 19864 21 24 179 1500

97 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

0.9L 99 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

dv 108 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

107 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 1416

108 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 944

109 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 472

L 110 389693 27.51 27.62 769 1729 37175 21 42 813543 60265 19544 21 21 181 354

e (in)

Δf_pLT

(ksi)

fpe

(ksi)

Pf

(kiP)

Yi to Top

of Deck

ƩAi*Y_i

(in^3)

Comp

Y_ttop

(in)

ToDec

kTop

Comp.

Y_tbot

(in)

I_comp

(in^4)

Comp.

S_tg

(in^3)

Comp S_tb

(in^3)

Length

along

girder (ft)


Y_ttop (in)

Transfor

med

Y_tbot

(in)

Tranfor

med

A_deck

(in^2)

A_deck+A

ps*(n'-

1)+Ag

(in^2)





Job #: NO:



0 0.0 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 1405 342 24 1104 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

2.0 2784 678 48 2188 -0.18 2.05 4.80 -0.54 0.00 0.33 0.43 0.00

3.0 4138 1008 72 3252 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

dv 5.0 6768 1649 120 5318 -0.04 2.75 4.80 -0.54 0.00 0.07 0.57 0.00

0.1L 11.0 14090 3432 266 11072 0.61 1.84 4.80 -0.54 0.13 0.00 0.38 0.00

13.0 16262 3961 313 12778 0.80 1.56 4.80 -0.54 0.17 0.00 0.33 0.00

14.0 17333 4222 337 13620 0.85 1.63 4.80 -0.54 0.18 0.00 0.34 0.00

15.0 18379 4477 361 14442 0.89 1.76 4.80 -0.54 0.19 0.00 0.37 0.00

16.0 19399 4726 385 15243 0.94 1.89 4.80 -0.54 0.20 0.00 0.39 0.00

0.2L 22.1 25049 6102 532 19683 1.43 1.20 4.80 -0.54 0.30 0.00 0.25 0.00

28.0 29633 7219 674 23285 1.84 0.63 4.80 -0.54 0.38 0.00 0.13 0.00

29.0 30319 7386 698 23824 1.88 0.64 4.80 -0.54 0.39 0.00 0.13 0.00

30.0 30979 7547 722 24343 1.91 0.69 4.80 -0.54 0.40 0.00 0.14 0.00

31.0 31614 7701 746 24841 1.94 0.74 4.80 -0.54 0.41 0.00 0.15 0.00

0.3L 33.1 32877 8009 798 25834 2.06 0.59 4.80 -0.54 0.43 0.00 0.12 0.00

0.4L 44.2 37574 9153 1063 29525 2.47 0.01 4.80 -0.54 0.51 0.00 0.00 0.00

0.5L 55.2 39139 9534 1329 30755 2.61 -0.20 4.80 -0.54 0.54 0.00 0.00 0.36

0.6L 66.3 37574 9153 1063 29525 2.47 0.01 4.80 -0.54 0.51 0.00 0.00 0.00

0.7L 77.3 32877 8009 798 25834 2.06 0.59 4.80 -0.54 0.43 0.00 0.12 0.00

79.4 31614 7701 746 24841 1.94 0.74 4.80 -0.54 0.41 0.00 0.15 0.00

80.4 30979 7547 722 24343 1.91 0.69 4.80 -0.54 0.40 0.00 0.14 0.00

81.4 30319 7386 698 23824 1.88 0.64 4.80 -0.54 0.39 0.00 0.13 0.00

82.4 29633 7219 674 23285 1.84 0.63 4.80 -0.54 0.38 0.00 0.13 0.00

0.8L 88.3 25049 6102 532 19683 1.43 1.20 4.80 -0.54 0.30 0.00 0.25 0.00

94.4 19399 4726 385 15243 0.94 1.89 4.80 -0.54 0.20 0.00 0.39 0.00

95.4 18379 4477 361 14442 0.89 1.76 4.80 -0.54 0.19 0.00 0.37 0.00

96.4 17333 4222 337 13620 0.85 1.63 4.80 -0.54 0.18 0.00 0.34 0.00

97.4 16262 3961 313 12778 0.80 1.56 4.80 -0.54 0.17 0.00 0.33 0.00

0.9L 99.4 14090 3432 266 11072 0.61 1.84 4.80 -0.54 0.13 0.00 0.38 0.00

dv 108.2 3134 764 54 2463 -0.36 3.20 4.80 -0.54 0.00 0.67 0.67 0.00

107.4 4138 1008 72 3252 -0.27 3.07 4.80 -0.54 0.00 0.50 0.64 0.00

108.4 2784 678 48 2188 -0.18 2.05 4.80 -0.54 0.00 0.33 0.43 0.00

109.4 1405 342 24 1104 -0.09 1.02 4.80 -0.54 0.00 0.16 0.21 0.00

L 110.4 0 0 0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.54 0.67 0.67 0.36

Tensile

Stress

limit (ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C

ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Moment

demands

DC3+DW (kip-

in)

Moment demands

DC4 (kip-in)

Moment

demands

LL(1+IM) (kip-

in)


Stress limit (ksi)

Length

along

girder

(ft)

Moment

demands

DC1+DC2

(kip-in)





Job #: NO:

Note 1:

Note 2

f_bot SIM.

Note 3

Note 4






Job #: NO:

0 0.0 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

1.0 883 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

2.0 1750 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

3.0 2601 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

dv 5.0 4255 -0.06 2.80 4.80 -0.54 0.00 0.10 0.58 0.00

0.1L 11.0 8857 0.57 1.95 4.80 -0.54 0.12 0.00 0.41 0.00

13.0 10223 0.76 1.70 4.80 -0.54 0.16 0.00 0.35 0.00

14.0 10896 0.80 1.76 4.80 -0.54 0.17 0.00 0.37 0.00

15.0 11553 0.85 1.90 4.80 -0.54 0.18 0.00 0.40 0.00

16.0 12194 0.89 2.04 4.80 -0.54 0.18 0.00 0.43 0.00

0.2L 22.1 15746 1.37 1.39 4.80 -0.54 0.29 0.00 0.29 0.00

28.0 18628 1.76 0.87 4.80 -0.54 0.37 0.00 0.18 0.00

29.0 19059 1.80 0.88 4.80 -0.54 0.37 0.00 0.18 0.00

30.0 19474 1.83 0.93 4.80 -0.54 0.38 0.00 0.19 0.00

31.0 19873 1.86 0.99 4.80 -0.54 0.39 0.00 0.21 0.00

0.3L 33.1 20667 1.97 0.84 4.80 -0.54 0.41 0.00 0.18 0.00

0.4L 44.2 23620 2.37 0.30 4.80 -0.54 0.49 0.00 0.06 0.00

0.5L 55.2 24604 2.51 0.11 4.80 -0.54 0.52 0.00 0.02 0.00

0.6L 66.3 23620 2.37 0.30 4.80 -0.54 0.49 0.00 0.06 0.00

0.7L 77.3 20667 1.97 0.84 4.80 -0.54 0.41 0.00 0.18 0.00

79.4 19873 1.86 0.99 4.80 -0.54 0.39 0.00 0.21 0.00

80.4 19474 1.83 0.93 4.80 -0.54 0.38 0.00 0.19 0.00

81.4 19059 1.80 0.88 4.80 -0.54 0.37 0.00 0.18 0.00

82.4 18628 1.76 0.87 4.80 -0.54 0.37 0.00 0.18 0.00

0.8L 88.3 15746 1.37 1.39 4.80 -0.54 0.29 0.00 0.29 0.00

94.4 12194 0.89 2.04 4.80 -0.54 0.18 0.00 0.43 0.00

95.4 11553 0.85 1.90 4.80 -0.54 0.18 0.00 0.40 0.00

96.4 10896 0.80 1.76 4.80 -0.54 0.17 0.00 0.37 0.00

97.4 10223 0.76 1.70 4.80 -0.54 0.16 0.00 0.35 0.00

0.9L 99.4 8857 0.57 1.95 4.80 -0.54 0.12 0.00 0.41 0.00

dv 108.2 1970 -0.37 3.22 4.80 -0.54 0.00 0.68 0.67 0.00

107.4 2601 -0.28 3.11 4.80 -0.54 0.00 0.52 0.65 0.00

108.4 1750 -0.18 2.07 4.80 -0.54 0.00 0.34 0.43 0.00

109.4 883 -0.09 1.03 4.80 -0.54 0.00 0.17 0.22 0.00

L 110.4 0 -0.16 0.90 4.80 -0.54 0.00 0.29 0.19 0.00

Max: 0.52 0.68 0.67 0.00

f_Bot (ksi)

Compressiv

e Stress

limit (ksi)

Tensile

Stress limit

(ksi)

f_top f_bot

D/C ratio

(comp limit)

D/C ratio(Ten

limit)

D/C ratio

(comp

limit)

D/C

ratio(Ten

limit)

Length along

girder (ft)

Moment

demands

0.8*LL(1+IM

) (kip-in)

f_top (ksi)





Job #: NO:


0 0.0 -0.17 0.99 8.27 34.00 1.13 3

1.0 -0.19 1.27 7.09 31.32 1.04 3

2.0 -0.38 2.54 7.10 62.96 2.10 5

3.0 -0.56 3.81 7.11 94.93 3.16 8

dv 5.0 -0.48 3.73 6.30 71.71 2.39 6

0.1L 11.0 -0.25 3.50 3.67 21.64 0.72 2

13.0 -0.18 3.43 2.76 11.78 0.39 1

14.0 -0.20 3.62 2.87 13.47 0.45 2

15.0 -0.22 3.88 2.93 15.09 0.50 2

16.0 -0.24 4.14 3.00 16.84 0.56 2

0.2L 22.1 -0.06 3.96 0.82 1.15 0.04 1

28.0 0.09 3.82 0.00 0.00 0.00 0

29.0 0.08 3.90 0.00 0.00 0.00 0

30.0 0.08 4.03 0.00 0.00 0.00 0

31.0 0.07 4.16 0.00 0.00 0.00 0

0.3L 33.1 0.11 4.12 0.00 0.00 0.00 0

0.4L 44.2 0.26 3.97 0.00 0.00 0.00 0

0.5L 55.2 0.31 3.93 0.00 0.00 0.00 0

0.6L 66.3 0.26 3.97 0.00 0.00 0.00 0

0.7L 77.3 0.11 4.12 0.00 0.00 0.00 0

79.4 0.07 4.16 0.00 0.00 0.00 0

80.4 0.08 4.03 0.00 0.00 0.00 0

81.4 0.08 3.90 0.00 0.00 0.00 0

82.4 0.09 3.82 0.00 0.00 0.00 0

0.8L 88.3 -0.06 3.96 0.82 1.15 0.04 1

94.4 -0.24 4.14 3.00 16.84 0.56 2

95.4 -0.22 3.88 2.93 15.09 0.50 2

96.4 -0.20 3.62 2.87 13.47 0.45 2

97.4 -0.18 3.43 2.76 11.78 0.39 1

0.9L 99.4 -0.25 3.50 3.67 21.64 0.72 2

dv 108.2 -0.60 3.84 7.41 104.41 3.48 8

107.4 -0.56 3.81 7.11 94.93 3.16 8

108.4 -0.38 2.54 7.10 62.96 2.10 5

109.4 -0.19 1.27 7.09 31.32 1.04 3

L 110.4 -0.17 0.99 8.27 34.00 1.13 3


# 6 rebars

(in^2)

Length along

girder (ft)




Job #: NO:

Shear Demands Calculations

0 0.0 54 67 11 2 134 19 0 -124 121

dv 5.0 50 61 10 2 122 17 2 -119 116

0.1L 11.3 44 53 9 2 108 15 5 -101 99

0.2L 22.6 33 40 7 2 81 11 14 -86 84

0.3L 33.9 22 27 4 2 55 7 25 -71 69

0.4L 45.3 11 13 2 2 28 4 37 -57 55

0.5L 56.6 0 0 0 2 2 0 50 -43 42

0.6L 67.9 -11 -13 -2 2 -24 -4 64 -31 30

0.7L 79.2 -22 -27 -4 2 -51 -7 78 -19 18

0.8L 90.5 -33 -40 -7 2 -77 -11 93 -9 8

0.9L 101.8 -44 -53 -9 2 -104 -15 109 -2 2

dv 108.2 -50 -61 -10 2 -118 -17 119 -1 1

L 113.2 -54 -67 -11 2 -130 -19 124 0 0

18

-62

-76

-91

Length along

girder (ft)

max min D.F. MinV (kip) DC3 V (kip) DC4

V (kip)

DC Total

V (kip)

DWV (kip) DC1 V (kip) DC2

-116

D.F. Max

-121

-49

-107

0

-2

(HL-93) LL+IM-V (kip)

For Each Girder

-5

-13

-24

-36




Job #: NO:

Shear Capacity Calculations 5.8.3.4.2 General procedure As=0, Vp=0, f_po=0.7 f_pu, Nu=0 .


0 0.0 56.2 53 -0.0014 0.1779 24.7000 2.6300 99 3 0.62

dv 5.0 56.2 53 -0.0019 0.1615 23.2000 2.7300 103 4 0.62

0.1L 11.3 56.2 53 -0.0005 0.1354 27.2146 7.7744 292 4 0.62

0.2L 22.6 56.4 53 0.0008 0.1058 31.6500 3.0615 114 6 0.62

0.3L 33.9 56.5 53 0.0016 0.0781 34.7502 2.1504 80 8 0.62

0.4L 45.3 56.5 53 0.0024 0.0532 37.5130 1.6996 63 8 0.62

0.5L 56.6 56.5 53 0.0026 0.0340 38.0530 1.6327 61 10 0.62

0.6L 67.9 56.5 53 0.0025 0.0584 37.7167 1.6737 62 8 0.62

0.7L 79.2 56.5 53 0.0017 0.0849 35.0190 2.0963 78 8 0.62

0.8L 90.5 56.4 53 0.0008 0.1128 31.9492 2.9412 110 6 0.62

0.9L 101.8 56.2 53 -0.0004 0.1439 27.6540 6.7457 254 4 0.62

dv 108.2 56.2 53 -0.0019 0.1601 23.2000 2.7300 103 4 0.62

L 113.2 56.2 53 -0.0014 0.1765 24.7000 2.6300 99 3 0.62

Ignore harped tendons contribution to shear capacity; it is conservative to do so. Stirup Design, use 2-leg # 5 0.62 in^2

bv=bw= 7.875 in

Note 1:

Note 2:

Note 3:

Length

along

girder (ft) de(in) dv (in) ϵ_s v_u/f'c θ ß Vc(kip)

Table B5.2.1 & 5.8.3.4.2s(transv.

Reinf

space, in)

Stirup Area,

Av (in^2)




Job #: NO:

Note 4 Note 5

0 0.0 134 19 0.0 -247.1 0 241 1440 1539 841 841

dv 5.0 122 17 3.4 -223.8 -3 219 1159 1262 841 841

0.1L 11.3 108 15 6.7 -183.3 -7 179 966 1258 841 841

0.2L 22.6 81 11 16.3 -145.8 -16 142 534 648 836 648

0.3L 33.9 55 7 29.8 -112.1 -29 109 354 434 833 434

0.4L 45.3 28 4 48.8 -84.1 -48 82 320 383 833 383

0.5L 56.6 2 0 70.6 -58.9 -69 58 251 312 833 312

0.6L 67.9 -24 -4 97.6 -38.7 -95 38 318 380 833 380

0.7L 79.2 -51 -7 128.9 -23.0 -126 22 351 429 833 429

0.8L 90.5 -77 -11 163.0 -10.1 -159 10 528 637 836 637

0.9L 101.8 -104 -15 203.5 -3.4 -199 3 948 1202 841 841

dv 108.2 -118 -17 223.7 -2.9 -219 3 1159 1262 841 841

L 113.2 -130 -19 247.1 0.0 -241 0 1440 1539 841 841

Note 4:

Note 5:

(P-15) LL+IM-V (kip)

Final Vn

(kip)

V (kip) DC

Total

V (kip)

DW min D.F. Min Vs (kip) Vc+Vs (kip)

Length

along

girder

(ft)

max D.F. Max 0.25*f'c*b

v*dv (kip)




Job #: NO:

0 0.0 757 195 408 408 195 618 618 -757 757 0.54 0.82

dv 5.0 757 175 381 381 173 561 561 -757 757 0.50 0.74

0.1L 11.3 757 149 330 330 145 470 470 -757 757 0.44 0.62

0.2L 22.6 583 95 265 265 90 368 368 -583 583 0.45 0.63

0.3L 33.9 391 38 201 201 29 271 271 -391 391 0.51 0.69

0.4L 45.3 345 -22 138 138 -42 185 185 -345 345 0.40 0.54

0.5L 56.6 281 -83 77 -83 -118 103 -118 -281 281 0.30 0.42

0.6L 67.9 342 -145 16 -145 -203 30 -203 -342 342 0.42 0.59

0.7L 79.2 386 -208 -43 -208 -295 -35 -295 -386 386 0.54 0.76

0.8L 90.5 574 -273 -99 -273 -392 -96 -392 -574 574 0.48 0.68

0.9L 101.8 757 -339 -148 -339 -500 -146 -500 -757 757 0.45 0.66

dv 108.2 757 -376 -171 -376 -556 -168 -556 -757 757 0.50 0.73

L 113.2 757 -403 -190 -403 -613 -190 -613 -757 757 0.53 0.81

Strength II

D/C

Vu-Min (kip)

Strength II

Vu-Max

(kip)

Strength II

Vu (kip)

Strength II-1* φVn(kip) φVn(kip)

Vu-Min

(kip)

Strength I

Vu-Max (kip)

Strength I

Vu (kip)

Strength I

Length

along

girder

(ft)

φVn

(kip)

For Each Girder

Strength

I D/C




Job #: NO:

-1000

-800

-600

-400

-200

0

200

400

600

800

1000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Sh

ea

r (k

ip)

Length (ft)

Shear Plot along Span Length

-1* φVn(kip) φVn(kip) Vu (kip) Strength I Vu (kip) Strength II




Job #: NO:

Say conservatively put obtuse agle distributed factor for all, and check if the stirup arrangement will work.

Shear Demands Calculations

0 0.0 54 67 11 2 134 19 0 -124 133

dv 5.0 50 61 10 2 122 17 2 -119 127

0.1L 11.3 44 53 9 2 108 15 5 -101 108

0.2L 22.6 33 40 7 2 81 11 14 -86 92

0.3L 33.9 22 27 4 2 55 7 25 -71 76

0.4L 45.3 11 13 2 2 28 4 37 -57 61

0.5L 56.6 0 0 0 2 2 0 50 -43 46

0.6L 67.9 -11 -13 -2 2 -24 -4 64 -31 33

0.7L 79.2 -22 -27 -4 2 -51 -7 78 -19 20

0.8L 90.5 -33 -40 -7 2 -77 -11 93 -9 9

0.9L 101.8 -44 -53 -9 2 -104 -15 109 -2 2

dv 108.2 -50 -61 -10 2 -118 -17 119 -1 1

L 113.2 -54 -67 -11 2 -130 -19 124 0 0-133

0

-2

-5

-14

-26

-39

-53

-68

-100

-84

-117

-127

D.F. Min

(HL-93) LL+IM-V (kip)

D.F. Maxmax min

Length along

girder (ft)

For Each Girder

V (kip) DC1 V (kip) DC2 V (kip) DC3V (kip)

DC Total

V (kip)

DWV (kip) DC4




Job #: NO:

0 0.0 134 19 0.0 -247.1 0 264

dv 5.0 122 17 3.4 -223.8 -4 239

0.1L 11.3 108 15 6.7 -183.3 -7 196

0.2L 22.6 81 11 16.3 -145.8 -17 156

0.3L 33.9 55 7 29.8 -112.1 -32 120

0.4L 45.3 28 4 48.8 -84.1 -52 90

0.5L 56.6 2 0 70.6 -58.9 -75 63

0.6L 67.9 -24 -4 97.6 -38.7 -104 41

0.7L 79.2 -51 -7 128.9 -23.0 -138 25

0.8L 90.5 -77 -11 163.0 -10.1 -174 11

0.9L 101.8 -104 -15 203.5 -3.4 -217 4

dv 108.2 -118 -17 223.7 -2.9 -239 3

L 113.2 -130 -19 247.1 0.0 -264 0

Length

along

girder

(ft)

V (kip) DC

Total

V (kip)

DW max min D.F. Min D.F. Max

(P-15) LL+IM-V (kip)




Job #: NO:

Shear Demands & Capacity D/C ratio

0 0.0 757 195 427 427 195 658 658 -757 757 0.56 0.87

dv 5.0 757 174 400 400 172 597 597 -757 757 0.53 0.79

0.1L 11.3 757 148 346 346 144 500 500 -757 757 0.46 0.66

0.2L 22.6 583 93 278 278 88 391 391 -583 583 0.48 0.67

0.3L 33.9 391 34 212 212 24 289 289 -391 391 0.54 0.74

0.4L 45.3 345 -28 147 147 -50 198 198 -345 345 0.43 0.57

0.5L 56.6 281 -91 84 -91 -130 113 -130 -281 281 0.32 0.46

0.6L 67.9 342 -155 21 -155 -219 36 -219 -342 342 0.45 0.64

0.7L 79.2 386 -221 -40 -221 -316 -32 -316 -386 386 0.57 0.82

0.8L 90.5 574 -288 -97 -288 -418 -94 -418 -574 574 0.50 0.73

0.9L 101.8 757 -356 -147 -356 -532 -145 -532 -757 757 0.47 0.70

dv 108.2 757 -395 -171 -395 -592 -168 -592 -757 757 0.52 0.78

L 113.2 757 -422 -190 -422 -653 -190 -653 -757 757 0.56 0.86

For Each Girder

Length

along

girder

(ft)

Vu-Min

(kip)

Strength I

Vu-Max (kip)

Strength I

Vu (kip)

Strength I

Vu-Min (kip)

Strength II

Vu-Max

(kip)

Strength II

Vu (kip)

Strength II-1* φVn(kip) φVn(kip)

Strength

I D/C

Strength II

D/C

φVn

(kip)




Job #: NO:

-1000

-800

-600

-400

-200

0

200

400

600

800

1000

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Sh

ea

r (k

ip)

Length (ft)

Shear Plot along Span Length

Vu (kip) Strength II φVn(kip) -1* φVn(kip)

3.1.2 Girder Camber and Deflection



Fyffe Bridge

Project: Port of Stockton Fyffe Computed: JC Date: 5/2/20


Task: Girder Deflection & Camber Page: of:

Job #: NO:

Using AVG girder

spacing Girder A Girder B Girder C Girder D Girder E Girder F Girder G Girder H

CL Brg to CL brg length

(ft)113.19 112.78 112.38 111.98 111.58 111.19 110.80 110.42

Deck thk (in) 8.50 8.00 8.00 8.00 8.00 8.00 8.00 8.50

Haunch thk (in) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

Tributary deck width (ft)8.90 9.70 9.70 9.70 9.70 9.70 9.70 8.90

Haunch (klf) 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10

Deck slab (klf) 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.98

sum (klf) 1.08 1.10 1.10 1.10 1.10 1.10 1.10 1.08

Diaphramg (kip) 2.29 4.59 4.59 4.59 4.59 4.59 4.59 2.29

Ec (ksi) 5,154 5,154 5,154 5,154 5,154 5,154 5,154 5,154

CABT55 I_g (in^4) 373,350 373,350 373,350 373,350 373,350 373,350 373,350 373,350

∆_slab+haunch (in) 2.07 2.09 2.06 2.03 2.00 1.97 1.95 1.88

∆_diaphragm (in) 0.06 0.12 0.12 0.12 0.12 0.12 0.12 0.06

∆_deck (in) 2.13 2.21 2.18 2.15 2.12 2.09 2.06 1.93

Barrier distr. % 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Barrier +railing+median

(klf) 0.775 0.775 0.775 0.775 0.775 0.775 0.775 0.775

I_comp (in^4) 814,836 814,836 814,836 814,836 814,836 814,836 814,836 814,836

∆_rail (in) 0.17 0.17 0.17 0.16 0.16 0.16 0.16 0.15

DW (klf) 0.31 0.34 0.34 0.34 0.34 0.34 0.34 0.31

∆_DW (in) 0.27 0.29 0.29 0.29 0.28 0.28 0.27 0.25




Job #: NO:

Using MIN girder


CL Brg to CL brg length

(ft)113.19 112.78 112.38 111.98 111.58 111.19 110.80 110.42

Deck thk (in) 8.50 8.00 8.00 8.00 8.00 8.00 8.00 8.50

Haunch thk (in) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

Tributary deck width

(ft)8.73 9.35 9.35 9.35 9.35 9.35 9.35 8.73

Haunch (klf) 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10

Deck slab (klf) 0.96 0.97 0.97 0.97 0.97 0.97 0.97 0.96

sum (klf) 1.06 1.07 1.07 1.07 1.07 1.07 1.07 1.06

Diaphramg (kip) 2.29 4.59 4.59 4.59 4.59 4.59 4.59 2.29

Ec (ksi) 5,154 5,154 5,154 5,154 5,154 5,154 5,154 5,154

CABT55 I_g (in^4) 373,350 373,350 373,350 373,350 373,350 373,350 373,350 373,350

∆_slab+haunch (in) 2.03 2.02 1.99 1.96 1.94 1.91 1.88 1.84

∆_diaphragm (in) 0.06 0.12 0.12 0.12 0.12 0.12 0.12 0.06

∆_deck (in) 2.10 2.14 2.11 2.08 2.06 2.03 2.00 1.90

Barrier distr. % 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Barrier

+railing+median (klf) 0.775 0.775 0.775 0.775 0.775 0.775 0.775 0.775

I_comp (in^4) 814,836 814,836 814,836 814,836 814,836 814,836 814,836 814,836

∆_rail (in) 0.17 0.17 0.17 0.16 0.16 0.16 0.16 0.15

DW (klf) 0.31 0.33 0.33 0.33 0.33 0.33 0.33 0.31

∆_DW (in) 0.27 0.28 0.28 0.28 0.27 0.27 0.26 0.24




Job #: NO:

Using Max girder


CL Brg to CL brg

length (ft)113.19 112.78 112.38 111.98 111.58 111.19 110.80 110.42

Deck thk (in) 8.50 8.00 8.00 8.00 8.00 8.00 8.00 8.50

Haunch thk (in) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

Tributary deck

width (ft)9.08 10.05 10.05 10.05 10.05 10.05 10.05 9.08

Haunch (klf) 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10

Deck slab (klf) 1.00 1.04 1.04 1.04 1.04 1.04 1.04 1.00

sum (klf) 1.10 1.14 1.14 1.14 1.14 1.14 1.14 1.10

Diaphramg (kip) 2.29 4.59 4.59 4.59 4.59 4.59 4.59 2.29

Ec (ksi) 5,154 5,154 5,154 5,154 5,154 5,154 5,154 5,154

CABT55 I_g (in^4) 373,350 373,350 373,350 373,350 373,350 373,350 373,350 373,350

∆_slab+haunch (in) 2.11 2.16 2.13 2.10 2.07 2.04 2.01 1.91

∆_diaphragm (in) 0.06 0.12 0.12 0.12 0.12 0.12 0.12 0.06

∆_deck (in) 2.17 2.28 2.25 2.22 2.19 2.16 2.13 1.97

Barrier distr. % 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

Barrier

+railing+median 0.775 0.775 0.775 0.775 0.775 0.775 0.775 0.775

I_comp (in^4) 814,836 814,836 814,836 814,836 814,836 814,836 814,836 814,836

∆_rail (in) 0.17 0.17 0.17 0.16 0.16 0.16 0.16 0.15

DW (klf) 0.32 0.35 0.35 0.35 0.35 0.35 0.35 0.32

∆_DW (in) 0.28 0.30 0.30 0.30 0.29 0.29 0.28 0.25




Job #: NO:

Girder self weight (plf) 963

Concrete slab (plf) from previous table

Diaphramg (kip) from previous table

haunch (plf) 203

Barrier + railing (plf) from previous table

Median (plf) 300 (only between girder D & E )

E_ci (ksi) 4,716

I_g (in^4) 373,350

E_c (ksi) 5154

I_comp (in^4) 814,836

* Adjusted distributed factors are applied to the final deflection, for the varied girder spacing.

0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.28 0.06 0.27 0.28 0.27 0.01 0.03 0.05 0.05 0.05

0.1L 11.32 0.63 0.13 0.58 0.61 0.58 0.01 0.06 0.10 0.10 0.10

0.2L 22.63 1.20 0.25 1.03 1.08 1.04 0.02 0.11 0.17 0.18 0.17

0.3L 33.95 1.64 0.35 1.35 1.41 1.37 0.04 0.14 0.23 0.23 0.23

0.4L 45.26 1.92 0.41 1.54 1.61 1.57 0.05 0.16 0.26 0.27 0.26

0.5L 56.58 2.02 0.43 1.61 1.68 1.65 0.06 0.17 0.27 0.28 0.27

0.6L 67.90 1.92 0.41 1.54 1.61 1.59 0.05 0.16 0.26 0.27 0.26

0.7L 79.21 1.64 0.35 1.35 1.41 1.39 0.04 0.14 0.23 0.23 0.23

0.8L 90.53 1.20 0.25 1.03 1.08 1.07 0.02 0.11 0.17 0.18 0.18

0.9L 101.84 0.63 0.13 0.58 0.61 0.60 0.01 0.06 0.10 0.10 0.10

dv 108.16 0.28 0.06 0.27 0.28 0.28 0.00 0.03 0.05 0.05 0.05

L, E 113.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

∆ (in)

haunch

Length along girder (ft)

Girder A ∆ (in) self

weight

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in) DW

(Final)

Use E_ci Use E_c

∆ (in) Barrier

+railing+median

∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in)

Deck (Final)

∆ (in)

diaphragm




Job #: NO:

Transfer & development length of the tendons.

Per AASHTO the stress in strands increase linearly from zero to f_pe, within transfer length region.

When the strands reach f_pe, the stress will increase linearly within development length region


f_pi= f_pbt -Δf_pES (ksi) 183

fpe, from Girder calualtion, (ksi) 181

fps, from Girder calualtion, (ksi) 269

ҡ 1.6

Min l_d, (in) 143 eqv to 11.9 ft




Job #: NO:

Divide the tendons into 3 groups, the first goup is bonded straight strands

The second and third groups are the debonded strands.

0, W 0.00 8 8 8 6 4 2 2 38 8 4

dv 5.00 8 8 8 6 4 2 2 38 8 4

0.1L 11.32 8 8 8 6 4 2 2 38 8 4

0.2L 22.63 10 10 10 8 4 2 2 38 8 4

0.3L 33.95 10 12 12 8 4 2 2 38 8 4

0.4L 45.26 10 12 12 8 4 2 2 38 8 4

0.5L 56.58 10 12 12 8 4 2 2 38 8 4

0.6L 67.90 10 12 12 8 4 2 2 38 8 4

0.7L 79.21 10 12 12 8 4 2 2 38 8 4

0.8L 90.53 10 10 10 8 4 2 2 38 8 4

0.9L 101.84 8 8 8 6 4 2 2 38 8 4

dv 108.16 8 8 8 6 4 2 2 38 8 4

L, E 113.16 8 8 8 6 4 2 2 38 8 4

No.

Tendon at

2.75" From

Bot

Girder A


No.

Tendon at

4.75"

from Bot

No. Tendon

at 10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No. Tendon at

14.75" From Bot

No. Tendon

at 6.75" From

Bot

No. Tendon at

8.75" From

Bot

Group 2

partially

bonded #

tendons(13')

Group 3

partially

bonded #

tendons(28')

Group 1

Fully bonded

# tendons




Job #: NO:

Prestressing strand forces -Initial Prestressing Force @ Transfer

Positive sign--> updward ; negative sign--> downdward

0, W 0.00 45 0 0 372 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1510 0 0 0.72 0.14 0.05

0.1L 11.32 183 61 0 1510 106 0 1.53 0.30 0.12

0.2L 22.63 183 183 0 1510 318 0 2.72 0.53 0.21

0.3L 33.95 183 183 183 1510 318 159 3.56 0.70 0.27

0.4L 45.26 183 183 183 1510 318 159 4.07 0.80 0.31

0.5L 56.58 183 183 183 1510 318 159 4.24 0.83 0.33

0.6L 67.90 183 183 183 1510 318 159 4.07 0.80 0.31

0.7L 79.21 183 183 183 1510 318 159 3.56 0.70 0.27

0.8L 90.53 183 183 0 1510 318 0 2.72 0.53 0.21

0.9L 101.84 183 61 0 1510 106 0 1.53 0.30 0.12

dv 108.16 183 0 0 1510 0 0 0.72 0.14 0.05

L, E 113.16 45 0 0 372 0 0 0.00 0.00 0.00

Girder A

Length along girder (ft)Group 1

tendons (kip)

Group 1

tendons

(ksi)

Group 2

tendons

(ksi)

Group 3

tendons (ksi)

Group 2

tendons

(kip)

Group 3

tendons

(kip) Group 1 ∆p/s,1 (in)

Group 2 ∆p/s,2

(in)

Group 3 ∆p/s,3

(in)




Job #: NO:

V, Volumn of girder (in^3/ft length ) 11100

S, surface area (in^2/ft length) 2976

Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1

t, maturity of concrete, (day) 40

t_i, age of concr. When loading (day) 1

Cr, creep factor 0.72




Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.91 0.63 1.08 0.71 -0.34 -0.03 1.08 0.71

0.1L 11.3 1.95 1.31 2.25 1.47 -0.73 -0.06 2.25 1.47

0.2L 22.6 3.46 2.26 3.88 2.46 -1.32 -0.11 3.88 2.46

0.3L 33.9 4.54 2.90 4.98 3.08 -1.75 -0.14 4.98 3.08

0.4L 45.3 5.19 3.27 5.61 3.42 -2.03 -0.16 5.61 3.42

0.5L 56.6 5.40 3.39 5.82 3.51 -2.13 -0.17 5.82 3.51

0.6L 67.9 5.19 3.27 5.61 3.41 -2.04 -0.16 5.61 3.41

0.7L 79.2 4.54 2.90 4.98 3.06 -1.78 -0.14 4.98 3.06

0.8L 90.5 3.46 2.26 3.88 2.43 -1.34 -0.11 3.88 2.43

0.9L 101.8 1.95 1.31 2.25 1.44 -0.75 -0.06 2.25 1.44

dv 108.2 0.91 0.63 1.08 0.71 -0.34 -0.03 1.08 0.71

L, E 113.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.34 0.03

0.73 0.06

1.32 0.11

1.75 0.14

2.03 0.16

2.13 0.17

2.04 0.16

1.78 0.14

1.34 0.11

0.75 0.06

0.34 0.03

0.00 0.00

CiA, initial

camber

adjusted

creep, Ci*Cr (in)

Cf, final

camber, CiA+∆

DC (in)

Ci, initial

camber

∆p/s+ ∆ self

weight(in)

Cf, final

camber,

CiA+∆ DC

(in)

Girder A


∆ (in)

haunch+dec

k+diaphrag

m

∆ (in)

barrier+raili

ng+median

CiA, initial camber

adjusted creep,

Ci*Cr (in)

Total initial

defelction

from

prestress

∆p/s (in)

0.00

0.71

1.47

2.46

3.08

3.423.51

3.41

3.06

2.43

1.44

0.71

0.000.00

1.08

2.25

3.88

4.98

5.615.82

5.61

4.98

3.88

2.25

1.08

0.000.00

0.34

0.73

1.32

1.75

2.032.13

2.04

1.78

1.34

0.75

0.34

0.000.00 0.03 0.06 0.11 0.14 0.16 0.17 0.16 0.14 0.11 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder A Camber

T= J+K+M J K M




Job #: NO:

Girder A For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.25 3.88 4.98 5.61 5.82 5.61 4.98 3.88 2.25 0.00

K 0.00 -0.73 -1.32 -1.75 -2.03 -2.13 -2.04 -1.78 -1.34 -0.75 0.00

M 0.00 -0.06 -0.11 -0.14 -0.16 -0.17 -0.16 -0.14 -0.11 -0.06 0.00

T 0.00 1.47 2.46 3.08 3.42 3.51 3.41 3.06 2.43 1.44 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.28 0.06 0.27 0.29 0.27 0.01 0.03 0.05 0.05 0.05

0.1L 11.28 0.62 0.13 0.58 0.63 0.58 0.02 0.06 0.10 0.11 0.10

0.2L 22.56 1.18 0.25 1.02 1.11 1.04 0.05 0.11 0.18 0.20 0.18

0.3L 33.83 1.62 0.34 1.34 1.46 1.38 0.07 0.14 0.24 0.26 0.24

0.4L 45.11 1.90 0.40 1.54 1.67 1.59 0.10 0.16 0.27 0.29 0.28

0.5L 56.39 1.99 0.42 1.60 1.74 1.67 0.12 0.17 0.28 0.30 0.29

0.6L 67.67 1.90 0.40 1.54 1.67 1.61 0.10 0.16 0.27 0.29 0.28

0.7L 78.95 1.62 0.34 1.34 1.46 1.42 0.07 0.14 0.24 0.26 0.25

0.8L 90.23 1.18 0.25 1.02 1.11 1.09 0.05 0.11 0.18 0.20 0.19

0.9L 101.50 0.62 0.13 0.58 0.63 0.62 0.02 0.06 0.10 0.11 0.11

dv 107.78 0.28 0.06 0.27 0.29 0.29 0.00 0.03 0.05 0.05 0.05

L, E 112.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along girder

(ft) Girder B

Use E_ci Use E_c

∆ (in) self

weight

∆ (in)

haunch

∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in)

Deck (Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+median

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in)

DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 2 38 8 4

dv 5.00 8 8 8 6 4 2 2 38 8 4

0.1L 11.28 8 8 8 6 4 2 2 38 8 4

0.2L 22.56 10 10 10 8 4 2 2 38 8 4

0.3L 33.83 10 12 12 8 4 2 2 38 8 4

0.4L 45.11 10 12 12 8 4 2 2 38 8 4

0.5L 56.39 10 12 12 8 4 2 2 38 8 4

0.6L 67.67 10 12 12 8 4 2 2 38 8 4

0.7L 78.95 10 12 12 8 4 2 2 38 8 4

0.8L 90.23 10 10 10 8 4 2 2 38 8 4

0.9L 101.50 8 8 8 6 4 2 2 38 8 4

dv 107.78 8 8 8 6 4 2 2 38 8 4

L, E 112.78 8 8 8 6 4 2 2 38 8 4

Group 1 Fully

bonded #

tendons

Group 3

partially

bonded #

tendons(

28')

No.

Tendon at

4.75" from

Bot

No. Tendon at

6.75" From Bot

No. Tendon

at 8.75"

From Bot

Group 2

partially

bonded #

tendons(13')

No. Tendon at

14.75" From Bot

No. Tendon

at 10.75"

From Bot

No. Tendon

at 12.75"

From Bot

Girder B

Length along girder

(ft)

No. Tendon at

2.75" From

Bot




Job #: NO:



0, W 0.00 45 0 0 372 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1510 0 0 0.71 0.14 0.05

0.1L 11.28 183 61 0 1510 106 0 1.52 0.30 0.12

0.2L 22.56 183 183 0 1510 318 0 2.70 0.53 0.21

0.3L 33.83 183 183 183 1510 318 159 3.54 0.70 0.27

0.4L 45.11 183 183 183 1510 318 159 4.05 0.80 0.31

0.5L 56.39 183 183 183 1510 318 159 4.22 0.83 0.32

0.6L 67.67 183 183 183 1510 318 159 4.05 0.80 0.31

0.7L 78.95 183 183 183 1510 318 159 3.54 0.70 0.27

0.8L 90.23 183 183 0 1510 318 0 2.70 0.53 0.21

0.9L 101.50 183 61 0 1510 106 0 1.52 0.30 0.12

dv 107.78 183 0 0 1510 0 0 0.71 0.14 0.05

L, E 112.78 45 0 0 372 0 0 0.00 0.00 0.00

Group 1

tendons (ksi)

Group 2

tendons

(ksi)

Group 3

tendons (ksi)

Girder B

Length along girder

(ft)

Group 2

tendons

(kip)

Group 3

tendons

(kip) Group 1 ∆p/s,1 (in)

Group 2 ∆p/s,2

(in)

Group 3 ∆p/s,3

(in)

Group 1

tendons

(kip)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.91 0.63 1.08 0.71 -0.34 -0.03 1.08 0.71

0.1L 11.3 1.93 1.31 2.25 1.45 -0.74 -0.06 2.25 1.45

0.2L 22.6 3.43 2.25 3.87 2.42 -1.34 -0.11 3.87 2.42

0.3L 33.8 4.51 2.89 4.96 3.03 -1.79 -0.14 4.96 3.03

0.4L 45.1 5.15 3.26 5.59 3.35 -2.09 -0.16 5.59 3.35

0.5L 56.4 5.37 3.38 5.80 3.42 -2.21 -0.17 5.80 3.42

0.6L 67.7 5.15 3.26 5.59 3.32 -2.11 -0.16 5.59 3.32

0.7L 78.9 4.51 2.89 4.96 2.98 -1.84 -0.14 4.96 2.98

0.8L 90.2 3.43 2.25 3.87 2.37 -1.39 -0.11 3.87 2.37

0.9L 101.5 1.93 1.31 2.25 1.41 -0.78 -0.06 2.25 1.41

dv 107.8 0.91 0.63 1.08 0.70 -0.35 -0.03 1.08 0.70

L, E 112.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.34 0.03

0.74 0.06

1.34 0.11

1.79 0.14

2.09 0.16

2.21 0.17

2.11 0.16

1.84 0.14

1.39 0.11

0.78 0.06

0.35 0.03

0.00 0.00

Girder B

Length along girder

(ft)

∆ (in)

haunch+dec

k+diaphrag

m

∆ (in)

barrier+raili

ng+median

CiA, initial

camber adjusted

creep, Ci*Cr (in)

Cf, final

camber, CiA+∆

DC (in)

Total initial

defelction

from prestress

∆p/s (in)

Ci, initial

camber

∆p/s+ ∆ self

weight(in)

CiA, initial

camber

adjusted creep,

Ci*Cr (in)

Cf, final

camber,

CiA+∆ DC

(in)

0.00

0.71

1.45

2.42

3.03

3.35 3.423.32

2.98

2.37

1.41

0.70

0.000.00

1.08

2.25

3.87

4.96

5.595.80

5.59

4.96

3.87

2.25

1.08

0.000.00

0.34

0.74

1.34

1.79

2.092.21

2.11

1.84

1.39

0.78

0.35

0.000.00 0.03 0.06 0.11 0.14 0.16 0.17 0.16 0.14 0.11 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder B Camber

T= J+K+M J K M




Job #: NO:

Girder B For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.25 3.87 4.96 5.59 5.80 5.59 4.96 3.87 2.25 0.00

K 0.00 -0.74 -1.34 -1.79 -2.09 -2.21 -2.11 -1.84 -1.39 -0.78 0.00

M 0.00 -0.06 -0.11 -0.14 -0.16 -0.17 -0.16 -0.14 -0.11 -0.06 0.00

T 0.00 1.45 2.42 3.03 3.35 3.42 3.32 2.98 2.37 1.41 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.28 0.06 0.27 0.29 0.27 0.01 0.03 0.05 0.05 0.05

0.1L 11.24 0.62 0.13 0.57 0.61 0.57 0.02 0.06 0.10 0.11 0.10

0.2L 22.48 1.17 0.25 1.01 1.09 1.02 0.05 0.11 0.18 0.19 0.18

0.3L 33.71 1.60 0.34 1.32 1.43 1.35 0.07 0.14 0.23 0.25 0.24

0.4L 44.95 1.87 0.39 1.51 1.64 1.56 0.10 0.16 0.27 0.29 0.28

0.5L 56.19 1.96 0.42 1.57 1.71 1.64 0.12 0.17 0.28 0.30 0.29

0.6L 67.43 1.87 0.39 1.51 1.64 1.59 0.10 0.16 0.27 0.29 0.28

0.7L 78.66 1.60 0.34 1.32 1.43 1.40 0.07 0.14 0.23 0.25 0.25

0.8L 89.90 1.17 0.25 1.01 1.09 1.07 0.05 0.11 0.18 0.19 0.19

0.9L 101.14 0.62 0.13 0.57 0.61 0.61 0.02 0.06 0.10 0.11 0.11

dv 107.38 0.28 0.06 0.27 0.29 0.29 0.01 0.03 0.05 0.05 0.05

L, E 112.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft) Girder

C

Use E_ci Use E_c

∆ (in) self

weight ∆ (in) haunch

∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max.

girder

space)

* ∆ (in) Deck

(Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+medi

an

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in) DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 2 38 8 4

dv 5.00 8 8 8 6 4 2 2 38 8 4

0.1L 11.24 8 8 8 6 4 2 2 38 8 4

0.2L 22.48 10 10 10 8 4 2 2 38 8 4

0.3L 33.71 10 12 12 8 4 2 2 38 8 4

0.4L 44.95 10 12 12 8 4 2 2 38 8 4

0.5L 56.19 10 12 12 8 4 2 2 38 8 4

0.6L 67.43 10 12 12 8 4 2 2 38 8 4

0.7L 78.66 10 12 12 8 4 2 2 38 8 4

0.8L 89.90 10 10 10 8 4 2 2 38 8 4

0.9L 101.14 8 8 8 6 4 2 2 38 8 4

dv 107.38 8 8 8 6 4 2 2 38 8 4

L, E 112.38 8 8 8 6 4 2 2 38 8 4

No. Tendon

at 4.75"

from Bot

No. Tendon

at 6.75" From

Bot

No.

Tendon at

8.75"

From Bot

Group 1 Fully

bonded #

tendons

Group 2

partially

bonded #

tendons(13')

Group 3

partially

bonded #

tendons(28

')

No. Tendon

at 10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No. Tendon at

14.75" From

Bot

Girder C

Length along

girder (ft)




Job #: NO:



0, W 0.00 45 0 0 372 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1510 0 0 0.71 0.14 0.05

0.1L 11.24 183 61 0 1510 106 0 1.51 0.30 0.11

0.2L 22.48 183 183 0 1510 318 0 2.68 0.53 0.20

0.3L 33.71 183 183 183 1510 318 159 3.52 0.69 0.27

0.4L 44.95 183 183 183 1510 318 159 4.02 0.79 0.31

0.5L 56.19 183 183 183 1510 318 159 4.18 0.82 0.32

0.6L 67.43 183 183 183 1510 318 159 4.02 0.79 0.31

0.7L 78.66 183 183 183 1510 318 159 3.52 0.69 0.27

0.8L 89.90 183 183 0 1510 318 0 2.68 0.53 0.20

0.9L 101.14 183 61 0 1510 106 0 1.51 0.30 0.11

dv 107.38 183 0 0 1510 0 0 0.71 0.14 0.05

L, E 112.38 45 0 0 372 0 0 0.00 0.00 0.00

Group 3

tendons (ksi)

Girder C

Length along

girder (ft)

Group 1

tendons

(kip)

Group 2

tendons (kip)

Group 3

tendons

(kip)

Group 1

tendons (ksi)

Group 2

tendons (ksi)

Group 1

∆p/s,1 (in)

Group 2

∆p/s,2 (in)

Group 3

∆p/s,3 (in)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.91 0.63 1.08 0.71 -0.34 -0.03 1.08 0.71

0.1L 11.2 1.92 1.30 2.24 1.45 -0.73 -0.06 2.24 1.45

0.2L 22.5 3.41 2.24 3.85 2.43 -1.32 -0.11 3.85 2.43

0.3L 33.7 4.47 2.88 4.95 3.04 -1.76 -0.14 4.95 3.04

0.4L 45.0 5.11 3.24 5.58 3.36 -2.05 -0.16 5.58 3.36

0.5L 56.2 5.33 3.36 5.78 3.43 -2.18 -0.17 5.78 3.43

0.6L 67.4 5.11 3.24 5.58 3.34 -2.08 -0.16 5.58 3.34

0.7L 78.7 4.47 2.88 4.95 3.00 -1.81 -0.14 4.95 3.00

0.8L 89.9 3.41 2.24 3.85 2.38 -1.37 -0.11 3.85 2.38

0.9L 101.1 1.92 1.30 2.24 1.41 -0.76 -0.06 2.24 1.41

dv 107.4 0.91 0.63 1.08 0.69 -0.36 -0.03 1.08 0.69

L, E 112.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.34 0.03

0.73 0.06

1.32 0.11

1.76 0.14

2.05 0.16

2.18 0.17

2.08 0.16

1.81 0.14

1.37 0.11

0.76 0.06

0.36 0.03

0.00 0.00

Girder C

Length along

girder (ft)

∆ (in)

haunch+deck

+diaphragm

∆ (in)

barrier+raili

ng+median

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber,

CiA+∆ DC (in)

Total initial

defelction

from prestress

∆p/s (in)

Ci, initial

camber

∆p/s+ ∆ self

weight(in)

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber,

CiA+∆ DC

(in)

0.00

0.71

1.45

2.43

3.04

3.36 3.433.34

3.00

2.38

1.41

0.69

0.000.00

1.08

2.24

3.85

4.95

5.585.78

5.58

4.95

3.85

2.24

1.08

0.000.00

0.34

0.73

1.32

1.76

2.052.18

2.08

1.81

1.37

0.76

0.36

0.000.00 0.03 0.06 0.11 0.14 0.16 0.17 0.16 0.14 0.11 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder C Camber

T= J+K+M J K M




Job #: NO:

Girder C For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.24 3.85 4.95 5.58 5.78 5.58 4.95 3.85 2.24 0.00

K 0.00 -0.73 -1.32 -1.76 -2.05 -2.18 -2.08 -1.81 -1.37 -0.76 0.00

M 0.00 -0.06 -0.11 -0.14 -0.16 -0.17 -0.16 -0.14 -0.11 -0.06 0.00

T 0.00 1.45 2.43 3.04 3.36 3.43 3.34 3.00 2.38 1.41 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.28 0.06 0.27 0.29 0.27 0.01 0.03 0.05 0.05 0.05

0.1L 11.20 0.61 0.13 0.56 0.61 0.56 0.02 0.06 0.10 0.11 0.10

0.2L 22.40 1.15 0.24 1.00 1.08 1.01 0.05 0.10 0.18 0.19 0.18

0.3L 33.59 1.57 0.33 1.31 1.42 1.34 0.07 0.14 0.23 0.25 0.24

0.4L 44.79 1.84 0.39 1.49 1.62 1.54 0.10 0.16 0.26 0.28 0.27

0.5L 55.99 1.93 0.41 1.56 1.69 1.62 0.12 0.16 0.28 0.30 0.29

0.6L 67.19 1.84 0.39 1.49 1.62 1.57 0.10 0.16 0.26 0.28 0.28

0.7L 78.39 1.57 0.33 1.31 1.42 1.38 0.07 0.14 0.23 0.25 0.24

0.8L 89.58 1.15 0.24 1.00 1.08 1.06 0.05 0.10 0.18 0.19 0.19

0.9L 100.78 0.61 0.13 0.56 0.61 0.60 0.02 0.06 0.10 0.11 0.11

dv 106.98 0.28 0.06 0.27 0.29 0.29 0.01 0.03 0.05 0.05 0.05

L, E 111.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft)

Girder D

Use E_ci Use E_c

∆ (in) self

weight

∆ (in)

haunch

∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in) Deck

(Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+medi

an

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in)

DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 2 38 8 4

dv 5.00 8 8 8 6 4 2 2 38 8 4

0.1L 11.20 8 8 8 6 4 2 2 38 8 4

0.2L 22.40 10 10 10 8 4 2 2 38 8 4

0.3L 33.59 10 12 12 8 4 2 2 38 8 4

0.4L 44.79 10 12 12 8 4 2 2 38 8 4

0.5L 55.99 10 12 12 8 4 2 2 38 8 4

0.6L 67.19 10 12 12 8 4 2 2 38 8 4

0.7L 78.39 10 12 12 8 4 2 2 38 8 4

0.8L 89.58 10 10 10 8 4 2 2 38 8 4

0.9L 100.78 8 8 8 6 4 2 2 38 8 4

dv 106.98 8 8 8 6 4 2 2 38 8 4

L, E 111.98 8 8 8 6 4 2 2 38 8 4

No. Tendon

at 4.75"

from Bot

No. Tendon at

6.75" From

Bot

No. Tendon at

8.75" From Bot

Group 1

Fully bonded

# tendons

Group 2

partially

bonded #

tendons(13')

Group 3

partially

bonded #

tendons(

28')

Girder D

Length along

girder (ft)

No. Tendon

at 2.75"

From Bot

No. Tendon at

10.75" From

Bot

No. Tendon

at 12.75"

From Bot

No. Tendon at

14.75" From

Bot




Job #: NO:



0, W 0.00 45 0 0 372 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1510 0 0 0.71 0.14 0.05

0.1L 11.20 183 61 0 1510 106 0 1.50 0.29 0.11

0.2L 22.40 183 183 0 1510 318 0 2.66 0.52 0.20

0.3L 33.59 183 183 183 1510 318 159 3.49 0.69 0.27

0.4L 44.79 183 183 183 1510 318 159 3.99 0.78 0.30

0.5L 55.99 183 183 183 1510 318 159 4.16 0.82 0.32

0.6L 67.19 183 183 183 1510 318 159 3.99 0.78 0.30

0.7L 78.39 183 183 183 1510 318 159 3.49 0.69 0.27

0.8L 89.58 183 183 0 1510 318 0 2.66 0.52 0.20

0.9L 100.78 183 61 0 1510 106 0 1.50 0.29 0.11

dv 106.98 183 0 0 1510 0 0 0.71 0.14 0.05

L, E 111.98 45 0 0 372 0 0 0.00 0.00 0.00

Group 2

tendons

(ksi)

Group 1

∆p/s,1 (in)

Group 2

∆p/s,2 (in)

Group 3

∆p/s,3 (in)

Group 3

tendons (ksi)

Girder D

Length along

girder (ft)

Group 1

tendons (kip)

Group 2

tendons (kip)

Group 3

tendons

(kip)

Group 1

tendons (ksi)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.90 0.63 1.08 0.71 -0.34 -0.03 1.08 0.71

0.1L 11.2 1.90 1.30 2.23 1.45 -0.72 -0.06 2.23 1.45

0.2L 22.4 3.38 2.24 3.84 2.43 -1.30 -0.10 3.84 2.43

0.3L 33.6 4.44 2.87 4.93 3.05 -1.74 -0.14 4.93 3.05

0.4L 44.8 5.08 3.23 5.56 3.37 -2.03 -0.16 5.56 3.37

0.5L 56.0 5.29 3.35 5.76 3.45 -2.15 -0.16 5.76 3.45

0.6L 67.2 5.08 3.23 5.56 3.34 -2.06 -0.16 5.56 3.34

0.7L 78.4 4.44 2.87 4.93 3.00 -1.79 -0.14 4.93 3.00

0.8L 89.6 3.38 2.24 3.84 2.38 -1.35 -0.10 3.84 2.38

0.9L 100.8 1.90 1.30 2.23 1.41 -0.76 -0.06 2.23 1.41

dv 107.0 0.90 0.63 1.08 0.69 -0.36 -0.03 1.08 0.69

L, E 112.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.34 0.03

0.72 0.06

1.30 0.10

1.74 0.14

2.03 0.16

2.15 0.16

2.06 0.16

1.79 0.14

1.35 0.10

0.76 0.06

0.36 0.03

0.00 0.00

Girder D

Length along

girder (ft)

∆ (in)

haunch+deck

+diaphragm

∆ (in)

barrier+railin

g+median

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber,

CiA+∆ DC

(in)

Total initial

defelction

from

prestress

∆p/s (in)

Ci, initial

camber

∆p/s+ ∆ self

weight(in)

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber, CiA+∆

DC (in)

0.00

0.71

1.45

2.43

3.05

3.37 3.453.34

3.00

2.38

1.41

0.69

0.000.00

1.08

2.23

3.84

4.93

5.565.76

5.56

4.93

3.84

2.23

1.08

0.000.00

0.34

0.72

1.30

1.74

2.032.15

2.06

1.79

1.35

0.76

0.36

0.000.00 0.03 0.06 0.10 0.14 0.16 0.16 0.16 0.14 0.10 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder D Camber

T= J+K+M J K M




Job #: NO:

Girder D For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.23 3.84 4.93 5.56 5.76 5.56 4.93 3.84 2.23 0.00

K 0.00 -0.72 -1.30 -1.74 -2.03 -2.15 -2.06 -1.79 -1.35 -0.76 0.00

M 0.00 -0.06 -0.10 -0.14 -0.16 -0.16 -0.16 -0.14 -0.10 -0.06 0.00

T 0.00 1.45 2.43 3.05 3.37 3.45 3.34 3.00 2.38 1.41 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.27 0.06 0.26 0.28 0.26 0.01 0.03 0.05 0.05 0.05

0.1L 11.16 0.60 0.13 0.55 0.60 0.56 0.02 0.06 0.10 0.11 0.10

0.2L 22.32 1.13 0.24 0.98 1.06 1.00 0.05 0.10 0.17 0.19 0.18

0.3L 33.48 1.55 0.33 1.29 1.40 1.32 0.07 0.14 0.23 0.25 0.23

0.4L 44.63 1.82 0.38 1.47 1.60 1.52 0.10 0.15 0.26 0.28 0.27

0.5L 55.79 1.91 0.40 1.53 1.66 1.60 0.12 0.16 0.27 0.29 0.28

0.6L 66.95 1.82 0.38 1.47 1.60 1.55 0.10 0.15 0.26 0.28 0.27

0.7L 78.11 1.55 0.33 1.29 1.40 1.36 0.07 0.14 0.23 0.25 0.24

0.8L 89.27 1.13 0.24 0.98 1.06 1.05 0.05 0.10 0.17 0.19 0.18

0.9L 100.43 0.60 0.13 0.55 0.60 0.59 0.02 0.06 0.10 0.11 0.10

dv 106.58 0.27 0.06 0.26 0.28 0.28 0.01 0.03 0.05 0.05 0.05

L, E 111.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft)

Girder E

Use E_ci Use E_c

∆ (in) self


∆ (in) Deck

(Min. girder

space)

∆ (in) Deck (Max.

girder space)

* ∆ (in) Deck

(Final) ∆ (in) diaphragm

∆ (in) Barrier

+railing+medi

an

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in) DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 0 36 8 4

dv 5.00 8 8 8 6 4 2 0 36 8 4

0.1L 11.16 8 8 8 6 4 2 0 36 8 4

0.2L 22.32 10 10 10 8 4 2 0 36 8 4

0.3L 33.48 10 12 12 8 4 2 0 36 8 4

0.4L 44.63 10 12 12 8 4 2 0 36 8 4

0.5L 55.79 10 12 12 8 4 2 0 36 8 4

0.6L 66.95 10 12 12 8 4 2 0 36 8 4

0.7L 78.11 10 12 12 8 4 2 0 36 8 4

0.8L 89.27 10 10 10 8 4 2 0 36 8 4

0.9L 100.43 8 8 8 6 4 2 0 36 8 4

dv 106.58 8 8 8 6 4 2 0 36 8 4

L, E 111.58 8 8 8 6 4 2 0 36 8 4

No. Tendon at

4.75" from

Bot

No. Tendon at

6.75" From Bot

No. Tendon at

8.75" From Bot

Group 1 Fully

bonded #

tendons

Group 2

partially

bonded #

tendons

Group 3

partially

bonded #

tendons

Girder E

Length along

girder (ft)

No. Tendon

at 2.75" From

Bot

No. Tendon at

10.75" From Bot

No. Tendon at

12.75" From Bot

No. Tendon

at 14.75"

From Bot




Job #: NO:



0, W 0.00 45 0 0 353 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1431 0 0 0.67 0.14 0.05

0.1L 11.16 183 61 0 1431 106 0 1.41 0.29 0.11

0.2L 22.32 183 183 0 1431 318 0 2.50 0.52 0.20

0.3L 33.48 183 183 183 1431 318 159 3.28 0.68 0.26

0.4L 44.63 183 183 183 1431 318 159 3.75 0.78 0.30

0.5L 55.79 183 183 183 1431 318 159 3.91 0.81 0.31

0.6L 66.95 183 183 183 1431 318 159 3.75 0.78 0.30

0.7L 78.11 183 183 183 1431 318 159 3.28 0.68 0.26

0.8L 89.27 183 183 0 1431 318 0 2.50 0.52 0.20

0.9L 100.43 183 61 0 1431 106 0 1.41 0.29 0.11

dv 106.58 183 0 0 1431 0 0 0.67 0.14 0.05

L, E 111.58 45 0 0 353 0 0 0.00 0.00 0.00

Group 3

tendons (ksi)

Girder E

Length along

girder (ft)

Group 2 tendons

(kip)

Group 3 tendons

(kip)

Group 1

∆p/s,1 (in)

Group 2

∆p/s,2 (in)

Group 1

tendons (ksi)

Group 2

tendons (ksi)

Group 1 tendons

(kip)

Group 3

∆p/s,3 (in)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.86 0.59 1.01 0.65 -0.33 -0.03 1.01 0.65

0.1L 11.2 1.81 1.21 2.08 1.32 -0.71 -0.06 2.08 1.32

0.2L 22.3 3.22 2.09 3.59 2.20 -1.29 -0.10 3.59 2.20

0.3L 33.5 4.23 2.68 4.60 2.74 -1.72 -0.14 4.60 2.74

0.4L 44.6 4.83 3.01 5.18 3.02 -2.00 -0.15 5.18 3.02

0.5L 55.8 5.03 3.12 5.37 3.09 -2.12 -0.16 5.37 3.09

0.6L 67.0 4.83 3.01 5.18 3.00 -2.03 -0.15 5.18 3.00

0.7L 78.1 4.23 2.68 4.60 2.70 -1.76 -0.14 4.60 2.70

0.8L 89.3 3.22 2.09 3.59 2.15 -1.34 -0.10 3.59 2.15

0.9L 100.4 1.81 1.21 2.08 1.28 -0.74 -0.06 2.08 1.28

dv 106.6 0.86 0.59 1.01 0.63 -0.35 -0.03 1.01 0.63

L, E 111.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.33 0.03

0.71 0.06

1.29 0.10

1.72 0.14

2.00 0.15

2.12 0.16

2.03 0.15

1.76 0.14

1.34 0.10

0.74 0.06

0.35 0.03

0.00 0.00

Girder E

Length along

girder (ft)

∆ (in)

haunch+deck+diap

hragm

∆ (in)

barrier+railing+m

edian

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber, CiA+∆

DC (in)

Total initial

defelction

from

prestress

∆p/s (in)

Ci, initial

camber ∆p/s+

∆ self

weight(in)

CiA, initial

camber

adjusted creep,

Ci*Cr (in)

Cf, final camber,

CiA+∆ DC (in)

0.00

0.65

1.32

2.20

2.74

3.02 3.093.00

2.70

2.15

1.28

0.63

0.000.00

1.01

2.08

3.59

4.60

5.185.37

5.18

4.60

3.59

2.08

1.01

0.000.00

0.33

0.71

1.29

1.72

2.002.12

2.03

1.76

1.34

0.74

0.35

0.000.00 0.03 0.06 0.10 0.14 0.15 0.16 0.15 0.14 0.10 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder E Camber

T= J+K+M J K M




Job #: NO:

Girder E For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.08 3.59 4.60 5.18 5.37 5.18 4.60 3.59 2.08 0.00

K 0.00 -0.71 -1.29 -1.72 -2.00 -2.12 -2.03 -1.76 -1.34 -0.74 0.00

M 0.00 -0.06 -0.10 -0.14 -0.15 -0.16 -0.15 -0.14 -0.10 -0.06 0.00

T 0.00 1.32 2.20 2.74 3.02 3.09 3.00 2.70 2.15 1.28 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.27 0.06 0.26 0.28 0.26 0.01 0.03 0.05 0.05 0.05

0.1L 11.12 0.59 0.12 0.54 0.59 0.55 0.02 0.06 0.10 0.10 0.10

0.2L 22.24 1.12 0.24 0.97 1.05 0.98 0.05 0.10 0.17 0.18 0.17

0.3L 33.36 1.53 0.32 1.27 1.38 1.30 0.07 0.13 0.23 0.24 0.23

0.4L 44.48 1.79 0.38 1.45 1.57 1.50 0.09 0.15 0.26 0.28 0.27

0.5L 55.59 1.88 0.40 1.51 1.64 1.58 0.12 0.16 0.27 0.29 0.28

0.6L 66.71 1.79 0.38 1.45 1.57 1.53 0.09 0.15 0.26 0.28 0.27

0.7L 77.83 1.53 0.32 1.27 1.38 1.35 0.07 0.13 0.23 0.24 0.24

0.8L 88.95 1.12 0.24 0.97 1.05 1.03 0.05 0.10 0.17 0.18 0.18

0.9L 100.07 0.59 0.12 0.54 0.59 0.59 0.02 0.06 0.10 0.10 0.10

dv 106.19 0.27 0.06 0.26 0.28 0.28 0.01 0.03 0.05 0.05 0.05

L, E 111.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft)

Girder F

Use E_ci Use E_c

∆ (in) self


∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in) Deck

(Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+medi

an

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in)

DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 0 36 8 4

dv 5.00 8 8 8 6 4 2 0 36 8 4

0.1L 11.12 8 8 8 6 4 2 0 36 8 4

0.2L 22.24 10 10 10 8 4 2 0 36 8 4

0.3L 33.36 10 12 12 8 4 2 0 36 8 4

0.4L 44.48 10 12 12 8 4 2 0 36 8 4

0.5L 55.59 10 12 12 8 4 2 0 36 8 4

0.6L 66.71 10 12 12 8 4 2 0 36 8 4

0.7L 77.83 10 12 12 8 4 2 0 36 8 4

0.8L 88.95 10 10 10 8 4 2 0 36 8 4

0.9L 100.07 8 8 8 6 4 2 0 36 8 4

dv 106.19 8 8 8 6 4 2 0 36 8 4

L, E 111.19 8 8 8 6 4 2 0 36 8 4

No. Tendon at

12.75" From

Bot

No. Tendon at

14.75" From

Bot

Group 1 Fully

bonded #

tendons

Girder F

Length along

girder (ft)

No. Tendon

at 2.75"

From Bot

No. Tendon

at 10.75"

From Bot

No. Tendon

at 4.75" from

Bot

No. Tendon at

6.75" From Bot

No. Tendon

at 8.75" From

Bot

Group 2

partially

bonded #

tendons

Group 3

partially

bonded #

tendons




Job #: NO:



0, W 0.00 45 0 0 353 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1431 0 0 0.67 0.14 0.05

0.1L 11.12 183 61 0 1431 106 0 1.40 0.29 0.11

0.2L 22.24 183 183 0 1431 318 0 2.48 0.51 0.20

0.3L 33.36 183 183 183 1431 318 159 3.26 0.68 0.26

0.4L 44.48 183 183 183 1431 318 159 3.73 0.77 0.30

0.5L 55.59 183 183 183 1431 318 159 3.88 0.80 0.31

0.6L 66.71 183 183 183 1431 318 159 3.73 0.77 0.30

0.7L 77.83 183 183 183 1431 318 159 3.26 0.68 0.26

0.8L 88.95 183 183 0 1431 318 0 2.48 0.51 0.20

0.9L 100.07 183 61 0 1431 106 0 1.40 0.29 0.11

dv 106.19 183 0 0 1431 0 0 0.67 0.14 0.05

L, E 111.19 45 0 0 353 0 0 0.00 0.00 0.00

Group 3

tendons (ksi)

Girder F

Length along

girder (ft) Group 1

tendons (kip)

Group 2

tendons

(kip)

Group 3

tendons (kip)

Group 1

tendons

(ksi)

Group 2

tendons (ksi)

Group 1

∆p/s,1 (in)

Group 2

∆p/s,2 (in)

Group 3

∆p/s,3 (in)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.86 0.59 1.01 0.66 -0.33 -0.03 1.01 0.66

0.1L 11.1 1.80 1.21 2.08 1.32 -0.70 -0.06 2.08 1.32

0.2L 22.2 3.20 2.08 3.57 2.21 -1.27 -0.10 3.57 2.21

0.3L 33.4 4.20 2.67 4.58 2.75 -1.70 -0.13 4.58 2.75

0.4L 44.5 4.80 3.00 5.16 3.04 -1.97 -0.15 5.16 3.04

0.5L 55.6 5.00 3.11 5.35 3.10 -2.09 -0.16 5.35 3.10

0.6L 66.7 4.80 3.00 5.16 3.01 -2.00 -0.15 5.16 3.01

0.7L 77.8 4.20 2.67 4.58 2.71 -1.74 -0.13 4.58 2.71

0.8L 89.0 3.20 2.08 3.57 2.16 -1.32 -0.10 3.57 2.16

0.9L 100.1 1.80 1.21 2.08 1.28 -0.73 -0.06 2.08 1.28

dv 106.2 0.86 0.59 1.01 0.64 -0.35 -0.03 1.01 0.64

L, E 111.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.33 0.03

0.70 0.06

1.27 0.10

1.70 0.13

1.97 0.15

2.09 0.16

2.00 0.15

1.74 0.13

1.32 0.10

0.73 0.06

0.35 0.03

0.00 0.00

Girder F

Length along

girder (ft)

∆ (in)

haunch+dec

k+diaphrag

m

∆ (in)

barrier+railing

+median

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber,

CiA+∆ DC (in)

Total initial

defelction

from

prestress

∆p/s (in)

Ci, initial

camber

∆p/s+ ∆ self

weight(in)

CiA, initial

camber

adjusted creep,

Ci*Cr (in)

Cf, final

camber,

CiA+∆ DC (in)

0.00

0.66

1.32

2.21

2.75

3.04 3.103.01

2.71

2.16

1.28

0.64

0.000.00

1.01

2.08

3.57

4.58

5.16

5.35

5.16

4.58

3.57

2.08

1.01

0.000.00

0.33

0.70

1.27

1.70

1.972.09

2.00

1.74

1.32

0.73

0.35

0.000.00 0.03 0.06 0.10 0.13 0.15 0.16 0.15 0.13 0.10 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder F Camber

T= J+K+M J K M




Job #: NO:

Girder F For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.08 3.57 4.58 5.16 5.35 5.16 4.58 3.57 2.08 0.00

K 0.00 -0.70 -1.27 -1.70 -1.97 -2.09 -2.00 -1.74 -1.32 -0.73 0.00

M 0.00 -0.06 -0.10 -0.13 -0.15 -0.16 -0.15 -0.13 -0.10 -0.06 0.00

T 0.00 1.32 2.21 2.75 3.04 3.10 3.01 2.71 2.16 1.28 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.27 0.06 0.26 0.28 0.26 0.01 0.03 0.05 0.05 0.05

0.1L 11.08 0.58 0.12 0.54 0.58 0.54 0.02 0.06 0.10 0.10 0.10

0.2L 22.16 1.10 0.23 0.95 1.04 0.97 0.05 0.10 0.17 0.18 0.17

0.3L 33.24 1.51 0.32 1.25 1.36 1.28 0.07 0.13 0.22 0.24 0.23

0.4L 44.32 1.77 0.37 1.43 1.55 1.48 0.09 0.15 0.25 0.27 0.26

0.5L 55.40 1.85 0.39 1.49 1.62 1.55 0.12 0.16 0.26 0.28 0.27

0.6L 66.48 1.77 0.37 1.43 1.55 1.50 0.09 0.15 0.25 0.27 0.27

0.7L 77.56 1.51 0.32 1.25 1.36 1.33 0.07 0.13 0.22 0.24 0.23

0.8L 88.64 1.10 0.23 0.95 1.04 1.02 0.05 0.10 0.17 0.18 0.18

0.9L 99.72 0.58 0.12 0.54 0.58 0.58 0.02 0.06 0.10 0.10 0.10

dv 105.80 0.27 0.06 0.26 0.28 0.28 0.01 0.03 0.05 0.05 0.05

L, E 110.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft)

Girder G

Use E_ci Use E_c

∆ (in) self

weight

∆ (in)

haunch

∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in)

Deck (Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+media

n

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in)

DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 0 36 8 4

dv 5.00 8 8 8 6 4 2 0 36 8 4

0.1L 11.08 8 8 8 6 4 2 0 36 8 4

0.2L 22.16 10 10 10 8 4 2 0 36 8 4

0.3L 33.24 10 12 12 8 4 2 0 36 8 4

0.4L 44.32 10 12 12 8 4 2 0 36 8 4

0.5L 55.40 10 12 12 8 4 2 0 36 8 4

0.6L 66.48 10 12 12 8 4 2 0 36 8 4

0.7L 77.56 10 12 12 8 4 2 0 36 8 4

0.8L 88.64 10 10 10 8 4 2 0 36 8 4

0.9L 99.72 8 8 8 6 4 2 0 36 8 4

dv 105.80 8 8 8 6 4 2 0 36 8 4

L, E 110.80 8 8 8 6 4 2 0 36 8 4

Group 3

partially

bonded #

tendons

Girder G

Length along

girder (ft)

No.

Tendon at

2.75"

From Bot

No.

Tendon at

4.75" from

Bot

No. Tendon

at 6.75"

From Bot

No. Tendon

at 8.75" From

Bot

No. Tendon

at 10.75"

From Bot

No. Tendon

at 12.75"

From Bot

No. Tendon at

14.75" From

Bot

Group 1

Fully

bonded #

tendons

Group 2

partially

bonded #

tendons




Job #: NO:



0, W 0.00 45 0 0 353 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1431 0 0 0.66 0.14 0.05

0.1L 11.08 183 61 0 1431 106 0 1.39 0.29 0.11

0.2L 22.16 183 183 0 1431 318 0 2.47 0.51 0.20

0.3L 33.24 183 183 183 1431 318 159 3.24 0.67 0.26

0.4L 44.32 183 183 183 1431 318 159 3.70 0.77 0.29

0.5L 55.40 183 183 183 1431 318 159 3.85 0.80 0.31

0.6L 66.48 183 183 183 1431 318 159 3.70 0.77 0.29

0.7L 77.56 183 183 183 1431 318 159 3.24 0.67 0.26

0.8L 88.64 183 183 0 1431 318 0 2.47 0.51 0.20

0.9L 99.72 183 61 0 1431 106 0 1.39 0.29 0.11

dv 105.80 183 0 0 1431 0 0 0.66 0.14 0.05

L, E 110.80 45 0 0 353 0 0 0.00 0.00 0.00

Group 1

tendons

(ksi)

Group 1 ∆p/s,1

(in)

Group 2

∆p/s,2 (in)

Group 3

∆p/s,3 (in)

Group 2

tendons

(ksi)

Group 3

tendons

(ksi)

Girder G

Length along

girder (ft) Group 1

tendons (kip)

Group 2

tendons

(kip)

Group 3

tendons

(kip)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.85 0.59 1.01 0.66 -0.32 -0.03 1.01 0.66

0.1L 11.1 1.79 1.20 2.07 1.32 -0.69 -0.06 2.07 1.32

0.2L 22.2 3.17 2.07 3.56 2.21 -1.25 -0.10 3.56 2.21

0.3L 33.2 4.17 2.66 4.57 2.76 -1.67 -0.13 4.57 2.76

0.4L 44.3 4.76 2.99 5.15 3.05 -1.95 -0.15 5.15 3.05

0.5L 55.4 4.96 3.10 5.33 3.11 -2.06 -0.16 5.33 3.11

0.6L 66.5 4.76 2.99 5.15 3.02 -1.97 -0.15 5.15 3.02

0.7L 77.6 4.17 2.66 4.57 2.72 -1.72 -0.13 4.57 2.72

0.8L 88.6 3.17 2.07 3.56 2.16 -1.30 -0.10 3.56 2.16

0.9L 99.7 1.79 1.20 2.07 1.29 -0.72 -0.06 2.07 1.29

dv 105.8 0.85 0.59 1.01 0.64 -0.34 -0.03 1.01 0.64

L, E 110.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.32 0.03

0.69 0.06

1.25 0.10

1.67 0.13

1.95 0.15

2.06 0.16

1.97 0.15

1.72 0.13

1.30 0.10

0.72 0.06

0.34 0.03

0.00 0.00

Total

initial

defelction

from

prestress

∆p/s (in)

Ci, initial

camber

∆p/s+ ∆

self

weight(in)

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final

camber,

CiA+∆ DC (in)

Girder H

Length along

girder (ft)

∆ (in)

haunch+dec

k+diaphrag

m

∆ (in)

barrier+raili

ng+median

CiA, initial

camber

adjusted creep,

Ci*Cr (in)

Cf, final

camber,

CiA+∆ DC

(in)

0.00

0.66

1.32

2.21

2.76

3.05 3.113.02

2.72

2.16

1.29

0.64

0.000.00

1.01

2.07

3.56

4.57

5.15

5.33

5.15

4.57

3.56

2.07

1.01

0.000.00

0.32

0.69

1.25

1.67

1.952.06

1.97

1.72

1.30

0.72

0.34

0.000.00 0.03 0.06 0.10 0.13 0.15 0.16 0.15 0.13 0.10 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder G Camber

T= J+K+M J K M




Job #: NO:

Girder G For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.07 3.56 4.57 5.15 5.33 5.15 4.57 3.56 2.07 0.00

K 0.00 -0.69 -1.25 -1.67 -1.95 -2.06 -1.97 -1.72 -1.30 -0.72 0.00

M 0.00 -0.06 -0.10 -0.13 -0.15 -0.16 -0.15 -0.13 -0.10 -0.06 0.00

T 0.00 1.32 2.21 2.76 3.05 3.11 3.02 2.72 2.16 1.29 0.00




Job #: NO:




haunch (plf) 203


Median (plf) 300

E_ci (ksi) 4716

I_g (in^4) 373350

E_c (ksi) 5154

I_comp (in^4) 814836


0, W 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.00 0.26 0.06 0.25 0.26 0.25 0.01 0.03 0.04 0.04 0.04

0.1L 11.04 0.57 0.12 0.52 0.55 0.53 0.01 0.06 0.09 0.09 0.09

0.2L 22.08 1.09 0.23 0.93 0.97 0.94 0.02 0.10 0.16 0.16 0.16

0.3L 33.13 1.49 0.31 1.22 1.28 1.24 0.03 0.13 0.20 0.21 0.21

0.4L 44.17 1.74 0.37 1.40 1.46 1.42 0.05 0.15 0.23 0.24 0.24

0.5L 55.21 1.83 0.39 1.46 1.52 1.49 0.06 0.15 0.24 0.25 0.25

0.6L 66.25 1.74 0.37 1.40 1.46 1.44 0.05 0.15 0.23 0.24 0.24

0.7L 77.29 1.49 0.31 1.22 1.28 1.26 0.03 0.13 0.20 0.21 0.21

0.8L 88.33 1.09 0.23 0.93 0.97 0.97 0.02 0.10 0.16 0.16 0.16

0.9L 99.38 0.57 0.12 0.52 0.55 0.55 0.01 0.06 0.09 0.09 0.09

dv 105.42 0.26 0.06 0.25 0.26 0.26 0.01 0.03 0.04 0.04 0.04

L, E 110.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Length along

girder (ft)

Girder H

Use E_ci Use E_c

∆ (in) self


∆ (in) Deck

(Min. girder

space)

∆ (in) Deck

(Max. girder

space)

* ∆ (in) Deck

(Final)

∆ (in)

diaphragm

∆ (in) Barrier

+railing+media

n

∆ (in) DW

(Min. girder

space)

∆ (in) DW

(Max. girder

space)

* ∆ (in) DW

(Final)




Job #: NO:








ҡ 1.6





Job #: NO:



0, W 0.00 8 8 8 6 4 2 0 36 8 4

dv 5.00 8 8 8 6 4 2 0 36 8 4

0.1L 11.04 8 8 8 6 4 2 0 36 8 4

0.2L 22.08 10 10 10 8 4 2 0 36 8 4

0.3L 33.13 10 12 12 8 4 2 0 36 8 4

0.4L 44.17 10 12 12 8 4 2 0 36 8 4

0.5L 55.21 10 12 12 8 4 2 0 36 8 4

0.6L 66.25 10 12 12 8 4 2 0 36 8 4

0.7L 77.29 10 12 12 8 4 2 0 36 8 4

0.8L 88.33 10 10 10 8 4 2 0 36 8 4

0.9L 99.38 8 8 8 6 4 2 0 36 8 4

dv 105.42 8 8 8 6 4 2 0 36 8 4

L, E 110.42 8 8 8 6 4 2 0 36 8 4

Girder H

Length along

girder (ft) No. Tendon at

2.75" From Bot

No. Tendon at

4.75" from Bot

No. Tendon at

6.75" From

Bot

No. Tendon at

8.75" From Bot

Group 1 Fully

bonded #

tendons

Group 2

partially

bonded #

tendons

Group 3

partially

bonded #

tendons

No. Tendon at

10.75" From

Bot

No. Tendon

at 12.75"

From Bot

No. Tendon at

14.75" From

Bot




Job #: NO:



0, W 0.00 45 0 0 353 0 0 0.00 0.00 0.00

dv 5.00 183 0 0 1431 0 0 0.67 0.14 0.05

0.1L 11.04 183 61 0 1431 106 0 1.39 0.29 0.11

0.2L 22.08 183 183 0 1431 318 0 2.47 0.51 0.19

0.3L 33.13 183 183 183 1431 318 159 3.24 0.67 0.26

0.4L 44.17 183 183 183 1431 318 159 3.70 0.76 0.29

0.5L 55.21 183 183 183 1431 318 159 3.85 0.79 0.30

0.6L 66.25 183 183 183 1431 318 159 3.70 0.76 0.29

0.7L 77.29 183 183 183 1431 318 159 3.24 0.67 0.26

0.8L 88.33 183 183 0 1431 318 0 2.47 0.51 0.19

0.9L 99.38 183 61 0 1431 106 0 1.39 0.29 0.11

dv 105.42 183 0 0 1431 0 0 0.67 0.14 0.05

L, E 110.42 45 0 0 353 0 0 0.00 0.00 0.00

Group 1

tendons (ksi)

Group 2

tendons (ksi)

Group 1 ∆p/s,1

(in)

Group 2 ∆p/s,2

(in)

Group 3 ∆p/s,3

(in)

Group 3

tendons (ksi)

Girder H

Length along

girder (ft)

Group 1

tendons (kip)

Group 2

tendons (kip)

Group 3

tendons

(kip)




Job #: NO:



Ks 0.965

Controlling, Ks 1

k_hc 1.08

H , % 60

k_f 0.65

k_td 1







Job #: NO:

K M J T= J+K+M

0, W 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

dv 5.0 0.86 0.59 1.02 0.68 -0.31 -0.03 1.02 0.68

0.1L 11.0 1.78 1.21 2.08 1.36 -0.66 -0.06 2.08 1.36

0.2L 22.1 3.17 2.08 3.58 2.29 -1.19 -0.10 3.58 2.29

0.3L 33.1 4.16 2.67 4.59 2.87 -1.59 -0.13 4.59 2.87

0.4L 44.2 4.75 3.01 5.17 3.19 -1.84 -0.15 5.17 3.19

0.5L 55.2 4.95 3.12 5.36 3.28 -1.93 -0.15 5.36 3.28

0.6L 66.3 4.75 3.01 5.17 3.17 -1.85 -0.15 5.17 3.17

0.7L 77.3 4.16 2.67 4.59 2.85 -1.61 -0.13 4.59 2.85

0.8L 88.3 3.17 2.08 3.58 2.26 -1.22 -0.10 3.58 2.26

0.9L 99.4 1.78 1.21 2.08 1.34 -0.68 -0.06 2.08 1.34

dv 105.4 0.86 0.59 1.02 0.67 -0.32 -0.03 1.02 0.67

L, E 110.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

K M

0.00 0.00

0.31 0.03

0.66 0.06

1.19 0.10

1.59 0.13

1.84 0.15

1.93 0.15

1.85 0.15

1.61 0.13

1.22 0.10

0.68 0.06

0.32 0.03

0.00 0.00

Girder H

Length along

girder (ft)

∆ (in)

haunch+deck+

diaphragm

∆ (in)

barrier+raili

ng+median

CiA, initial

camber

adjusted creep,

Ci*Cr (in)

Cf, final

camber, CiA+∆

DC (in)

Total initial

defelction

from prestress

∆p/s (in)

Ci, initial

camber ∆p/s+ ∆

self weight(in)

CiA, initial

camber

adjusted

creep, Ci*Cr

(in)

Cf, final camber,

CiA+∆ DC (in)

0.00

0.68

1.36

2.29

2.87

3.193.28

3.17

2.85

2.26

1.34

0.67

0.000.00

1.02

2.08

3.58

4.59

5.17

5.36

5.17

4.59

3.58

2.08

1.02

0.000.00

0.31

0.66

1.19

1.59

1.841.93

1.85

1.61

1.22

0.68

0.32

0.000.00 0.03 0.06 0.10 0.13 0.15 0.15 0.15 0.13 0.10 0.06 0.03 0.000.00

1.00

2.00

3.00

4.00

5.00

6.00

0.0 20.0 40.0 60.0 80.0 100.0 120.0

Girder H Camber

T= J+K+M J K M




Job #: NO:

Girder H For Drafting

0 0.1L 0.2L 0.3L 0.4L 0.5L 0.6L 0.7L 0.8L 0.9L L

J 0.00 2.08 3.58 4.59 5.17 5.36 5.17 4.59 3.58 2.08 0.00

K 0.00 -0.66 -1.19 -1.59 -1.84 -1.93 -1.85 -1.61 -1.22 -0.68 0.00

M 0.00 -0.06 -0.10 -0.13 -0.15 -0.15 -0.15 -0.13 -0.10 -0.06 0.00

T 0.00 1.36 2.29 2.87 3.19 3.28 3.17 2.85 2.26 1.34 0.00

3.2 Deck Design



Fyffe Bridge

3.2.1 Stay-in-Place (SIP) Panel with Cast-in-Place

(CIP) Deck Design



Fyffe Bridge


Subject: Precast Prestressed Panel Design Checked: CL Date: 6/4/20

Task: Page: of:

Job #: NO:

References:

AASHTO & PCI Precast Panel Deck Design Examples

Stress: positive is compression; negative is tension

Barrier Type 836 Weight (plf), one side 600.00

DW, wearing surface weight (psf) 35.00

Concrete Density (pcf) 155.00

Precast Panel Thickness (in) 3.50

Total concrete deck thickness (in) 8.00

Total concrete deck weight (psf) 103.33

CIP concrete slab weight (psf) 58.13

S, Center to Center, Max Girder Spacing (ft) 10.05

S, TF edge to edge , Clear Girder Spacing (ft) 6.11

For the precast prestressed concerete panel:

f'ci at transfer (ksi) 6.40

f'c after 28 days (ksi) 8.00

E_ci (ksi) for panel @ transfer 4609.52

E_c (ksi) for panel @ service 5153.60

For the prestressing tendons in the panel:

f_pu, Ultimate stress, (ksi) 270.00

f_pi, initial pretensioning stress, (ksi) 202.50

f_py, yield strength, 0.9f_pu (ksi) 243.00

Es, Modulus of elasticity (ksi) 28500.00

Dimaeter of strands used (in) 0.375

A_t, area of one strand (in^2) 0.085

For the welded wire reinforcement in the panel:

fy (ksi) 60.00

Es, Modulus of elasticity (ksi) 29000.00

Top reinforcement clear cover (in) 2.50

Bot reinforcement clear cover (in) 1.00

Panel dimenion :

Length (ft), trans. Bridge direction 7.50

Width (ft), long. Bridge direction 6.89



Task: Page: of:

Job #: NO:

Construction load (applied to precast panel) (psf) 500.00

Moment due to Construction load (k-ft) 3.52

Live load:

Design truck HL 93 rear axle weight (kip) 32.00

P, Rear wheel weight HL-93 (lb) 16000.00

P, Rear wheel weight P-15 (lb) 27000.00

S, effective span length (ft), edge to edge dist+half W_tf(ft) 8.08

LL (lb-ft/ft) HL-93 5040.63

LL (lb-ft/ft) P_15 8506.05

L, length of portion of loaded span, eqv to S 8.08

IM, impact HL-93 0.33

IM, impact P-15 0.25

3.5"



Task: Page: of:

Job #: NO:

Moment from LL+IM (k-ft/ft) HL_93 5.36

Moment from LL+IM (k-ft/ft) P-15 8.51

Design the panel with 12in wide strip:

A, area of corss section of the panel (in^2/ft length ) 42.00

Sb, section modulus from bot. fiber Non-comp panel(in^3/ft) 24.50

St, section modulus from top. fiber Non-comp panel(in^3/ft) 24.50

9.49

For composite section properties:

Ec_CIP, for CIP slab (ksi) 4074.28

n, modular ratio of Ec_CIP/ E_c panel@service 0.79

Transformed width of 12" CIP slab (in) 9.49

1/2" wearing surface is considered to be an integral part of the 4.5" CIP slab

Conservatively use 4" of CIP slab for composite section

CIP slab thickness for comp. section (in) 4.00

A_CIP (in^2) 37.95

Ac, transformed composite section area (in^2) 79.95

Ybc, CG of comp section from Bot. of Panel (in) 3.53

Ytc, CG of comp section from top of CIP (in) 3.97

Ytg, CG of comp section to panel top (in) 0.03

I_c, comp. section moment of inertia (in^4) 373.81

S_bc, comp. section modulus from bot of panel (in^3) 105.90

S_tc=I_c/Y_tc/n, section modulus from top of CIP (in^3) 119.10

S_tg, comp. section moduls to the top fiber of panel (in^3) 12480.01



Task: Page: of:

Job #: NO:

For 1ft linear length of the block:

M_conc, bending moment due to deck (k-ft) 0.73

M_panel, bending moment due to deck (k-ft) 0.32

M_CIP, bending moment due to deck (k-ft) 0.41

Above is 1kip/ft uniformly distributed load applied to the transverse cross-section

Max. positive moment from above plot is (k-ft) 9.09

M_ws+, max positive moment from wearing surface (k-ft) 0.32

Above is the moment of 1kip applied at the end of cantilever to represent the barrier

Max positive moment from above plot is (k-ft) 0.00

M_b+, max positive moment from barrier (k-ft) 0.00

fb, stress @ bot. comp section @ serive (ksi) 1.00

6sqr(f'c) , allowable concrete tensile stress @ servive, σt 0.54

Ps, min = fb- σt (ksi) 0.46

Ps as force per panel width (kip/ftl) 19.45

Ps as force per panel (kipl) 134.08

Assume 15% of final loss to start the design

prestress force of Each 3/8" dia tendon (kip) 14.63

Tendon Spacing (in) 6.00 <--

Say design # of strands per panel 14 <--

Check the design :



Task: Page: of:

Job #: NO:

Find the prestress loss of the strands:

Humidity (same used for girder design ) 70.00 %

SH (ksi) 6.50

Assume 5% initially prestress loss, f_cir (ksi) 0.79

ES (ksi) 4.87

f_cds (ksi) -0.04

CR_c (ksi) 9.20

CR_s (ksi) 3.73

Loss at transfer:

Initial loss ratio: ES/f_pi 0.02 < 5% initial loss assumed

Assumption is conservative, so it is ok

Effective prestress @ transfer (ksi) 197.63

Total prestress force @ transfer (kip/panel) 234.44

Total prestress force @ transfer (kip/ft width) 34.00



Task: Page: of:

Job #: NO:

Total loss @ service

Final prestress loss (ksi) 24.30

f_se, effective prestress (ksi) 178.20

Prestress force @ service (kip/panel) 211.39

Prestress force @ service (kip/ft width ) 30.66

At transfer stress check

Allowable compressice stress, 0.6f'ci (ksi) 3.84

Allowable tensile stress (ksi) -0.20

At transfer, the panel only has self weight & prestress force:

f_top, top stress (ksi) 0.97 < 3.84 ok

f_bot, bottom stress (ksi) 0.65 < 3.84 ok

There are two more cases, that PS+Perm and all load combinations:

For PS+ permanent :

Allowable tensile stress 6*sqrt (f'c)(ksi) -0.54


For all load combination:

Allowable tensile stress 6*sqrt (f'c)(ksi) -0.54


For non-composite section, under PS+ deck wt+construction load

Construction load considered as LL, so use all load comb limits:

f_t, top stress (ksi) 0.90 < 4.8 ok

f_b, bottom stress (ksi) 0.56 < 4.8 ok

For composite section, under PS+ Permanent load (deck wt, WS, Barrier)

f_t, top stress (ksi) 1.12 < 3.20 ok

f_b, bottom stress (ksi) 0.34 < 3.20 ok

For composite section, under PS+ DL + (LL+IM)



Task: Page: of:

Job #: NO:

f_t, top stress (ksi) HL-93 1.09 < 4.80 ok

f_b, bottom stress (ksi) HL-93 -0.27 less than -0.54 ok

Flexural strength of positive moment

Mu (kip-ft) 10.77 1.25DC+1.5 DW+1.75LL

Mu (kip-ft) 12.87

φ 1

As (in^2/ft) 0.17

d, dist from CG of strand to top of CIP (in) 5.75

ρ, ratio of pretensioning steel 0.00255

f'c of CIP concrete (ksi) Comp section 5.00

ϒ 0.28

ß1 (CIP concrete controls) 0.80

1.25DC+1.5 DW+1.35LL

(permit)



Task: Page: of:

Job #: NO:

Initial f_su (ksi) 256.99

l_x, dist. From end of strand to CL of panel (ft) 3.75

D, nominal diameter of strand (in) 0.375

f_se, effective stress in strand after loss, (ksi) 178.20

Final f_su, check max limit (ksi) 238.80

φMn(k-ft) 18.25 > 12.87 ok

Check depth of the rectangular stress block:

a=As*fsu/(0.85f'c*b), (in) 0.81 < 4" CIP THK, ok

Ductility limit of the panel

ρ*f_su/f'c 0.12 < 0.29 ok

0.36 ß1 0.29

f_r, 0.75 SQRT(f'c) , modulus of rupture (ksi) 0.07

f_pe, compressive stress in Concr. Due to PS ONLY (ksi) 0.81

M_dnc, non-comp dead load moment (kip-ft) 0.73

M_cr, cracking moment (kip-ft) 5.32

1.2 M_cr (kip-ft) 6.39 < 18.25 ok

use welded wire mesh : 6x6 D4XD4 (in^2 /ft) 0.08



Task: Page: of:

Job #: NO:

Check the negative mement section: for LL to be max, take the location at 1st interior girder

Wheels are 4ft away from the barrier, so not beyonf the exterior girder.

Above is 1kip/ft uniformly distributed load applied to the transverse cross-section

At ext. girder moment from above plot is (k-ft) -15.28

M_ws-, max positive moment from wearing surface (k-ft) -0.53

Above is the moment of 1kip applied at the end of cantilever to represent the barrier

Max negative moment from above plot is (k-ft) -0.50

M_b-, max positive moment from barrier (k-ft) -0.30

M_LL+IM-, max negative moment from barrier (k-ft) -5.36

Mu, -, negative (k-ft) -10.64

No6 bar @ 6"

d, effective depth (in) 5.50

b (in) 12

φ 0.9

Rn = Mu- / φbd^2, (psi/ft) 390.74

m, = fy/(0.85f'c) 14.12

ρ 0.007

As, rebar (in^2) =ρ* (bd) 0.452

Use #6 @6" spacing <---

As, provided (in^2) 0.88

a= As*fy/(0.85f'c*b) 1.04

19.73 > 10.64 ok



Task: Page: of:

Job #: NO:

Maximum reinforcement

ρ_provided 0.013

ρ_b 0.034

ρ_max = 0.75*ρ_b 0.025 > 0.013 ok

Minimum reinforcement Neg. moment capacity

1.2 M_cr (kip-ft) 6.39 < 19.73 ok

Crack Control

dc, (in) 2.29

A (in^2) 18.3

z, (kip/in) 130

f_s (ksi) 37.44

f_s with limit (ksi) 36 (0.6fy)

Actural stress in reinforcement:

n= Es/Ec 7.12

ρ_provided 0.013

ρ_provided *n 0.09

k = sqrt( (ρ *n)^2+2*ρ *n)-ρ *n 0.35

j= (1-k/3) 0.88

fs= M_service /(j d As) 17.31 < 36 ok

3.2.2 Deck Overhang Design



Fyffe Bridge



Task: Deck Design Page: of:

Job #: # 6 bars NO:

Precast Panel Thickness (in) 3.50

Total concrete deck thickness (in) 8.00

Overhang Thickness (in) 8.50

Barrier Type 836 Weight (plf) 600.00

Barrier base width (in) 17.00

Wearing surface density (pcf) 35

Wearing surface Weight (plf) 2621

Raised Median 3'X8" weight (plf) 300

0

Max. Girder spacing (ft) 10.05

Top Cover of deck slab (in ) 2.125 AASHTO 5.12.3

Bottom cover of deck slab (in) 1 AASHTO 5.12.3

Rebar yield strength (ksi) 60

Concrete slab compressive stress (ksi) 5

Use equivalent strip method to find the moment demands of the concrete slab

For the portion with median, there is no LL; LL & median weight cannot occur simultaneously.

LL controls over median weight, so load comb. NOT include median weight

Strength I limit state control

DC1 Deck Self Weight w_DC1 (ksf) 0.10

DC2 Barrier weight w_DC2 (ksf) 0.42

DC3 Raised median w_DC3 (ksf) 0.00

DW Wearing surface w_DW (ksf) 0.04




Job #: # 6 bars NO:

Use above formula:

say c= 12

l (ft) 10.05

For positive& negative dead load moment:

M_DC1 (k-ft) 0.870

M_DC2 (k-ft) 3.565

M_DC3 (k-ft) 0.000

M_DW (k-ft) 0.295

Per AASHTO 4.6.2.1.6

Girder top flange width (in) 47.25

1/3 of top flange width (in) 15.75 > 15

15

Distance from the center of girder to design

section for neg moment (in)

Using the approximate method of deck analysis, live load effects may be determined by modeling the deck as a beam supported on the

girders. One or more axles may be placed side by side on the deck (representing axles from trucks in different traffic lanes) and move them

transversely across the deck to maximize the moments .




Job #: # 6 bars NO:

Use AASHTO Table A4-1 to find the max. live load moments per unit width (kip-ft/ft)

HL-93live load postive moment per unit width (k-ft/ft) 7.03

P-15 live load postive moment per unit width (k-ft/ft) 11.15 ( P15+IM0.25)

Strength I load combination 18.29 1.25DC+1.5DW+1.75LL

Strength II load combination 21.04 1.25DC+1.5DW+1.35LL(permit)

Maximum positive moment Mu+ (k-ft/ft) 21.04

Say #6 bar is used for reinforcement

#6 bar Diameter (in) 0.75

A_#6 (in^2) 0.44

de, effective depth from compression fiber to certroil of tensile force (in)

"= total depth -bottm cover -1/2bar dia 6.63

ø 0.90

k', say b=12" for 1ft wide section (k/in^2) 0.53

ρ 0.00952

As (in^2/in) 0.06304

Requireed # 6 bar spacing (in) 6.97998

Actual used spacing (in) 6 #6 bar transversely, @ bottom




Job #: # 6 bars NO:

Check for crack control per AASHTO 5.7.3.4-1

ϒ_e, class 1 exposure 1

dc, (in) 1.375

ß_s 1.2965

fss (use 0.6fy directly, conservative to do so) 36

700ϒ_e/(ß_s*fss)-2dc, (in) 12.25 > 6 " ✔

Check stress under service I load combination DC+DW+LL

Mu (k-ft/ft) 11.759

n=E_steel/E_CIP 7.12

Say that 4" wide of concrete section is used (eqv to spacing of #5)

Neutral axis of transformed section is y (in)

(Conc thk- top cover-y)*As*n= Concr width * y* (y/2)

As*n (in^2) 3.13

y, (in) 2.01

I_transformed (in^4) 63.03

Allowbale service stress (ksi) 36

σ_s, (service stress, ksi) My/I 22.84 < 36 ✔, stress is ok




Job #: # 6 bars NO:

Design For Negative moment @ interior girder

HL-93 live load negative moment per unit width (k-ft/ft) 4.71 Use Table A-4 AASHTO

P-15 live load negative moment per unit width (k-ft/ft) 7.47004

Mu, neg (strength I combination) , k-ft/ft 14.23

Mu, neg (strength II combination) , k-ft/ft 16.0696 Control

Say still use # 6 bar for top, transversely

de, effective depth from compression fiber to certroil of tensile force (in)

"= total depth -top cover -1/2bar dia 5.50

ø 0.90

k', say b=12" for 1ft wide section (k/in^2) 0.59

ρ 0.01064

As (in^2/in) 0.0585

Requireed # 6 bar spacing (in) 7.52157

Actual used spacing (in) 6 #6 bar transversely, @ top

Per previous calculation, crack control spacing should be ok, not repeat here.

Check service stress here:

Mu (k-ft/ft) 9.439

n=E_steel/E_CIP 7.12

Say that 4" wide of concrete section is used (eqv to spacing of #5)

Neutral axis of transformed section is y (in)

(Conc thk- top cover-y)*As*n= Concr width * y* (y/2)

As*n (in^2) 3.13

y, (in) 2.23

I_transformed (in^4) 93.44

σ_s, (service stress, ksi) My/I 11.41 << 36 ✔, stress is ok



Task: Deck Design @ Overhang Page: of:

Job #: NO:

Deck Overhang thickness (in) 8.50

Self Weight of Deck overhang region (lb/ft^2) 110

Barrier Type 836 Weight (plf) 600

Barrier base width (in) 17




Job #: NO:

Design Case 1: Check overhang for horizontal vehicular collision load

X, Design section of overhang (in) 8 inch away from interior base of barrier

Design section to CL of ext. girder (in) 19.625

Use general parapet values & dimensions from AASHTO rating TL -4:

(AASHTO)

AASHTO

The overhang is designed to resist an axial tension force from vehicular collision acting simultaneously with the collision + dead load

moment. This would be for extreme limit state design.

(Caltrans User Guide to

Bridge Standard Detail

Sheets Section 16)




Job #: NO:

Parapet height (in) 36

Lc, length of parapet failure mechanism (in) 180

Lt, (in) 42

Mc/L (kip-ft/ft) 16.5 (Approximately, compred with other barriers)

R_w, Collision load capacity (kip) 93.40

a. At inside face of parapet

Design axial tensile force, R_w/(Lc+2H), (klf) 4.45

M_DL, slab k-ft/ft 0.17

M_DL, parapet, k-ft/ft 0.43

Mu, Design factored moment, k-ft/ft 17.24

Deck Overhang thickness (in) 8.50

Use #6 reinforcement bars @ overhang top

#6 bar Diameter (in) 0.75

A #6 (in^2) 0.44

d, overhang thk-top cover-half bar diameter, (in) 6.00 Say eqv to effective depth of section

Assume provided area of steel, (in^2/ft) 1.76

Say same spacing as the the rest of the slab 3 inch spacing

Tension in reinforcement (k/ft) 105.6

C, Compression in concrete (k/ft) 101.15

a= C/ (b*ß1* f'c), (in) 1.98

Mn, (k-ft /ft) 43.33

For extreme limit state, ø =1.0 This case not controls

ø Mn (k-ft/ft) 43.33 > 17.24 ok

c/de 0.39 < 0.42 steel yields before the conc. Crushing

b. At design section in the overhang

Say that effective length of collision, has 30 degrees of both sides spreading along the barrier length

Collision moment @ design section (k-ft/ft)

Mc/Lc *(Lc+2*0.577*X) 15.70

M_DL, Slab (k-ft/ft) 0.32

M_DL, parapet (k-ft/ft) 0.83

M_DW (k-ft/ft) 0.01


Design axial tensile force, R_w/(Lc+2H+2*0.577X), (klf) 4.29

Assume req'd area of steel, (in^2/ft) 1.76

ø Mn (k-ft/ft) 43.33 > 17.14 ok

This case not controls

c. Check dead load + collision moments at design section in first span

Assumed distribution of the collision moment across the width of the deck

Dead load moment at design section due to dead loads on the overhang




Job #: NO:

Dead load moment at design section due to dead load on the first deck span

Collision moment @ exterior girder, M1 (k-ft/ft) 16.50

Collision moment @ 1st int. girder, M2 (k-ft/ft) 6.60

Per interpolation, total collision moment (k-ft/ft) 18.99

Using 30 degress angle distribtion:

Design collision moment (k-ft/ft) 14.57

M_DL, Slab (k-ft/ft) 0.90

M_DL, parapet (k-ft/ft) 1.81

M_DW (k-ft/ft) 0.10


The dead load between the girder, creates much smaller moment at the design section, compared to the cantilever

segment deadload; therefore ignore such prior's moment to be conservative, because it is opposite direction.

ø Mn (k-ft/ft) 43.33 > 18.11

This case controls

Design Case 2 Vertical collision force

For concrete parapets, the case of vertical collision never controls

Design Case 3 Check DL + LL

a. design section in the overhang

Wheel from the base of the barrier (in) 12

Wheel to CL of ext. girder (in) 15.625

Equivalent strip width for LL (in) 58.021

Mu, Strength I moment, k-ft/ft 6.14 1.25DC+1.5DW+1.75LL




Job #: NO:

Mu, Strength II moment, k-ft/ft 7.20 1.25DC+1.5DW+1.35LL(permit)


For strength I limit state, ø =0.9


ø Mn (k-ft/ft) 39.00 > 7.20 ok


b. Check dead load + LL moments at design section in first span

Factored HL-93 M_LL (k-ft/ft) 8.38 (hand calc per lever rule)

Factored P-15 M_LL (k-ft/ft) 10.25 (hand calc per lever rule)

Controlling M_LL (k-ft/ft) 10.25

Equivalent strip width (in) 58.02

Mu, (k-ft/ft) 5.65

For strength I limit state, ø =0.9


ø Mn (k-ft/ft) 39.00 > 5.65 ok


Provided top reinforcement in the slab regions other than the overhang




Job #: NO:

6 inch spacing #6 bars @ top 0.88 in^2/ft > 0.6 in^2/ft ok

Cut-off length requirement:

15 times the bar diameter control, (in) 11.25 AASHTO 5.11.1.2.1

Req'd length past the CL of the ext. girder (in) 31.25

Development length : AASHTO 5.11.2

1.25*Ab*fy / sqrt (f'c), (in) 14.76

0.4*db*fy, (in) 18

(in) 12

Controlling length (in) 18.00

Correction factors:

Normal bars 1 AASHTO 5.11.2.1.2)

Development length (in) 18

Previously, design section is 13" away from CL of ext girder

length of bar past CL of Ext. girder: (in) 31

Compared with the cut-off length requirement:

The controlling length of the bar past CL of ext. grider 31 inch



Task: Deck Design of longitudinal reinforcement Page: of:

Job #: NO:

Longitudinal bottom reinforcement:

S (ft) 7.06

220 / sqrt (S)= 82.81 % > 67%

Controlling value is 67%

For deck is not under the median, transv. bot #6 @ 6 inch

Transverse bar (in^2/ft) 0.88

Req'd long. Bottom bar (in^2/ft) 0.59

For longitudinal reinforcement @bottom use #6 bars

Required Spacing (in) 8.96

Long. Direction #6 @ bottom @ spacing 9 inch

Top longitudinal reinforcement --> no specific requirement

Long. Direction #6 @Top @spacing 12 inch

4 Substructure Design



Fyffe Bridge

4.1 Abutment Pile Loading and Lateral Analysis



Fyffe Bridge


Subject: Design Calculations - Abutment 1 Piles Checked: JC Date: 4/24/20

Task: Page: of:

Job #: NO:

CL of back wall to CL footing: -1.75 ft

CL of stem wall to CL footing: 0 ft

CL of bearing to CL footing: 0.00 ft

Top of fill

CL of Back

wall

CL of

Bearing

OG

CL of Footing

& Mid Pile

CL of

Leading Pile

CL of Trailing

Pile

Active Earth

Pressure

4' soil Surcharge for LL

Passive

Earth

Pressure

CL of Stem

wall

Top of roadway



Task: Page: of:

Job #: NO:

4' soil Surcharge for LLEdge of footing to face ofwall, back side: 4.75 ft

Edge of footing to face ofwall, front side: 4.75 ft

Top of fill to top of footing: 35.00 ft

Roadway thickness: 1.00 ft

Surcharge, assumed eq. height of soil: 4.00 ft

Lateral earth pressure, H: 40.00 ft

Triangle pressure height: 12.00 ft

Lateral earth pressure at top of fill: 125.0 psf

Rectangle pressure height: 28.00 ft

Lateral earth pressure: 300.0 psf

OG to bottom of footing: 8.50 ft

top Triangle pressure height, passive: 5.00 ft

top Lateral earth resistance, passive: 1,500.0 psf

lower Trapezoidal pressure height, passive: 2.50 ft

lower Lateral earth resistance, passive: 1,862.5 psf

LOADING

DC - Bearing Reaction, vertical: 1,155 kips

DW - Bearing Reaction, vertical: 148 kips

LL + IM - Bearing Reaction, vertical: 1 kips

BR - Bearing Reaction, Longitudinal: 15.3 kips

BR - Applied location to bottom of footing: 44.50 ft

FR - Bearing Reaction, Longitudinal: 7.7 kips

FR - Applied location to bottom of footing: 38.50 ft

DC - Abutment Retaining Wall: 1,165 kips

DC - Abutment Wing Walls: 163 kips

DC - Pile Cap: 671 kips

Fill Weight behind Abutment, on pile cap: 1,309 kips

to CL footing: -4.13 ft

Fill Weight under Bridge, on pile cap: 199 kips

to CL footing: 4.13 ft



Task: Page: of:

Job #: NO:

4' soil Surcharge for LLEH - Lateral Earth Pressure, active, Triangle: 107 kips

to bottom of footing: 35.50 ft

EH - Lateral Earth Pressure, active, Rectangle: 601 kips


Passive Earth Pressure, region 1: -269 kips






LOADING

TOTAL on Foundation

DC DW EV-1 EV-2 LL+IM BR EH Passive FR EQ

Vertical, P (kips) = 3,154 148 1,309 199 1 -- -- -- -- --

Lateral, V (kips) = -- -- -- -- -- 15 708 -569 8 --

Moment, M (kip-ft) = -1,221 0 -5,401 820 0 681 14,306 -1,481 295 --

Strength I Combination

Load factor, Max 1.25 1.50 1.35 1.35 1.75 1.75 1.50 -- 1.00 --

Load factor, Min 0.90 0.90 1.00 1.00 -- -- 0.90 0.90 -- --

SERVICE I

Pile Loads

Vertical, Max. p (kips) =

Vertical, Min. p (kips) =

Lateral, v (kips) =

STRENGTH I

Pile Loads



Lateral, v (kips) = 12 1 13

Transit TOTAL

1 -10 -9

236 10 246

Permanent

Permanent Transit TOTAL

154

3

7

1

160

4

60 -6 54



Task: Page: of:

Job #: NO:

CL of back wall to CL footing: -1.75 ft

CL of stem wall to CL footing: 0 ft

CL of bearing to CL footing: 0.00 ft

Top of fill

CL of Back wall

CL of

Bearing

OG

CL of Footing & Mid Pile

CL of

Leading Pile

CL of

Trailing Pile

Active

Earth

Pressure


Passive

Earth

Pressure

CL of Stem

wall

Top of roadway



Task: Page: of:

Job #: NO:


Edge of footing to face ofwall, back side: 4.75 ft

Edge of footing to face ofwall, front side: 4.75 ft

Top of fill to top of footing: 35.00 ft

Roadway thickness: 1.00 ft

Surcharge, assumed eq. height of soil: 4.00 ft

Lateral earth pressure, H: 40.00 ft

Triangle pressure height: 12.00 ft

Lateral earth pressure at top of fill: 125.0 psf

Rectangle pressure height: 28.00 ft

Lateral earth pressure: 300.0 psf

OG to bottom of footing: 8.50 ft

top Triangle pressure height, passive: 5.00 ft

top Lateral earth resistance, passive: 1,500.0 psf

lower Trapezoidal pressure height, passive: 2.50 ft

lower Lateral earth resistance, passive: 1,862.5 psf

LOADING

DC - Bearing Reaction, vertical: 1,155 kips

DW - Bearing Reaction, vertical: 148 kips

LL + IM - Bearing Reaction, vertical: 298 kips

BR - Bearing Reaction, Longitudinal: 30.6 kips

BR - Applied location to bottom of footing: 44.50 ft

FR - Bearing Reaction, Longitudinal: 15.3 kips

FR - Applied location to bottom of footing: 38.50 ft

DC - Abutment Retaining Wall: 1,272 kips

DC - Abutment Wing Walls: 163 kips

DC - Pile Cap: 712 kips

Fill Weight behind Abutment, on pile cap: 1,429 kips

to CL footing: -4.13 ft

Fill Weight under Bridge, on pile cap: 211 kips

to CL footing: 4.13 ft

EH - Lateral Earth Pressure, active, Triangle: 116 kips


EH - Lateral Earth Pressure, active, Rectangle: 657 kips




Task: Page: of:

Job #: NO:

4' soil Surcharge for LLPassive Earth Pressure, region 1: -293 kips






LOADING

TOTAL on Foundation

DC DW EV-1 EV-2 LL+IM BR EH Passive FR EQ

Vertical, P (kips) = 3,302 148 1,429 211 298 -- -- -- -- --

Lateral, V (kips) = -- -- -- -- -- 31 773 -622 15 --

Moment, M (kip-ft) = -1,221 0 -5,896 871 0 1,362 15,617 -1,617 589 --

Strength I Combination

Load factor, Max 1.25 1.50 1.35 1.35 1.75 1.75 1.50 -- 1.00 --

Load factor, Min 0.90 0.90 1.00 1.00 -- -- 0.90 0.90 -- --

SERVICE I

Pile Loads



Lateral, v (kips) =

STRENGTH I

Pile Loads



Lateral, v (kips) =


145 17 163

54 -6 49

3 1 4


224 28 251

-2 -12 -14

12 1 13

4.2 Abutment Footing Design



Fyffe Bridge


Subject: Design Calculations - Footings Checked: CL Date: 5/2/20

Task: Page: of:

Job #: NO:

Geometry

Abutment Wall Length (min, use Abutment 1) 95.17

Abutment Height, Total (ft) 35.00

Precast Square Concrete Pile Size (in) 14

Total Number of Piles 45

Number of Rows of Piles 3

Pile Spacing, Centerline to Centerline (alignment direction) (ft) 5.00

Pile Spacing, Centerline to Centerline (transverse to alignment) (ft) 5.50

Edge of Footing to Centerline of Leading Pile (Bridge side) (ft) 1.50

Edge of Footing to Centerline of Trailing Pile (Embankment side) (ft) 1.50



Task: Page: of:

Job #: NO:

Centerline of Stem Wall to Centerline of Leading Pile (ft) 5.00

Centerline of Stem Wall to Centerline of Trailing Pile (ft) 5.00

Centerline of Stem Wall to Centerline of Middle Row Pile (ft) 0.00

Pile Cap Thickness (ft) 3.50

Abutment Toe Critical Flexsual Section

Use the controling pile reaction for all the piles in calculation for conservativeness.

Factored P (kip) 251

Unfactored P (kip) 163

Dist. From leading pile to critical section (ft) 3

Factored moment along critical flexural section (kip-ft) 12257

Mu, factored moment per 1ft length of abutment (kip-ft/ft) 129

Mu_service moment per 1ft length of abutment (kip-ft/ft) 83

Design per 1ft length of the abutment

b, concrete design section (in) 12.00

Use # 9 bars

#9 bar diameter (in) 1.128

#9 bar area (in^2) 1.00

Use abutment 1's geometry for the calcualation, because considered the length & pile number,

abutment 1 has less of pile number per unit length of abutment.



Task: Page: of:

Job #: NO:

fy, for rebar (ksi) 60

f'c, footing concrete (ksi) 4

fr = 0.24*sqrt(f'c) , (ksi) 0.48

I_g (in^4) 74088.00

Y_t (in) 21.00

M_cr = fr*I_g/Y_t (k-ft) 141.12

1.2 M_cr (k-ft) 169.34

1.33 Mu (k-ft) 171.30

Controlling design, the less of 1.2Mcr & 1.33Mu (k-ft) 169.34

Bottom reinforcement clear cover (in) 6.00

de, effective depth (in) 35.436

Ф 0.90

Rn = (1.2Mcr )/ (Ф b* de^2), ksi 0.15

ρ 0.0026

As = ρ*b*de , (in^2/ft length) 1.09

Number of #9 bar for 1ft 1.09

Max spacing (in) 11.045

Spacing of #9 bar used (in) 9.00

As_provided (in^2/ft) 1.33 > 1.09 min, ok

Check maximum reinforcement limits:

T=As* fy (kip) 80

a= T/(0.85*f'c *b), (in) 1.961

ß1 0.85

c = a/ ß1 , (in) 2.31

c /de 0.07 < 0.42, ok

Check Crack Control:



Task: Page: of:

Job #: NO:

dc (in) 6.564

h (in) 42

ß_s 1.265

ϒ_e, class 1 1

f_ss (ksi) 0.80

Max spacing limit from above (in) 681.2 This is NOT control

AASHTO

5.10.8 Max spacing (in)

12 > 9.00 ok

To find the f_ss, tensile stress under service:

E_s, rebar (ksi) 29,000

E_c, (ksi) 3,644

n= E_s,rebar/ E_c 7.96



Task: Page: of:

Job #: NO:

k 0.182

k* de, (in) 6.46

y= de - k* de (in) 28.97

I_trans, (In^4) 9986.9

fss = n*M_serv *y /I_trans (ksi) 0.80

Design the top reinforcement for footing:

P, factored pile reaction (kip) -14

P_service pile reaction (kip) 49

Moment arm for above pile reaction (ft) 3

The negative pile reaction shown above will create very small negative moment.

Mu, factored moment per 1ft length of abutment (kip-ft/ft) -6.963

Use # 7 bars @ footing top reinforcement

#7 bar diameter (in) 0.875

#7 bar area (in^2) 0.60

Using spacing of 9" , with 3" cover

A_s provided (in^2 /ft) 0.8

Check maximum reinforcement limits:

The moment is very small here, so the provided bar should be sufficient for the

min. reinforcement requiremnet.



Task: Page: of:

Job #: NO:

T=As* fy (kip) 48

a= T/(0.85*f'c *b), (in) 1.18

ß1 0.85

c = a/ ß1 , (in) 1.384

de, effective depth (in) 38.563

c /de 0.036 < 0.42, ok

Design for shear

For Concrete's shear resistance

ß 2

bv (in) 12

The crack control requirement should be satisfied because fss stress will be very small caused by

the moment.



Task: Page: of:

Job #: NO:

dv, (in) 34.5

Vc (kip) 52.26

Ф 0.9

ФVn (kip) 47.04

Vu(kip/ft length of abutment ) 39.63 < 47.04 ok

Check the punching shear for section without shear reinforcement

0.5 dv (in) 17.23

Pile critical region, length (in) 48.46

Pile critical region, width (in) 42.23

bo, perimeter (in) 181

ßc 1

0.126*sqrt(f'c)*bo*dv (kip) 1575

(0.063+0.126/ßc)sqrt(f'c)bo*dv (kip) 2160

Vn (kip) 1575 >> 251 ok

4.3 Abutment Stem Wall Design



Fyffe Bridge


Subject: Design Calculations - Stem Wall Checked: CL Date: 5/2/20

Task: Page: of:

Job #: NO:

References: AASHTO & LRFD Steel Girder Superstructure Design Example from FHWA

f'c, abutment concrete (ksi) 4

CL of back wall to CL footing: (ft) -1.75

CL of stem wall to CL footing: (ft) 0

CL of bearing to CL footing:(ft) 0

Edge of footing to face ofwall, back side (ft): 4.75

Edge of footing to face ofwall, front side: (ft) 4.75

Back wall height (ft) 7.5

Stem wall height (ft) 28.00

Stem wall thickness (ft) 3.50

Stem wall length (in bridge transv. Direction), ft 71.6

Use #9 bars or #11 bars for back wall & stem wall design


#9 bar diameter (in) 1.128#9 bar area (in^2) 1.00



Task: Page: of:

Job #: NO:

Loading Condition of the back wall:

For braking force from vehicles

Braking force for 2-lane (kip) in bridge long. 36.0

R_BR per 1ft length of back wall (kip) 0.50

Moment arm to based of back wall (ft) 28.00

For self weight of wall:

R_DLback per 1ft length of back wall (kip) 1.16

Moment arm to CL stem wall (ft) 1.25

R_DLstem per 1ft length of back wall (kip) 15.19


R_DC from superstructure 1ft of back wall (kip) 14.75


R_DW from superstructure 1ft of back wall (kip) 2.07


For horizontal earth pressure:

R_EH per 1ft length of back wall (kip) 5.56




Task: Page: of:

Job #: NO:

For live load surcharge:

Surcharge eqv height of soil (ft) 4.00 from Geotech

Live load surcharge eqv pressure (psf) 125 from Geotech

R_LS per 1ft length of back wall (kip) 4.44

Moment arm to based of stem wall (ft) 17.75

For loads due to temperature : say moderate climate

ϵ, Concrete thermal expansion (1/F) 0.000006

t, assumed concrete setting temperature(F) 45.00

For expansion:

∆_rise (F) = max temp -set temp 35.00

∆_exp = ϵ*∆t*L_span, (in) 0.29

∆_drop (F) = set temp- min temp 35.00

∆_contr = ϵ*∆t*L_span, (in) 0.29

Bearing pads properties:

Bearing pads Area (in^2) 360.00

G, Shear modulus (ksi) 0.10

h_rt, elastomer thickness (in) 3.00

Load due to temp change /bearing (kip) 3.42

Hu per 1ft length of back wall (kip) 0.38

Moment arm to based of stem wall (ft) 28.00

For LL from vehicles

End reaction for One lane +IM 42.56

(Lane load +(LL+IM))*Multipresence factor (kip) 146.88

R_LL per 1ft length of back wall (kip) 2.05



Task: Page: of:

Job #: NO:

Wind load to transverse bridge direction acts different axis from loads above

Thus, NOT inlcude wind loads in the load combination

Factored M: 1.25DC+1.5 DW+1.75BR+1.5 EH+1.75LS+0.5 TU (controlling)

Mu (k-ft) 302.57

Unfactored moment :

M_serv (K-ft) 193.62

Factored shear force @ base of stem wall 1.5EH+1.75LS+1.75 BR+0.5TU

Vu (kip) 17.17

Factored vertical force @ base of stem wall 1.25DC+1.5 DW+ 1.75LL

F_v (kip) 45.58

Minimum reinforcement

fr = 0.24*sqrt(f'c) , (ksi) 0.48

I_g (in^4) 74088

Y_t (in) 21

M_cr = fr*I_g/Y_t (k-ft) 141.12

1.2 M_cr (k-ft) 169.34

1.33 Mu (k-ft) 402.42

Controlling moment for reinforcement (k-ft) 169.34

Use #9 Bars with 2.0" cover <---

de = wall thk-cover-0.5 bar dia (in) 39.44

Ф 0.90

Rn = (1.2Mcr )/ (Ф b* de^2), ksi 0.121

ρ 0.0021


Use #9 Bars with 9 inch Spacing <---

As_provided (in^2/ft) 1.33 > 0.97

ρ_e, As_provided /(b* de) 0.00282

Check the maximum reinforcement limit:

T= As_provided * fy (kip) 80

a= T/(0.85*f'c *b), (in) 1.96

ß1 0.85

c = a/ ß1 , (in) 2.31

c /de 0.058 < 0.42 say ok



Task: Page: of:

Job #: NO:

Check crack control

dc (in) 3.06

h (in) 42

ß_s 1.11

ϒ_e, class 1 1

f_ss (ksi) 36.00 Controlling check

Max spacing limit from above (in) 11.35 > 9inch Spacing

AASHTO

5.10.8



E_c, (ksi) 3,644




Task: Page: of:

Job #: NO:

k 0.191

k* de, (in) 7.51

I_trans, (In^4) 12509.34

y= de - k* de (in) 31.92


Design for shear:


ß 2

bv (in) 12



Task: Page: of:

Job #: NO:

dv, (in) 38.46

Vc (kip) 39.87

Ф 0.90

ФVc (kip) 35.88 > 17.17 Vu, ok

Shrinkage and temperature reinforcement:

b, (in) 12

h (in) 42

1.30bh/2/(b+h)/fy 0.101

Min, As /(Ab/fy)) 0.11

As_min (in^2/ft) 0.11

#6bar for each face of back wall 12 inch spacing <---

As_provided (in^2/ft) 0.44 > 0.11 ok

4.4 Abutment Backwall Design



Fyffe Bridge


Subject: Design Calculations - Back Wall Checked: CL Date: 5/2/20

Task: Page: of:

Job #: NO:

References: AASHTO & LRFD Steel Girder Superstructure Design Example from FHWA

f'c, abutment concrete (ksi) 4

CL of back wall to CL footing: (ft) -1.75

CL of stem wall to CL footing: (ft) 0

CL of bearing to CL footing:(ft) 0

Edge of footing to face ofwall, back side (ft): 4.75

Edge of footing to face ofwall, front side: (ft) 4.75

Back wall height (ft) 7.5

Back wall thickness (ft) 1

Back wall length (in bridge transv. Direction), ft 71.6

Use #9 bars or # 6 bars for back wall & stem wall design


#5 bar diameter (in) 0.625#5 bar area (in^2) 0.31



Task: Page: of:

Job #: NO:

Loading Condition of the back wall:

For braking force from vehicles

Braking force for 2-lane (kip) in bridge long. 36.0

R_BR per 1ft length of back wall (kip) 0.50

Moment arm to CL back wall (ft) 0.00

For self weight of back wall:

R_DL per 1ft length of back wall (kip) 1.16

Moment arm to CL back wall (ft) 0.00

For horizontal earth pressure:

R_EH per 1ft length of back wall (kip) 0.66




Task: Page: of:

Job #: NO:

For live load surcharge:

Surcharge eqv height of soil (ft) 4.00 from Geotech

Live load surcharge eqv pressure (psf) 125 from Geotech

R_LS per 1ft length of back wall (kip) 0.94


For LL from vehicles

End reaction for One lane +IM 43

(Lane load +(LL+IM))*Multipresence factor (kip) 147

R_LL per 1ft length of back wall (kip) 2.05

Factored ultimate moment: 1.25DC+1.75BR+1.5 EH+1.75LS (controlling comb)

Mu (k-ft) 8.61

Unfactored moment :

M_serv (K-ft) 5.16

Factored shear force @ base of back wall 1.5EH+1.75LS +1.75 BR

Vu (kip) 3.50

Factored vertical force @ base of back wall 1.25DC+1.75LL

F_v (kip) 5.04


fr = 0.24*sqrt(f'c) , (ksi) 0.48

I_g (in^4) 1728

Y_t (in) 6

M_cr = fr*I_g/Y_t (k-ft) 11.52

1.2 M_cr (k-ft) 13.82

1.33 Mu (k-ft) 11.46


Use #6 Bars with 2.0" cover <---


Ф 0.90

Rn = (1.33Mu)/ (Ф b* de^2), ksi 0.136



Task: Page: of:

Job #: NO:

ρ 0.0023


Use #5 Bars with 9 inch Spacing <---

As_provided (in^2/ft) 0.41 > 0.27

ρ_e, As_provided /(b* de) 0.00356


T= As_provided * fy (kip) 24.8

a= T/(0.85*f'c *b), (in) 0.61

ß1 0.85

c = a/ ß1 , (in) 0.72

c /de 0.074 < 0.42 say ok

Check crack control



Task: Page: of:

Job #: NO:

dc (in) 2.81

h (in) 12

ß_s 1.44

ϒ_e, class 1 1

f_ss (ksi) 36.00

Max spacing limit from above (in) 7.90 > 9inch Spacing

AASHTO

5.10.8



E_c, (ksi) 3,644


k 0.211

k* de, (in) 2.05

I_trans, (In^4) 226.33

y= de - k* de (in) 7.64

fss = n*M_serv *y /I_trans (ksi)

Design for shear:



Task: Page: of:

Job #: NO:


ß 2

bv (in) 12

dv, (in) 9.38

Vc (kip) 14.23

Ф 0.90

ФVc (kip) 12.81 > 3.50 Vu, ok



Task: Page: of:

Job #: NO:


b, (in) 12

h (in) 12

1.30bh/2/(b+h)/fy 0.065


As_min (in^2/ft) 0.264

#5 bar for each face of back wall @ 12 inch spacing <---

As_provided (in^2/ft) 0.31 > 0.264 ok

4.5 Abutment Joint Width



Fyffe Bridge



Task: Joint Movement Calculations Page: of:

Job #: NO:

Bearing pads proerpties from MathCAD:

L (in) 14

W (in) 24

Area (in^2) 336

Total Beraing Pad Thickness (in) 3.45

Elastomer thickness (in) 3

Shear Modulus (ksi) 0.1

For Abutment 1 & 2:

Temperature Extremes: (F)

Maximum temperature: (F) 110.00

Minimum temperature: (F) 23.00

Temperature Range: (F) 87.00

ϵ, Concrete thermal expansion (1/F) 0.000006

Thermal Movement (inch/100ft) 0.63

Anticipated shortening for pretensioned concrete (inch/100ft) 0.12

Movement factor (inch/100ft) 0.75

Contribution Length (ft) 113.19

Calculated Movement (inch) 0.84

Movement Rating (MR), inch 1.00

Type of Seal Type B Seal (neoprene compression seal)

4.6 Abutment Seat Width Design



Fyffe Bridge



Task: Abumtent seat width design Page: of:

Job #: NO:



Task: Abumtent seat width design Page: of:

Job #: NO:

With 15kip shear force applied to each pile:

North Abutment pile displacmenet (in) 0.75

1 North Abutment number of piles: 45

South Abutment pile displacmenet (in) 0.5

2 SouthAbutment number of piles: 51

Total stiffness from the piles (kip/ft) 29160

weight of the superstructure (kip) 2606

weight of the substructure (kip) 3821

Total weight of the structure above piles (kip) 4689

g (ft/sec^2) 32.2

m (lb-mass) 145637

Bridge period natural T (sec) 0.44

Structural acceleration from plan (g) 0.64

EQ force (kip) 3001

∆_EQ (in) 1.24

MR+∆_EQ + L (in) 16.24

Ds (in) 63.13

Min N_A (in) 30

bridge skew angle θ (degrees) 31

N_A/ cos θ (in) 35

4.7 Wingwall Design



Fyffe Bridge


Subject: Design Calculations - Wing Wall Checked: CL Date: 5/25/20

Task: Page: of:

Job #: NO:

It can be obserced from plot above, that the wing walls are contrained one side with the

abutments, and the other end is free of contraint. The soil pressure of the wall is from

geotech info shown below.



Task: Page: of:

Job #: NO:

wall thickness (in) 18

cantilever strip width (in) 30

length of cantilever wall strip (ft) 15

Horiz. Soil pressure (include surcharge) (psf) 170

Moment from Soil pressure for cantilever strip (kip-ft) 19.125

Factored ultimate moment: 1.25DC+1.75BR+1.5 EH+1.75LS (controlling comb)

The soil pressue value shown includes both soil horizontal pressure and live load surcharge

Use 1.75 facotor to be more conservative

Mu (kip-ft) 33.469

M_service (kip-ft) 19.125

Vu (kip) 4.46

To simplify the problem, it is conservative to treat the soil pressure along the entire wall

length the same 170psf. Then the wall can be treated as a cantilever beam, with 1ft widt

(when taking 1ft dpee strip of the wall)



Task: Page: of:

Job #: NO:


fr = 0.24*sqrt(f'c) , (ksi) 0.48

I_g (in^4) 1728

Y_t (in) 9

M_cr = fr*I_g/Y_t (k-ft) 7.68

1.2 M_cr (k-ft) 9.216

1.33 Mu (k-ft) 44.513


Horizontal rebars @ interior side of wingwall:

# 6 bar is used. A_bar (in^2) 0.44

Spacing (in) 9


Ф 0.9

Rn = (1.2Mcr)/ (Ф b* de^2), ksi 0.017

f'c, wingwall concrete (ksi) 4


ρ 0.0003

As_req = ρ*b*de , (in^2/ft length) 0.1325

As_provided( in^2) 0.33 > 0.132 ok

ρ_provided 0.0007


T= As_provided * fy (kip) 19.8

a= T/(0.85*f'c *b), (in) 0.1941

ß1 0.85

c = a/ ß1 , (in) 0.2284

c /de 0.0147 < 0.42 say ok



Task: Page: of:

Job #: NO:

Check crack control

dc (in) 2.50

h (in) 18

ß_s 1.23

ϒ_e, class 1 1

f_ss (ksi) 36.00

Max spacing limit from above (in) 10.80 > 9inch, ok



Task: Page: of:

Job #: NO:



E_c, (ksi) 3,644

n= E_s,rebar/ E_c 8

k 0.10

k* de, (in) 1.5621

I_trans, (In^4) 525.41

y= de - k* de (in) 13.938



ß 2

bv (in) 12

dv, (in) 21.6

Vc (kip) 32.8

Ф 0.9

ФVc (kip) 29.5 > 4.5 ok



Task: Page: of:

Job #: NO:


b, (in) 12

h (in) 12

1.30bh/2/(b+h)/fy 0.065


Rebars arrangments as following:

Horizontally Interior side of the wall #6 @ 9", As_provided (in^2/ft)

0.33 > 0.11 ok

Horizontally exterior side of the wall #6 @ 9", As_provided (in^2/ft)

0.33 > 0.11 ok

Vertically both sides of the wall #5 @ 18", As_provided (in^2/ft)

0.21 > 0.11 ok

4.8 Bearing Design



Fyffe Bridge

Project: Fyffe Grade Separation Computed: JC Date: 4/20/2020

Subject: Bearing Design Checked: CL Date: 4/20/2020

Ma n y S o lu t io n sS M

Task: Abut 1: Bearing Pad - Method A Page: of:

Job #: No:

O NE CO MP ANY

Design Specifications:

1. AASHTO LRFD Bridge Design Specifications, 8th Edition with 2019 CA Ammendments

2. ITD LRFD Bridge Design Manual.

3. PCI Design Handbook, Precast & Prestressed Concrete, 5th ed.

Worksheet Summary:

Check girder bearing pads at Abut 1 per Method A specifications. See local calculation for

superstructure loads.

Design Criteria:

Bridge Properties:

η 1.0:= Importance factor

Wdia_Abut 58 kip⋅:= Abutment diaphragm weight Nb 8:= Number of bearings

αc 6 106−⋅:= Concrete coeff. of thermal

expansion

SF 1.33:= Shear factor (see PC girder calcs)

Bearing Pad Properties:

L 14 in⋅:= Length of pad (parallel to

girder longitudinal axis)

ni 5:= Number of interior layers

W 24 in⋅:= Width of pad (perpendicular to

girder longitudinal axis)

hs 0.0747 in⋅:= Steel laminate thickness

(14 ga. plate)

Gmin 130 psi⋅:= Shear modulus range hr_I 0.5 in⋅ hs+:= CL to CL height of interior layers

Gmax 200 psi⋅:=

Hardness 60:= Hardness (durometer) hr_E 0.25 in⋅hs

2+:= CL to CL height of exterior layers

hri hr_I hs−:= Thickness of interior elastomeric layers Check hri3

16in⋅,

"ok"⋅= hri 0.5 in⋅=

hre hr_E 0.5 hs⋅−:= Thickness of exterior elastomeric layers Check hre1

8in⋅,

"ok"⋅= hre 0.25 in⋅=

hrt ni hri⋅ 2 hre⋅+:= Total elastomeric thickness hrt 3 in⋅=

htot ni hr_I⋅ 2 hr_E⋅+:= Total bearing pad thickness Check 6 in⋅ htot, ( ) "ok"⋅= htot 3.448 in⋅=

Area L W⋅:= Pad area Area 336 in2⋅=

SiArea

2 hri⋅ L W+( )⋅:= Shape factor for interior layer AASHTO Eqn. 14.7.5.1-1 Si 8.842=

SeArea

2 hre⋅ L W+( )⋅:= Shape factor for exterior layer Se 17.684=

Fyffe_Bearing_Pad_Method_A.xmcd 1 of 6





Job #: No:

O NE CO MP ANY

Reactions:

DLDC 436 533+ 88+ 98+( ) kip⋅:= Superstructure DC from Spreadsheet DLDC 1155 kip⋅=

DLDW 148 kip⋅:= Superstructure DW from Spreadsheet DLDW 148 kip⋅=

DLdia_ABUT Wdia_Abut:= DLdia_ABUT 58 kip⋅=

PS0 kip⋅Nb

:= Secondary post-tensioning PS 0 kip⋅=

DLDLDC DLDW+ DLdia_ABUT+ PS+( )

Nb

:=DL 170.1 kip⋅=

LL

1

1.33124 0.75⋅ 0.64

113.16

2⋅−

⋅ 0.64113.16

2⋅+

Nb⋅ kip SF⋅

Nb

:= LL 104.9 kip⋅=

HL-93 Live load, from Spreadsheet (without impact)bTL DL LL+( ):=

TL 275.1 kip⋅=Expansion/Contraction:

Le1

2113.16ft( )⋅:= Total tributary bridge length Le 56.6 ft⋅=

εES 0:= Elastic shortening

strain

Use maximum strain due to long term creep and shrinkage

calculated per CALTRANS memo to designers (7-1, pg. 6)

or creep and shrinkage calculated in girder design

εLT0.01 ft⋅100 ft⋅

:= εLT 0.0001=

Per AASHTO Table 3.12.2.1-1 Procedure A, the temperature range is 10F - 80F for

concrete structures for moderate climates

∆temp_rise 35:= ∆temp_fall 35:=

εtemp αc ∆temp_rise ∆temp_fall+( )⋅:= Range of thermal movement strain εtemp 0.00042=

∆s εES εLT+0.75

0.5εtemp+

Le⋅:= Total service load longitudinal movement

(AASHTO Art. 14.7.5.3.4)∆s 0.5 in⋅=

∆u η εES εLT+0.75

0.5εtemp+

⋅ Le⋅:= ∆u 0.5 in⋅=






Job #: No:

O NE CO MP ANY





Job #: No:

O NE CO MP ANY





Job #: No:

O NE CO MP ANY

Rotations:

Cc 1.39:= Creep factor (from Spreadsheet )

θP_S 0 Cc⋅:= Rotation due to post-tensioning θP_S 0 rad⋅=

θDL 0.00435 0.00532+ 0.000240+( ) Cc⋅:= Rotation due to DC (from Spreadsheet) θDL 0.013775 rad⋅=

θSDL 0.00040 0.00068+( ) Cc⋅:= Rotation due to DW (from Spreadsheet) θSDL 0.001501 rad⋅=

θLL

0.00323

0

:= Rotation due to live loads

(from CSi Bridge model)

θLL

0.00323

0

rad⋅=

θPG 0.003:= Rotation due to profile grade θPG 0.003 rad⋅=

θcon 0.005:= Added rotation due to construction tolerances

(AASHTO Art. 14.4.2.1)

θcon 0.005 rad⋅=

θsp θP_S θDL+ θSDL+ θLL1

+ θPG+ θcon+:= Maximum positive service load rotation θsp 0.0265 rad⋅=

θsn θP_S θDL+ θSDL+ θLL2

+ θPG+ θcon−:= Maximum negative service load rotation θsn 0.0133 rad⋅=

θm max θsp θsn, ( ):= Design service load rotation θm 0.0265 rad⋅=

Compressive Stress (AASHTO 14.7.6.3.2):

σTL_allow min 1.25 ksi⋅ 1.25 Gmin⋅ Si⋅, ( ):= Allowable total service load compressive stress

(AASHTO Eqn. 14.7.6.3.2-4)

σTL_allow 1250 psi⋅=

σDL DL Area1−⋅:= Average compressive stress due to service dead load σDL 506 psi⋅=

σLL LL Area1−⋅:= Average compressive stress due to live load σLL 312 psi=

σTL TL Area1−⋅:= Average compressive stress due to total service load σTL 819 psi⋅=

Check σTL_allow σTL, ( ) "ok"⋅=

Compressive Deflection (AASHTO 14.7.6.3.3):

∆c_DL_max min 0.07 hrt⋅1

8in⋅,

:= Maximum instantaneous DL deflection

(0.07*hrt per Caltrans Memo to Designers 7-1)

∆c_DL_max 0.125 in⋅=

∆c_LT_max min 0.07 hrt⋅3

16in⋅,

:= Maximum long term deflection

3/16" min. per ITD BDM Art. 14.7.5

∆c_LT_max 0.187 in⋅=

∆c_LL_max1

8in⋅:= Maximum instantaneous LL+IM deflection

ITD BDM Art. 14.7.5 (Art. C14.7.5.3.3)

∆c_LL_max 0.125 in⋅=

Estimate strain in reinforced bearings based on durometer specific compressive strain eqn. (ITD BDM A14.2)

σDL 506 psi= Avg. dead load stress σTL 819 psi⋅= Avg. total load stress

Hardness 60= Si 8.8= Shape factor (interior layer)






Job #: No:

O NE CO MP ANY

Strain parameters for Total Load deflection (TL); Dead Load deflection (DL); & Live Load deflection

(LL) (i, interior elastometric layer; e, exterior elastomeric layer):

c_x S σ, ( )

C 0.05 σ 600 psi⋅( )1−⋅

0.15

⋅←

x 0.65S 6

1−⋅( )1.0 0.0004 σTL⋅ psi1−⋅−

←

Hardness 70= S 6≤∧if

C 0.5 σ 1000 psi⋅( )1−⋅

0.5

⋅←

x 0.25S 12

1−⋅( )0.4

←

Hardness 70= S 6>∧if

C 0.065 σ 600 psi⋅( )1−⋅

0.15

⋅←

x 0.60S 6

1−⋅( )0.725

←


C 0.65 σ 1000 psi⋅( )1−⋅

0.5

⋅←

x 0.25S 12

1−⋅( )0.15

←


C 0.10 σ 600 psi⋅( )1−⋅

0.15

⋅←

x 0.60S 6

1−⋅( )0.725

←


C 0.6 σ 1000 psi⋅( )1−⋅

0.5

⋅←

x 0.275S 6

1−⋅( )0.15

←


C x( )T

return

:=Total load parameters

Ci_TL c_x Si σTL, ( )1:= Ci_TL 0.588=

xi_TL c_x Si σTL, ( )2:= xi_TL 0.266=

Ce_TL c_x Se σTL, ( )1:= Ci_TL 0.588=

xe_TL c_x Se σTL, ( )2:= xi_TL 0.266=

Dead load parameters

Ci_DL c_x Si σDL, ( )1:= Ci_DL 0.463=

xi_DL c_x Si σDL, ( )2:= xi_DL 0.266=

Ce_DL c_x Se σDL, ( )1:= Ce_DL 0.463=

xe_DL c_x Se σDL, ( )2:= xe_DL 0.23=

Live load parameters

Ci_LL c_x Si σLL, ( )1:= Ci_LL 0.363=

xi_LL c_x Si σLL, ( )2:= xi_LL 0.266=

Ce_LL c_x Se σLL, ( )1:= Ce_LL 0.363=

xe_LL c_x Se σLL, ( )2:= xe_LL 0.23=

ε C σ, x, ( ) C σ psi1−⋅( )x

⋅ 1001−⋅:= ITD BDM Art. A14.2

Instantaneous comp. strain of interior/ exterior

elastomeric layer(s) (Total load)

εi_TL ε Ci_TL σTL, xi_TL, ( ):= εi_TL 0.035=

εe_TL ε Ce_TL σTL, xe_TL, ( ):= εe_TL 0.028=


elastomeric layer(s) (Dead load)

εi_DL ε Ci_DL σDL, xi_DL, ( ):= εi_DL 0.024=

εe_DL ε Ce_DL σDL, xe_DL, ( ):= εe_DL 0.019=


elastomeric layer(s) (Live load)

εi_LL ε Ci_LL σLL, xi_LL, ( ):= εi_LL 0.01674=

εe_LL ε Ce_LL σLL, xe_LL, ( ):= εe_LL 0.01362=






Job #: No:

O NE CO MP ANY

Compressive Deflection (AASHTO 14.7.5.3.6):

∆c_DL ni hri⋅ εi_DL⋅ 2 hre⋅ εe_DL⋅+:= Instantaneous deflection due to DL

(Eqn. 14.7.5.3.6-2)

∆c_DL 0.07 in⋅=

∆c_LL ni hri⋅ εi_LL⋅ 2 hre⋅ εe_LL⋅+:= Instantaneous deflection due to LL

(Eqn. 14.7.5.3.6-1)

∆c_LL 0.049 in⋅=

∆c_TL ni hri⋅ εi_TL⋅ 2 hre⋅ εe_TL⋅+:= Instantaneous deflection due to TL ∆c_TL 0.101 in⋅=

Creep∆ 39 %⋅:= Percentage of creep expected for deflections over 25 yrs

(25% for Hardness of 50, 35% for 60, 45% for 70)

∆c_LT ∆c_TL Creep∆ ∆c_DL⋅+:= Total long term deflection ∆c_LT 0.129 in⋅=

Long term total load check Check ∆c_LT_max ∆c_LT, ( ) "ok"⋅=CheckCheck

Instantaneous dead load check Check ∆c_DL_max ∆c_DL, ( ) "ok"⋅=CheckCheck

Instantaneous live load check Check ∆c_LL_max ∆c_LL, ( ) "ok"⋅=Check

Shear Deformation (AASHTO 14.7.6.3.4):

∆V_min 2 ∆s⋅:= Allowable shear deformation

Eqn. 14.7.6.3.4-1

hrt 3 in⋅= ∆V_min 0.991 in⋅=

Check hrt ∆V_min, ( ) "ok"⋅=Check

Stability (AASHTO 14.7.6.3.6):

hmaxmin L W, ( )

3:= Maximum bearing pad height htot 3.4 in⋅= hmax 4.7 in⋅=

Check hmax htot, ( ) "ok"⋅=Check

Reinforcement (AASHTO 14.7.5.3.5):

Fy 36 ksi⋅:= Yield stress of the weakest steel at the contact surface

∆FTH 24 ksi⋅:= Constant amplitude fatigue threshold, Category A,

AASHTO Table 6.6.1.2.5-3

3.0 hri⋅ σTL⋅

Fy

0.034 in⋅= Eqn. 14.7.5.3.7-1

hs_min max

3.0 hri⋅ σTL⋅

Fy

2.0 hri⋅ σLL( )⋅

∆FTH

:=2.0 hri⋅ σLL⋅

∆FTH

0.013 in⋅= Eqn. 14.7.5.3.7-2

Minimum shim thickness hs 0.1 in⋅= hs_min 0.034 in⋅=

Check hs hs_min, ( ) "ok"⋅=Check




Ma ny S o lu t io n sS M


Job #: No:

ONE COMP ANY

Resistance to Deformation (Anchorage, AASHTO 14.7.6.4):

Hu

Gmax Area⋅ ∆u⋅

hrt

:= Design shear force due to the pad deformationDL

534 kip⋅= Hu 11.1 kip⋅=

DLmin 0.9 DLDC DLDW+ DLdia_ABUT+( )⋅ PS+ SF

Nb

⋅:= DLmin 203.6 kip⋅=

Anchorage "Not Needed" Hu 0.2 DL⋅≤( )if

"Needed" otherwise

:= Anchorage "Not Needed"=


5 MSE Wall Design



Fyffe Bridge

UltraWall

Project: Fyffe

Location: Site Location

Designer: JC

Date: 5/13/2020

Section: 10ft Mirafi

Design Method: AASHTO_LRFD_2014

Design Unit: UltraBlock

Seismic Acc: 0.330

SOIL PARAMETERS φ coh γ

Reinforced Soil: 34 deg 50psf 125pcf

Retained Soil: 34 deg 100psf 125pcf

Foundation Soil: 34 deg 200psf 125pcf

Leveling Pad: Crushed Stone

GEOMETRY

Design Height: 8.00ft Live Load: 250psf

Wall Batter/Tilt: 0.00/ 9.50 deg Live Load Offset: 8.00ft

Embedment: 2.00ft Live Load Width: 39ft

Leveling Pad Depth: 1.00ft Dead Load: 100psf

Slope Angle: 0.0 deg Dead Load Offset: 0.0ft

Slope Length: 0.0ft Dead Load Width: 39ft

Slope Toe Offset: 0.0ft Leveling Pad Width: 3.46ft

Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final

n or construction without the independent review, verification, and approval by a qualified professional engineer.

UltraWall 5.0.19345 1

RESULTS (Static / Seismic)

CDR Sliding: 6.34 (fnd) / [3.14 ] CDR Bearing: 16.62 / 22.44

Eccentricity (e/L): 0.02 / -0.04 Bearing: 1408; Srvc 1078 / Seis 1069

CDR Connection: 1.92

ID Ht Lngth Geogri Ta_tn Rc % TMax (Tatn*RF) CDR Ta_tn Ta_cn CDR Ta_cn CDR Tpo CDR Sldg

2 4.92 8.00 8XT 4034 [5850] 100 443 [575] 3631 [7020] 8.19 [10.35] 1196 [1436] 2.70 [3.37] 2.70 96.77

1 2.46 8.00 8XT 4034 [5850] 100 742 [575] 3631 [7020] 4.89 [8.00] 1424 [1709] 1.92 [2.40] 3.25 11.54

Column Descriptions:

Tr: Tension required (Ta*Reduction factors) [ppf]

EP(Pa): Earth pressures from closed form solution or trial wedge [ppf]

Rc %: percent coverage for geosynthetics

EP (Pa) internal active earth pressure [ppf ]

LL (Pql) earth pressure due to live load surcharge [ppf ]

DL (Pqd) earth pressure due to dead load surcharge [ppf ]

Tmax maximum earth pressure on geosynthetic layer [ppf ]

CDRstr 'Capacity/Demand Ratio (CDR)' on geogrid strength (Tr/Tmax)

Ta cn allowable tension capacity on the connection [ppf ]

CDR Pkcn, Capacity/Demand Ratio on the connection (Ta cn/Tmax)

CDR PO, Capacity/Demand Ratio on pullout (Ta pullout/(Tmax - LL)

CDR Sldg [fndn], Capacity/Demand Ratio on sliding on the reinforcement, CDR sliding on the foundation

soils

Grid Embed, depth of embedment beyond the theorectical failure plane. [ft ]

(PaC): reduction in load due to cohesion [ppf]

PaT: sum of all earth pressures [ppf]

%D/H: ratio of based depth to height (warning for narrow walls, < 35%)




DESIGN DATA

Load Factors for Design

AASHTO Table 3.4.1-1 & 3.4.1-2

Load Case Str_Max Str_Min Extreme Max Extreme Min Service

Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00

Soil Load Driving (EH) 1.50 0.90 1.00 1.00 1.00

Str I Vert Earth Load (EV) 1.35 1.00 1.00 1.00 1.00

Dead Load Surcharge (ES) 1.50 0.75 1.00 1.00 1.00

Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00

AASHTO Table 11.5.7-1 & Article 11.5.8

MSE Resistance Case Strength Extreme Service

Bearing Resistance (RFbr) 0.65 0.90 1.00

Sliding Soil to Soil (RFsl) 1.00 1.00 1.00

Sliding Soil to Reinforcement (RFslrf) 1.00 1.00 1.00

Tensile Resistance (RFten) 0.90 1.20 1.00

Pullout Resistance (RFpo) 0.90 1.20 1.00

Overturning Resistance (RFot) 0.60 1.00 1.00


Gravity Resistance Case Strength Extreme Service


Cast-In-Place Concrete to Stone (RFsl_cip) 0.80 1.00 1.00

Precast Concrete to Stone (RFsl_c) 0.90 1.00 1.00

Stone to Soil (RFsl_s) 0.90 0.90 0.90

Passive EP (RFep) 0.50 0.90 0.90

Application of Load Factors

Group DC EV LS EH Probable Use

Strength I-a 0.90 1.00 1.75 1.50 BC/EC/SL

Strength I-b 1.25 1.35 1.75 1.50 BC (max. value)

Service I 1.00 1.00 1.00 1.00 Settlement

Notes: BC - Bearing Capacity; EC - Eccentricity; SL - Sliding

By Inspection:

• Strength I-a (minimum vertical loads and maximum horizontal loads) will govern for the case of sliding and

eccentricity (overturning); and

• For the case of bearing capacity, maximum vertical loads will govern and the factored loads must be

compared for Strength I-b and Strength IV.




NOTES ON DESIGN UNITS

The wall section is designed on a 'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the

software shows lb/ft or kN/m, neglecting the unit width factor for simplicity.

The weights for the wall unit are shown as lbs / ft3 (kN / m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft

wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will

vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides

narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results

may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights

based on the calculations.

Hollow Units

Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO

only allows 80% of the weight of the fill to be used for eccentricity (overturning calculations). In the properties page

for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only

(e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not

the effective weight including the volume of the void spaces used for gravel fill.

Rounding Errors

When doing hand calculations the values may vary from the values shown in the software. The program is designed

using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ

from the single calculation the user is making, probably inputting one or two already rounded values.

Result Rounding

As noted above the software is based on double precision values. For example, using an NCMA design method an

allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5,

it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the

design check we round to 2 decimal places to check against the suggested value (1.49999999999 rounds to 1.50).

Given the precision of the calculation, this will provide a safe design even though the 'absolute' value is less than the

minimum suggested.




GEOGRID REINFORCING

STRUCTURAL PROPERTIES: Mirafi

GEOGRID PROPERTIES

Name Tult RFcr RFd RFid Ci Cd Alpha Ltds

8XT 7400 1.45 1.15 1.10 0.80 0.80 0.80 4034

CONNECTION STRENGTHS

Geogrid Slope 1 Intercept 1 Peak Break Slope 2 Intercept 2 Max Normal Rup Conn Conn Creep Tlot (%) Tlot

5XT 18.00 536 1571 3.00 964 2361 False 1.45 100 4700

8XT 19.00 946 4834 3.00 2357 7745 False 1.45 100 7400

10XT 22.00 1464 -1 0.00 0 4999 False 1.45 100 9500

20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 100 13705

SHEAR STRENGTHS

Slope 0 deg

Intercept 3500psf

CONNECTION CREEP

In AASHTO design methods a mechanical connector may rupture the reinforcing, thus a creep reduction

factor would be applied. If no test data is available, the creep reduction factor for the reinforcing would be applied.If a

frictional connection is used, then a creep reduction factor would not be applied and a factor of 1.0 is applicable.




CALCULATION RESULTS

OVERVIEW

Calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and

center of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks

are used as resisting forces.

EARTH PRESSURES

The method of analysis uses the Coulomb Earth Pressure equation (below) to calculate active earth

pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to

act perpendicular to the boundary surface. The effective delta angle is delta minus the wall batter at the back face

(assumed to be vertical). If the slope breaks within the failure zone, a trial wedge method of analysis is used.

INTERNAL EARTH PRESSURES

Effective internal Delta angle delta = 0.0 deg

Coefficient of active earth pressure ka =0.282

Internal failure plane ρ = 61.0 deg

EXTERNAL EARTH PRESSURES

Effective Delta angle (delta = β delta =0.0 deg


Effective Face Angle Face Alpha =0.00 deg

External failure plane ρ = 57.0 deg




W0: leveling pad W6: Rectangle zone in broken back

W1: facing units W7: Live load over the mass

W2: soil wedge behind the face (base of top block to bottom) W8: Dead load over the mass

W3: rectangular area in MSE area W9: Force Pa

W4: the wedge at the back of the mass W10: Surcharge load Paq

W5: slope area over the mass W11: Dead Load Surcharge Paqd

X-Len: is measured from the center of the base (+) Driving, (-) Resisting.

Name Factor γ Force (V) Force (H) X-len Y-len Mo Mr

Face Blocks(W1) 1.00 3384 -- 1.97 -- 6659 --

Soil(W2) 1.00 669 -- 0.48 -- 320 --

Soil(W3) 1.00 3930 -- -2.04 -- -- -7998

DL(W8) 1.00 434 -- 0.00 -- -- 0

Pa_h 1.00 -- 683 -- 2.67 1820 --

Sum (V, H) 1.00 8418 683 Sum Mom 8799.92 -7998




FORCES AND MOMENTS FACTORED FOR Str I-a

UltraWall increases all driving forces and reduces the resisting forces by the factors shown for Str I.

FACTORED LOADS: Str Ia

Name FactorMax γ FactorMin γ ForceSldg (V) ForceEcc (V) Force (H) X-len Y-len Mo Mr

Face Blocks(W1) 1.25 0.90 3046 3046 -- 1.97 -- 5994 --

Soil(W2) 1.35 1.00 669 669 -- 0.48 -- 320 --

Soil(W3) 1.35 1.00 3930 3930 -- -2.04 -- -- -7998

DL(W8) 1.50 0.75 434 434 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 1024 -- 2.67 2730 --

Pa_v 1.50 0.90 0 0 -- -4.45 -- -- 0

Sum (V, H) 7971 7971 1024 Sum Mom 9044 -7998

FORCES AND MOMENTS FACTORED FOR Str I-b

UltraWall increase resisting loads and increases driving loads by the factors shown for Str I-b.

FACTORED LOADS: Str Ib


Face Blocks(W1) 1.25 4230 -- 1.97 -- 8324 --

Soil(W2) 1.35 904 -- 0.48 -- 432 --

Soil(W3) 1.35 5305 -- -2.04 -- -- -10797

DL(W8) 1.50 651 -- 0.00 -- -- 0

Pa_h 1.50 -- 1024 -- 2.67 2730 --

Pa_v 1.50 0 -- -4.45 -- -- 0

Sum (V, H) 1.00 11091 1024 Sum Mom 11487 -10797




BASE SLIDING

Sliding at the base is checked at the foundation soil and a check in the reinforced fill zone.

W1(DCr) + W2(EVr) + W3(EVr) + W8(ESr)

(3384 * 0.90) + (669 * 1.00) + (3930 * 1.00) + (434 * 0.75)

N =7971ppf

Resisting force in the Reinforced Zone = (N tan(slope) + c B) x RFsl

(7971 tan(34.0) + 50.0 * 8) * 1 Rf1 =5776

Resisting force in the Foundation Zone = (N tan(slope) + c B) x RFsl

(7971 tan(34.0) + 200.0 * 8) * 1 Rf2 =6976

Driving force is the horizontal component of Pah(EHd)

(683 * 1.50)

Df =1024

CDR = Rf1 / Df CDR =6.34




SLIDING ON REINFORCING

Sliding along the reinforcing is checked at each layer within the reinforced zone.

Sliding resistance is calculated by taking the normal load on the reinforcing, N, times the tangent of the

friction angle of the reinforced soils , φ, times a reduction factor for sliding, Rsl.

Sliding along the reinforcing includes shearing through the face panel. The shear resistance of the face

panel is included as a resisting force, RF_face.

N = Normal load on the geogrid layer. = 3369

(N * tan(34.00) * Cd) + RF_face

(3369 * tan(34.00) * 0.80 ) + 3500 RF = 5318

The driving forces is the active earth pressure plus any surcharge loads behind the reinforced zone.

Pah_ext(EHd)

where:

z = depth to reinforcing from the surface at the end of the reinforcing. [5.54]

EHd = Load factor for Earth Pressure driving [EHd = 1.50]

Pah = 1/2 x γ z^2 x ka x cos(δ) [542.10]

Pah_ext, Pqh_ext, etc. could be from a closed from solution (Coulomb/Rankine) or from a trial wedge

solution.

DF = (542 x 1.50) DF = 461

CDR sliding = RF / DF CDR = 11.54

The table below shows a summary of the forces and reactions.

Elevation[ft] Name[ft] z ext[ft] N[ppf] % Coverage Friction Angle[deg] F_Resisting Pah(EHd) Pqh(LLd) Pqdh(DLd) PqMnDOT(LLd) F_Driving CDR_sl

4.92 8XT 3.08 1940 100.0 34.00 4547 250 0 130 0 47 96.77

2.46 8XT 5.54 3369 100.0 34.00 5318 813 0 235 0 461 11.54




ECCENTRICITY AND BEARING

Eccentricity is the calculation of the distance of the resultant force away from the centroid of mass. This

measure is an indication of the overturning of the mass. In rigid concrete structures, the limit to eccentricity is L/4 (the

middle half of the base). UltraWall uses an allowable eccentricity of e/L per the AASHTO LRFD guidelines.

Eccentricity is still used as a guide to design in some design methods. Eccentricity is based on case S1a (minimum

resisting forces, maximum driving forces. Bearing is based on case S1b (maximum resisting forces, maximum driving

forces).

UltraWall calculates three eccentricities:

1) S1a: Maximum eccentricity (overturning) where it uses the maximum driving forces combined

with the minimum resisting forces (see overturning).

2) S1b Maximum bearing where it uses the maximum driving forces combined with the maximum

resisting forces.

3) Service: Maximum bearing where it uses the actual driving forces combined with the actual

resisting forces in Service loading.

Calculation of Eccentricity for maximum bearing (S1b)

Moments resisting = + M3(EVd)

+ (-7998 * 1.35)

Mr =-10797ft-lbs

Moments driving = M1(DCr) + M2(EVd) + Pah(EHd)

+ (6659 * 1.25) + (320 * 1.35) + (1820 * 1.50)

Mo = 11487ft-lbs

e = (SumMr + SumMo)/SumV [ if e < 0, then e = 0 ]

e = (-10797 + 11487.0) /11090.5 e =0.062

Calculation of Bearing Pressures

Qal = (c*Nc + q*Nq + 0.5*gamma*(B')*Ng) * RFbrg

where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65

q =250psf [embedment x gamma]

B' = B - 2e =7.88ft

Calculate Allowable Bearing, Qal Qal =23403psf

Applied Bearing Pressures (Sigma) (SumV)/B' =1408psf

Calculated CDR for bearing Qal/sigma =16.62

Design Sum Vert Mo Mr e Qal Sigma CDR

Strength I-b 11091 11487 -10797 0.062 23403 1408 16.62

Service 8418 8800 -7998 0.095 35835 1078 33.25




Elevation[ft] Name Ta*RF[ppf] Tas*RF[ppf] Coverage Ratio % Tmax[ppf] TSmax[ppf] CDR Str CDRs Str

4.92 8XT 3631 7020 100 443 678 8.19 10.35

2.46 8XT 3631 7020 100 742 877 4.89 8.00




PULLOUT CALCULATIONS

Pullout is the amount of resistance of the reinforcing has to a pullout failure based on the Tmax applied and

the depth of embedement (resistance). In an AASHTO design, the failure plane is fixed at the Rankine failure plane

angle, 45 + phi/2. All failure planes begin at the tail. of the facing units.

Failure Plane Angle = 62.0 Deg

F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90

Pullout = 2 x N x F* x α x Coverage x RFpo

Pullout = 2 x 1837 x 0.45 x 0.80 x 1.00 x 0.90 = 1195.31

Pullout is the calculated value or the Tult of the geogrid, whichever is less.

NOTE: The pullout capacity is limited by the LTDS of the reinforcing layer, not the ultimate pullout capacity calculated.

TABLE OF RESULTS

Elevation[ft] Normal[lbf] F* Alpha % Coverage Tmax[ppf] Le[ft] La[ft] Pullout_[Pr][ppf] CDR PO

4.92 1837 0.45 0.80 100 443 3.78 4.22 1195 2.70

2.46 3710 0.45 0.80 100 742 4.68 3.32 2414 3.25




CONNECTION CALCULATIONS

Connection is the amount of resistance of the reinforcing has to a pullout failure from the facing units based

on the Tmax applied and the normal load on the units. In an AASHTO LRFD design, creep on the connection may be

applied for frictional and mechanical connections.

Connection Capacity = [N tan(slope) + intercept] / RFcr

RFcr can be a value obtained from long-term testing or by default could be the creep reduction factor of the

geogrid reinforcing.

Base friction is used to reduce the tension in the bottom layer of reinforcing. The force in the bottom layer is

the tension from half way to the reinforcing layer above to the halfway to the foundation level below.

Base Friction = Base Shear x RFsliding

Base Shear = 3384 x tan( atan(0.80 x tan(40 )) + 0

2272 x 0.90 BF = 2045ppf

BF utilized to reduce bottom tension = 356ppf

CRu = Ultimate connection strength [1692 x tan( 19.00) + 946 = 1528.65 ]

CRru = CRu / TLot [1528.65/7400.00 = 0.21]

RFcrcn = 1.45 [Connection creep if tested, otherwise geogrid creep factor]

[if connection creep is set to 'false', RFcrcn = 1]

CRcr = CRru / RFcrcn [0.21 / 1.00 = 0.21]

Tac = Tult x CRcr / RFd * RFten [ 7400 x 0.21 / 1.15 x 0.90 = 1196.34]

TABLE OF RESULTS

Elev[ft] Name[ft] Tmax[ppf] Ttotal[ppf] Rc % RFcn_cr N[ppf] Avail_CN[ppf] CDR cn CDR cns

4.92 8XT 443 426 100 1.00 1692 1196 2.70 3.37

2.46 8XT 742 712 100 1.00 2538 1424 1.92 2.40




SEISMIC CALCULATIONS

The loads considered under seismic loading are primarily inertial loadings. The wave passes the structure

putting the mass into motion and then the mass will try to continue in the direction of the initial wave. In the

calculations you see the one dynamic earth pressure from the wedge of the soil behind the reinforced mass, and then

all the other forces come from inertia calculations of the face put into motion and then trying to be held in place.

In AASHTO LRFD, external stability is calculated based on 100% of Pae and 50% of Pir and then

50% of Pae and 100% of Pir. The values labelled Pae are 100% Pae/50% Pir; labels Pir are 50% Pae/100% Pir.

Design Acceleration A = 0.330

Displacment (d) d = 3.3in

Design Acceleration Coefficient Displacment Based (empirically)

Kh = A/2 = kh(ext) = 0.165

Vertical Acceleration kv =0.000

SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384

Pae = 0.5*gamma*(H)^2*D_Kae Pae =435ppf

Pae_h/2 = Pae*cos(delta)/2 Pae_h/2 =217ppf

Pae_v/2 = Pae*sin(delta)/2 Pae_v/2 =0ppf

INERTIA FORCES OF THE STRUCTURE

Face (Pif) = (W0 + W1)*kh(int) = 3384 * 0.165 Pif =558ppf

Mass (Pir) = (W)*kh(int) = 3339 * 0.165 Pir =551ppf

Slope (Pis) = (W)*kh(int) = 0 * 0.165 Pis =0ppf

Dead Load(Pidl) = (DL)*kh(int) = 0 * 0.165 Pidl =0ppf

TABLE OF RESULTS FOR SEISMIC REACTIONS

Name Force (V) Force (H) X-len Y-len Mo Mr

Face Blocks(W1) 3384 -- 2.03 -- -- 6878

Soil(W2) 669 -- 3.52 -- -- 2357

Soil(W3) 3930 -- 6.04 -- -- 23717

DL(W8) 434 -- 5.83 -- -- 2531

Pa_h -- 683 -- 2.67 1820 --

Pir -- 551 -- 4.00 2204 --

Pif -- 558 -- 4.00 2234 --

Pae_h/2 -- 435 -- 4.00 870 --

Sum V / H 8417.64 2009.42 Sum Mom 7127.56 35482.65




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020

Section: 10ft Stratagrid



Seismic Acc: 0.330






GEOMETRY
















2 4.92 8.00 SG500 3122 [4839] 100 443 [601] 2810 [5807] 6.34 [8.25] 1157 [1388] 2.61 [3.26] 2.70 100.00

1 2.46 8.00 SG500 3122 [4839] 100 742 [601] 2810 [5807] 3.79 [6.43] 1262 [1515] 1.70 [2.13] 3.25 [1.38] 27.82 [9.50]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING

STRUCTURAL PROPERTIES: Stratagrid

GEOGRID PROPERTIES


SG500 6400 1.55 1.15 1.15 0.80 0.80 0.80 3122



SG500 29.00 688 1899 3.00 1641 7655 False 1.55 110 7040

SG550 46.00 670 2190 4.00 2785 7650 False 1.55 110 8965

SG600 46.00 670 2190 4.00 2785 7850 False 1.55 110 10010

SG700 37.00 643 -1 0.00 0 3100 False 1.55 100 11800

SHEAR STRENGTHS

Slope 0 deg

Intercept 11000psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 3384 -- 1.97 -- 6659 --

Soil(W2) 1.00 669 -- 0.48 -- 320 --

Soil(W3) 1.00 3930 -- -2.04 -- -- -7998

DL(W8) 1.00 434 -- 0.00 -- -- 0

Pa_h 1.00 -- 683 -- 2.67 1820 --

Sum (V, H) 1.00 8418 683 Sum Mom 8799.92 -7998








Face Blocks(W1) 1.25 0.90 3046 3046 -- 1.97 -- 5994 --

Soil(W2) 1.35 1.00 669 669 -- 0.48 -- 320 --

Soil(W3) 1.35 1.00 3930 3930 -- -2.04 -- -- -7998

DL(W8) 1.50 0.75 434 434 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 1024 -- 2.67 2730 --

Pa_v 1.50 0.90 0 0 -- -4.45 -- -- 0

Sum (V, H) 7971 7971 1024 Sum Mom 9044 -7998





Face Blocks(W1) 1.25 4230 -- 1.97 -- 8324 --

Soil(W2) 1.35 904 -- 0.48 -- 432 --

Soil(W3) 1.35 5305 -- -2.04 -- -- -10797

DL(W8) 1.50 651 -- 0.00 -- -- 0

Pa_h 1.50 -- 1024 -- 2.67 2730 --

Pa_v 1.50 0 -- -4.45 -- -- 0

Sum (V, H) 1.00 11091 1024 Sum Mom 11487 -10797




BASE SLIDING



(3384 * 0.90) + (669 * 1.00) + (3930 * 1.00) + (434 * 0.75)

N =7971ppf


(7971 tan(34.0) + 50.0 * 8) * 1 Rf1 =5776


(7971 tan(34.0) + 200.0 * 8) * 1 Rf2 =6976

Driving force is the horizontal component of Pah(EHd)

(683 * 1.50)

Df =1024












(N * tan(34.00) * Cd) + RF_face

(3369 * tan(34.00) * 0.80 ) + 11000 RF = 12818


Pah_ext(EHd)

where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [542.10]


solution.

DF = (542 x 1.50) DF = 461




4.92 SG500 3.08 1940 100.0 34.00 12047 250 0 130 0 47 100.00

2.46 SG500 5.54 3369 100.0 34.00 12818 813 0 235 0 461 27.82










forces).





resisting forces.





+ (-7998 * 1.35)

Mr =-10797ft-lbs

Moments driving = M1(DCr) + M2(EVd) + Pah(EHd)

+ (6659 * 1.25) + (320 * 1.35) + (1820 * 1.50)

Mo = 11487ft-lbs


e = (-10797 + 11487.0) /11090.5 e =0.062



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =7.88ft





Strength I-b 11091 11487 -10797 0.062 23403 1408 16.62

Service 8418 8800 -7998 0.095 35835 1078 33.25





4.92 SG500 2810 5807 100 443 704 6.34 8.25

2.46 SG500 2810 5807 100 742 903 3.79 6.43









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 1837 x 0.45 x 0.80 x 1.00 x 0.90 = 1195.31



TABLE OF RESULTS


4.92 1837 0.45 0.80 100 443 3.78 4.22 1195 2.70

2.46 3710 0.45 0.80 100 742 4.68 3.32 2414 3.25















2272 x 0.90 BF = 2045ppf



CRru = CRu / TLot [1625.98/7040.00 = 0.23]



CRcr = CRru / RFcrcn [0.23 / 1.00 = 0.23]


TABLE OF RESULTS


4.92 SG500 443 426 100 1.00 1692 1157 2.61 3.26

2.46 SG500 742 712 100 1.00 2538 1262 1.70 2.13














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 3384 -- 2.03 -- -- 6878

Soil(W2) 669 -- 3.52 -- -- 2357

Soil(W3) 3930 -- 6.04 -- -- 23717

DL(W8) 434 -- 5.83 -- -- 2531

Pa_h -- 683 -- 2.67 1820 --

Pir -- 551 -- 4.00 2204 --

Pif -- 558 -- 4.00 2234 --

Pae_h/2 -- 435 -- 4.00 870 --

Sum V / H 8417.64 2009.42 Sum Mom 7127.56 35482.65




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020




Seismic Acc: 0.330






GEOMETRY
















4 9.8310.50 8XT 4034 [5850] 100 461 [558] 3631 [7020] 7.88 [10.59] 1196 [1436] 2.60 [3.24] 3.14 22.52

3 7.3810.50 8XT 4034 [5850] 100 764 [558] 3631 [7020] 4.75 [8.08] 1424 [1709] 1.86 [2.33] 3.69 6.63 [3.10]

2 4.9210.50 8XT 4034 [5850] 100 1051 [558] 3631 [7020] 3.45 [7.12] 1652 [1983] 1.57 [1.97] 3.45 3.79 [2.43]

1 2.4610.50 8XT 4034 [5850] 100 1319 [558] 3631 [7020] 2.75 [6.41] 1880 [2256] 1.43 [1.78] 2.75 2.62 [1.97]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


8XT 7400 1.45 1.15 1.10 0.80 0.80 0.80 4034



5XT 18.00 536 1571 3.00 964 2361 False 1.45 100 4700

8XT 19.00 946 4834 3.00 2357 7745 False 1.45 100 7400

10XT 22.00 1464 -1 0.00 0 4999 False 1.45 100 9500

20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 100 13705

SHEAR STRENGTHS

Slope 0 deg

Intercept 3500psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5076 -- 2.81 -- 14246 --

Soil(W2) 1.00 1768 -- 1.18 -- 2085 --

Soil(W3) 1.00 9111 -- -2.45 -- -- -22291

DL(W8) 1.00 602 -- 0.00 -- -- 0

Pa_h 1.00 -- 2292 -- 4.33 9933 --

Pq_h 1.00 -- 342 -- 6.50 2222 --

Sum (V, H) 1.00 16557 2634 Sum Mom 28486.88 -22291








Face Blocks(W1) 1.25 0.90 4569 4569 -- 2.81 -- 12822 --

Soil(W2) 1.35 1.00 1768 1768 -- 1.18 -- 2085 --

Soil(W3) 1.35 1.00 9111 9111 -- -2.45 -- -- -22291

DL(W8) 1.50 0.75 602 602 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 3439 -- 4.33 14900 --

Pa_v 1.50 0.90 0 0 -- -5.98 -- -- 0

Pq_h 1.75 0.00 -- 598 598 -- 6.50 3888 --

Pq_v 1.75 0.00 0 0 -- -5.25 -- -- 0

Sum (V, H) 15899 15899 4037 Sum Mom 33695 -22291





Face Blocks(W1) 1.25 6346 -- 2.81 -- 17808 --

Soil(W2) 1.35 2386 -- 1.18 -- 2815 --

Soil(W3) 1.35 12301 -- -2.45 -- -- -30093

DL(W8) 1.50 903 -- 0.00 -- -- 0

Pa_h 1.50 -- 3439 -- 4.33 14900 --

Pa_v 1.50 0 -- -5.98 -- -- 0

Pq_h 1.75 -- 598 -- 6.50 3888 --

Pq_v 1.75 0 -- -5.25 -- -- 0

Sum (V, H) 1.00 21935 4037 Sum Mom 39411 -30093




BASE SLIDING



(5076 * 0.90) + (1768 * 1.00) + (9111 * 1.00) + (602 * 0.75)

N =15899ppf


(15899 tan(34.0) + 50.0 * 11) * 1 Rf1 =11249


(15899 tan(34.0) + 200.0 * 11) * 1 Rf2 =12824

Driving force is the horizontal component of Pah(EHd) + Pqh(LLd)

(2292 * 1.50) + (342 * 1.75)

Df =4037












(N * tan(34.00) * Cd) + RF_face

(9002 * tan(34.00) * 0.80 ) + 3500 RF = 8358


Pah_ext(EHd) + Pqh_ext(LLd)

where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [1961.63]


solution.

DF = (1962 x 1.50) + (529 * 1.75 DF = 3187




9.83 8XT 3.17 2776 100.0 34.00 4998 226 223 114 0 222 22.52

7.38 8XT 5.63 4725 100.0 34.00 6050 825 460 235 0 912 6.63

4.92 8XT 8.08 6800 100.0 34.00 7169 1725 696 341 0 1894 3.79

2.46 8XT 10.54 9002 100.0 34.00 8358 2942 926 447 0 3187 2.62










forces).





resisting forces.





+ (-22291 * 1.35)

Mr =-30093ft-lbs

Moments driving = M1(DCr) + M2(EVd) + Pah(EHd) + Pqh(LLd)

+ (14246 * 1.25) + (2085 * 1.35) + (9933 * 1.50) + (2222 * 1.75)

Mo = 39411ft-lbs


e = (-30093 + 39411.3) /21935.1 e =0.425



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =9.65ft





Strength I-b 21935 39411 -30093 0.425 26364 2273 11.60

Service 16557 28487 -22291 0.374 40820 1698 24.04





9.83 8XT 3631 7020 100 461 663 7.88 10.59

7.38 8XT 3631 7020 100 764 869 4.75 8.08

4.92 8XT 3631 7020 100 1051 986 3.45 7.12

2.46 8XT 3631 7020 100 1319 1095 2.75 6.41









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 2228 x 0.45 x 0.80 x 1.00 x 0.90 = 1449.58



TABLE OF RESULTS


9.83 2228 0.45 0.80 100 461 4.49 6.01 1450 3.14

7.38 4327 0.45 0.80 100 764 5.39 5.11 2816 3.69

4.92 6978 0.45 0.80 100 1051 6.28 4.22 3631 3.45

2.46 10104 0.45 0.80 100 1319 7.18 3.32 3631 2.75















3408 x 0.90 BF = 3067ppf



CRru = CRu / TLot [1528.65/7400.00 = 0.21]



CRcr = CRru / RFcrcn [0.21 / 1.00 = 0.21]


TABLE OF RESULTS


9.83 8XT 461 443 100 1.00 1692 1196 2.60 3.24

7.38 8XT 764 733 100 1.00 2538 1424 1.86 2.33

4.92 8XT 1051 1008 100 1.00 3384 1652 1.57 1.97

2.46 8XT 1319 1265 100 1.00 4230 1880 1.43 1.78














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5076 -- 2.44 -- -- 12405

Soil(W2) 1768 -- 4.07 -- -- 7194

Soil(W3) 9111 -- 7.70 -- -- 70126

DL(W8) 602 -- 7.49 -- -- 4508

Pa_h -- 2292 -- 4.33 9933 --

Pq_h -- 342 -- 6.50 2222 --

Pir -- 1252 -- 6.50 8136 --

Pif -- 838 -- 6.50 5445 --

Pae_h/2 -- 1077 -- 6.50 3500 --

Sum V / H 16557.36 4920.09 Sum Mom 29235.44 94233.87




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020




Seismic Acc: 0.330






GEOMETRY
















4 9.8310.50 SG500 3122 [4839] 100 461 [583] 2810 [5807] 6.10 [8.44] 1157 [1388] 2.51 [3.14] 3.14 56.32

3 7.3810.50 SG500 3122 [4839] 100 764 [583] 2810 [5807] 3.68 [6.50] 1262 [1515] 1.65 [2.07] 3.68 14.85 [6.95]

2 4.9210.50 SG500 3122 [4839] 100 1051 [583] 2810 [5807] 2.67 [5.74] 1294 [1552] 1.23 [1.54] 2.67 7.75 [4.96]

1 2.4610.50 SG500 3122 [4839] 100 1319 [583] 2810 [5807] 2.13 [5.19] 1325 [1590] 1.00 [1.26] 2.13 4.98 [3.73]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


SG500 6400 1.55 1.15 1.15 0.80 0.80 0.80 3122



SG500 29.00 688 1899 3.00 1641 7655 False 1.55 110 7040

SG550 46.00 670 2190 4.00 2785 7650 False 1.55 110 8965

SG600 46.00 670 2190 4.00 2785 7850 False 1.55 110 10010

SG700 37.00 643 -1 0.00 0 3100 False 1.55 100 11800

SHEAR STRENGTHS

Slope 0 deg

Intercept 11000psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5076 -- 2.81 -- 14246 --

Soil(W2) 1.00 1768 -- 1.18 -- 2085 --

Soil(W3) 1.00 9111 -- -2.45 -- -- -22291

DL(W8) 1.00 602 -- 0.00 -- -- 0

Pa_h 1.00 -- 2292 -- 4.33 9933 --

Pq_h 1.00 -- 342 -- 6.50 2222 --

Sum (V, H) 1.00 16557 2634 Sum Mom 28486.88 -22291








Face Blocks(W1) 1.25 0.90 4569 4569 -- 2.81 -- 12822 --

Soil(W2) 1.35 1.00 1768 1768 -- 1.18 -- 2085 --

Soil(W3) 1.35 1.00 9111 9111 -- -2.45 -- -- -22291

DL(W8) 1.50 0.75 602 602 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 3439 -- 4.33 14900 --

Pa_v 1.50 0.90 0 0 -- -5.98 -- -- 0

Pq_h 1.75 0.00 -- 598 598 -- 6.50 3888 --

Pq_v 1.75 0.00 0 0 -- -5.25 -- -- 0

Sum (V, H) 15899 15899 4037 Sum Mom 33695 -22291





Face Blocks(W1) 1.25 6346 -- 2.81 -- 17808 --

Soil(W2) 1.35 2386 -- 1.18 -- 2815 --

Soil(W3) 1.35 12301 -- -2.45 -- -- -30093

DL(W8) 1.50 903 -- 0.00 -- -- 0

Pa_h 1.50 -- 3439 -- 4.33 14900 --

Pa_v 1.50 0 -- -5.98 -- -- 0

Pq_h 1.75 -- 598 -- 6.50 3888 --

Pq_v 1.75 0 -- -5.25 -- -- 0

Sum (V, H) 1.00 21935 4037 Sum Mom 39411 -30093




BASE SLIDING



(5076 * 0.90) + (1768 * 1.00) + (9111 * 1.00) + (602 * 0.75)

N =15899ppf


(15899 tan(34.0) + 50.0 * 11) * 1 Rf1 =11249


(15899 tan(34.0) + 200.0 * 11) * 1 Rf2 =12824


(2292 * 1.50) + (342 * 1.75)

Df =4037












(N * tan(34.00) * Cd) + RF_face

(9002 * tan(34.00) * 0.80 ) + 11000 RF = 15858



where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [1961.63]


solution.

DF = (1962 x 1.50) + (529 * 1.75 DF = 3187




9.83 SG500 3.17 2776 100.0 34.00 12498 226 223 114 0 222 56.32

7.38 SG500 5.63 4725 100.0 34.00 13550 825 460 235 0 912 14.85

4.92 SG500 8.08 6800 100.0 34.00 14669 1725 696 341 0 1894 7.75

2.46 SG500 10.54 9002 100.0 34.00 15858 2942 926 447 0 3187 4.98










forces).





resisting forces.





+ (-22291 * 1.35)

Mr =-30093ft-lbs


+ (14246 * 1.25) + (2085 * 1.35) + (9933 * 1.50) + (2222 * 1.75)

Mo = 39411ft-lbs


e = (-30093 + 39411.3) /21935.1 e =0.425



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =9.65ft





Strength I-b 21935 39411 -30093 0.425 26364 2273 11.60

Service 16557 28487 -22291 0.374 40820 1698 24.04





9.83 SG500 2810 5807 100 461 688 6.10 8.44

7.38 SG500 2810 5807 100 764 894 3.68 6.50

4.92 SG500 2810 5807 100 1051 1011 2.67 5.74

2.46 SG500 2810 5807 100 1319 1120 2.13 5.19









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 2228 x 0.45 x 0.80 x 1.00 x 0.90 = 1449.58



TABLE OF RESULTS


9.83 2228 0.45 0.80 100 461 4.49 6.01 1450 3.14

7.38 4327 0.45 0.80 100 764 5.39 5.11 2810 3.68

4.92 6978 0.45 0.80 100 1051 6.28 4.22 2810 2.67

2.46 10104 0.45 0.80 100 1319 7.18 3.32 2810 2.13















3408 x 0.90 BF = 3067ppf



CRru = CRu / TLot [1625.98/7040.00 = 0.23]



CRcr = CRru / RFcrcn [0.23 / 1.00 = 0.23]


TABLE OF RESULTS


9.83 SG500 461 443 100 1.00 1692 1157 2.51 3.14

7.38 SG500 764 733 100 1.00 2538 1262 1.65 2.07

4.92 SG500 1051 1008 100 1.00 3384 1294 1.23 1.54

2.46 SG500 1319 1265 100 1.00 4230 1325 1.00 1.26














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5076 -- 2.44 -- -- 12405

Soil(W2) 1768 -- 4.07 -- -- 7194

Soil(W3) 9111 -- 7.70 -- -- 70126

DL(W8) 602 -- 7.49 -- -- 4508

Pa_h -- 2292 -- 4.33 9933 --

Pq_h -- 342 -- 6.50 2222 --

Pir -- 1252 -- 6.50 8136 --

Pif -- 838 -- 6.50 5445 --

Pae_h/2 -- 1077 -- 6.50 3500 --

Sum V / H 16557.36 4920.09 Sum Mom 29235.44 94233.87




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020




Seismic Acc: 0.330






GEOMETRY
















6 14.7513.50 8XT 4034 [5850] 100 479 [551] 3631 [7020] 7.59 [10.67] 1196 [1436] 2.50 [3.12] 3.92 35.53

5 12.2913.50 8XT 4034 [5850] 100 774 [551] 3631 [7020] 4.69 [8.11] 1424 [1709] 1.84 [2.30] 4.51 5.85 [3.23]

4 9.83 13.50 8XT 4034 [5850] 100 1062 [551] 3631 [7020] 3.42 [7.14] 1652 [1983] 1.56 [1.95] 3.42 3.77 [2.62]

3 7.38 13.50 8XT 4034 [5850] 100 1350 [551] 3631 [7020] 2.69 [6.38] 1880 [2256] 1.39 [1.74] 2.69 2.77 [2.18]

2 4.92 13.50 8XT 4034 [5850] 100 1637 [551] 3631 [7020] 2.22 [5.77] 2053 [2463] 1.25 [1.57] 2.22 2.19 [1.86]

1 2.46 13.50 8XT 4034 [5850] 100 1896 [551] 3631 [7020] 1.91 [5.31] 2088 [2505] 1.10 [1.38] 1.91 1.82 [1.62]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


8XT 7400 1.45 1.15 1.10 0.80 0.80 0.80 4034



5XT 18.00 536 1571 3.00 964 2361 False 1.45 100 4700

8XT 19.00 946 4834 3.00 2357 7745 False 1.45 100 7400

10XT 22.00 1464 -1 0.00 0 4999 False 1.45 100 9500

20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 100 13705

SHEAR STRENGTHS

Slope 0 deg

Intercept 3500psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5076 -- 3.89 -- 19773 --

Soil(W2) 1.00 3389 -- 2.13 -- 7222 --

Soil(W3) 1.00 17515 -- -2.86 -- -- -50054

LL(W7) 1.00 49 -- -6.65 -- -- -325

DL(W8) 1.00 820 -- 0.00 -- -- 0

Pa_h 1.00 -- 4768 -- 6.00 28607 --

Pq_h 1.00 -- 824 -- 9.00 7416 --

Sum (V, H) 1.00 26848 5592 Sum Mom 63018.74 -50380








Face Blocks(W1) 1.25 0.90 4569 4569 -- 3.89 -- 17795 --

Soil(W2) 1.35 1.00 3389 3389 -- 2.13 -- 7222 --

Soil(W3) 1.35 1.00 17515 17515 -- -2.86 -- -- -50054

LL(W7) 1.75 0.00 0 86 -- -6.65 -- -- --

DL(W8) 1.50 0.75 820 820 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 7152 -- 6.00 42911 --

Pa_v 1.50 0.90 0 0 -- -7.75 -- -- 0

Pq_h 1.75 0.00 -- 1442 1442 -- 9.00 12978 --

Pq_v 1.75 0.00 0 0 -- -6.75 -- -- 0

Sum (V, H) 26087 26172 8594 Sum Mom 80907 -50054





Face Blocks(W1) 1.25 6346 -- 3.89 -- 24716 --

Soil(W2) 1.35 4575 -- 2.13 -- 9750 --

Soil(W3) 1.35 23645 -- -2.86 -- -- -67573

LL(W7) 1.75 86 -- -6.65 -- -- -570

DL(W8) 1.50 1229 -- 0.00 -- -- 0

Pa_h 1.50 -- 7152 -- 6.00 42911 --

Pa_v 1.50 0 -- -7.75 -- -- 0

Pq_h 1.75 -- 1442 -- 9.00 12978 --

Pq_v 1.75 0 -- -6.75 -- -- 0

Sum (V, H) 1.00 35880 8594 Sum Mom 90356 -68143




BASE SLIDING



(5076 * 0.90) + (3389 * 1.00) + (17515 * 1.00) + (820 * 0.75)

N =26087ppf


(26087 tan(34.0) + 50.0 * 14) * 1 Rf1 =18271


(26087 tan(34.0) + 200.0 * 14) * 1 Rf2 =20296


(4768 * 1.50) + (824 * 1.75)

Df =8594












(N * tan(34.00) * Cd) + RF_face

(18264 * tan(34.00) * 0.80 ) + 3500 RF = 13355



where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [4268.00]


solution.

DF = (4268 x 1.50) + (1098 * 1.75 DF = 7328




14.75 8XT 3.25 3888 100.0 34.00 5598 168 242 83 0 158 35.53

12.29 8XT 5.71 6510 100.0 34.00 7013 863 705 242 0 1199 5.85

9.83 8XT 8.17 9259 100.0 34.00 8496 1766 1009 346 0 2256 3.77

7.38 8XT 10.63 12134 100.0 34.00 10048 2989 1313 450 0 3626 2.77

4.92 8XT 13.08 15136 100.0 34.00 11667 4537 1618 555 0 5316 2.19

2.46 8XT 15.54 18264 100.0 34.00 13355 6402 1922 659 0 7328 1.82










forces).





resisting forces.




Moments resisting = + M3(EVd) + LL(LLd)

+ (-50054 * 1.35) + (-325 x 1.75)

Mr =-68143ft-lbs


+ (19773 * 1.25) + (7222 * 1.35) + (28607 * 1.50) + (7416 * 1.75)

Mo = 90356ft-lbs


e = (-68143 + 90355.6) /35880.1 e =0.619



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =12.26ft





Strength I-b 35880 90356 -68143 0.619 30721 2926 10.50

Service 26848 63019 -50380 0.471 48024 2138 22.46





14.75 8XT 3631 7020 100 479 658 7.59 10.67

12.29 8XT 3631 7020 100 774 866 4.69 8.11

9.83 8XT 3631 7020 100 1062 983 3.42 7.14

7.38 8XT 3631 7020 100 1350 1100 2.69 6.38

4.92 8XT 3631 7020 100 1637 1217 2.22 5.77

2.46 8XT 3631 7020 100 1896 1323 1.91 5.31









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 2886 x 0.45 x 0.80 x 1.00 x 0.90 = 1878.19



TABLE OF RESULTS


14.75 2886 0.45 0.80 100 479 5.70 7.80 1878 3.92

12.29 5367 0.45 0.80 100 774 6.60 6.90 3492 4.51

9.83 8398 0.45 0.80 100 1062 7.49 6.01 3631 3.42

7.38 11979 0.45 0.80 100 1350 8.39 5.11 3631 2.69

4.92 16085 0.45 0.80 100 1637 9.28 4.22 3631 2.22

2.46 20637 0.45 0.80 100 1896 10.18 3.32 3631 1.91















3408 x 0.90 BF = 3067ppf



CRru = CRu / TLot [1528.65/7400.00 = 0.21]



CRcr = CRru / RFcrcn [0.21 / 1.00 = 0.21]


TABLE OF RESULTS


14.75 8XT 479 460 100 1.00 1692 1196 2.50 3.12

12.29 8XT 774 742 100 1.00 2538 1424 1.84 2.30

9.83 8XT 1062 1018 100 1.00 3384 1652 1.56 1.95

7.38 8XT 1350 1295 100 1.00 4230 1880 1.39 1.74

4.92 8XT 1637 1569 100 1.00 5076 2053 1.25 1.57

2.46 8XT 1896 1818 100 1.00 5923 2088 1.10 1.38














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5076 -- 2.86 -- -- 14493

Soil(W2) 3389 -- 4.62 -- -- 15651

Soil(W3) 17515 -- 9.61 -- -- 168278

LL(W7) 49 -- 13.40 -- -- 656

DL(W8) 820 -- 9.40 -- -- 7706

Pa_h -- 4768 -- 6.00 28607 --

Pq_h -- 824 -- 9.00 7416 --

Pir -- 2227 -- 9.00 20040 --

Pif -- 838 -- 9.00 7539 --

Pae_h/2 -- 2059 -- 9.00 9264 --

Sum V / H 26799.41 8861.55 Sum Mom 72866.46 206784.5




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020




Seismic Acc: 0.330






GEOMETRY
















6 14.7513.50 SG500 3122 [4839] 100 479 [576] 2810 [5807] 5.87 [8.50] 1157 [1388] 2.42 [3.02] 3.92 83.13

5 12.2913.50 SG500 3122 [4839] 100 774 [576] 2810 [5807] 3.63 [6.52] 1262 [1515] 1.63 [2.04] 3.63 12.10 [6.67]

4 9.83 13.50 SG500 3122 [4839] 100 1062 [576] 2810 [5807] 2.65 [5.76] 1294 [1552] 1.22 [1.52] 2.65 7.09 [4.92]

3 7.38 13.50 SG600 4439 [6881] 100 1350 [576] 3995 [8257] 2.96 [7.34] 2192 [2630] 1.62 [2.03] 2.96 4.56 [3.58]

2 4.92 13.50 SG600 4439 [6881] 100 1637 [576] 3995 [8257] 2.44 [6.65] 2234 [2681] 1.36 [1.71] 2.44 3.42 [2.89]

1 2.46 13.50 SG600 4439 [6881] 100 1896 [576] 3995 [8257] 2.11 [6.13] 2276 [2731] 1.20 [1.50] 2.11 2.71 [2.41]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


SG500 6400 1.55 1.15 1.15 0.80 0.80 0.80 3122

SG600 9100 1.55 1.15 1.15 0.80 0.80 0.80 4439



SG500 29.00 688 1899 3.00 1641 7655 False 1.55 110 7040

SG550 46.00 670 2190 4.00 2785 7650 False 1.55 110 8965

SG600 46.00 670 2190 4.00 2785 7850 False 1.55 110 10010

SG700 37.00 643 -1 0.00 0 3100 False 1.55 100 11800

SHEAR STRENGTHS

Slope 0 deg

Intercept 11000psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5076 -- 3.89 -- 19773 --

Soil(W2) 1.00 3389 -- 2.13 -- 7222 --

Soil(W3) 1.00 17515 -- -2.86 -- -- -50054

LL(W7) 1.00 49 -- -6.65 -- -- -325

DL(W8) 1.00 820 -- 0.00 -- -- 0

Pa_h 1.00 -- 4768 -- 6.00 28607 --

Pq_h 1.00 -- 824 -- 9.00 7416 --

Sum (V, H) 1.00 26848 5592 Sum Mom 63018.74 -50380








Face Blocks(W1) 1.25 0.90 4569 4569 -- 3.89 -- 17795 --

Soil(W2) 1.35 1.00 3389 3389 -- 2.13 -- 7222 --

Soil(W3) 1.35 1.00 17515 17515 -- -2.86 -- -- -50054

LL(W7) 1.75 0.00 0 86 -- -6.65 -- -- --

DL(W8) 1.50 0.75 820 820 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 7152 -- 6.00 42911 --

Pa_v 1.50 0.90 0 0 -- -7.75 -- -- 0

Pq_h 1.75 0.00 -- 1442 1442 -- 9.00 12978 --

Pq_v 1.75 0.00 0 0 -- -6.75 -- -- 0

Sum (V, H) 26087 26172 8594 Sum Mom 80907 -50054





Face Blocks(W1) 1.25 6346 -- 3.89 -- 24716 --

Soil(W2) 1.35 4575 -- 2.13 -- 9750 --

Soil(W3) 1.35 23645 -- -2.86 -- -- -67573

LL(W7) 1.75 86 -- -6.65 -- -- -570

DL(W8) 1.50 1229 -- 0.00 -- -- 0

Pa_h 1.50 -- 7152 -- 6.00 42911 --

Pa_v 1.50 0 -- -7.75 -- -- 0

Pq_h 1.75 -- 1442 -- 9.00 12978 --

Pq_v 1.75 0 -- -6.75 -- -- 0

Sum (V, H) 1.00 35880 8594 Sum Mom 90356 -68143




BASE SLIDING



(5076 * 0.90) + (3389 * 1.00) + (17515 * 1.00) + (820 * 0.75)

N =26087ppf


(26087 tan(34.0) + 50.0 * 14) * 1 Rf1 =18271


(26087 tan(34.0) + 200.0 * 14) * 1 Rf2 =20296


(4768 * 1.50) + (824 * 1.75)

Df =8594












(N * tan(34.00) * Cd) + RF_face

(18264 * tan(34.00) * 0.80 ) + 10000 RF = 19855



where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [4268.00]


solution.

DF = (4268 x 1.50) + (1098 * 1.75 DF = 7328




14.75 SG500 3.25 3888 100.0 34.00 13098 168 242 83 0 158 83.13

12.29 SG500 5.71 6510 100.0 34.00 14513 863 705 242 0 1199 12.10

9.83 SG500 8.17 9259 100.0 34.00 15996 1766 1009 346 0 2256 7.09

7.38 SG600 10.63 12134 100.0 34.00 16548 2989 1313 450 0 3626 4.56

4.92 SG600 13.08 15136 100.0 34.00 18167 4537 1618 555 0 5316 3.42

2.46 SG600 15.54 18264 100.0 34.00 19855 6402 1922 659 0 7328 2.71










forces).





resisting forces.





+ (-50054 * 1.35) + (-325 x 1.75)

Mr =-68143ft-lbs


+ (19773 * 1.25) + (7222 * 1.35) + (28607 * 1.50) + (7416 * 1.75)

Mo = 90356ft-lbs


e = (-68143 + 90355.6) /35880.1 e =0.619



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =12.26ft





Strength I-b 35880 90356 -68143 0.619 30721 2926 10.50

Service 26848 63019 -50380 0.471 48024 2138 22.46





14.75 SG500 2810 5807 100 479 683 5.87 8.50

12.29 SG500 2810 5807 100 774 891 3.63 6.52

9.83 SG500 2810 5807 100 1062 1008 2.65 5.76

7.38 SG600 3995 8257 100 1350 1126 2.96 7.34

4.92 SG600 3995 8257 100 1637 1242 2.44 6.65

2.46 SG600 3995 8257 100 1896 1348 2.11 6.13









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 2886 x 0.45 x 0.80 x 1.00 x 0.90 = 1878.19



TABLE OF RESULTS


14.75 2886 0.45 0.80 100 479 5.70 7.80 1878 3.92

12.29 5367 0.45 0.80 100 774 6.60 6.90 2810 3.63

9.83 8398 0.45 0.80 100 1062 7.49 6.01 2810 2.65

7.38 11979 0.45 0.80 100 1350 8.39 5.11 3995 2.96

4.92 16085 0.45 0.80 100 1637 9.28 4.22 3995 2.44

2.46 20637 0.45 0.80 100 1896 10.18 3.32 3995 2.11















3408 x 0.90 BF = 3067ppf



CRru = CRu / TLot [1625.98/7040.00 = 0.23]



CRcr = CRru / RFcrcn [0.23 / 1.00 = 0.23]


TABLE OF RESULTS


14.75 SG500 479 460 100 1.00 1692 1157 2.42 3.02

12.29 SG500 774 742 100 1.00 2538 1262 1.63 2.04

9.83 SG500 1062 1018 100 1.00 3384 1294 1.22 1.52

7.38 SG600 1350 1294 100 1.00 4230 2192 1.62 2.03

4.92 SG600 1637 1569 100 1.00 5076 2234 1.36 1.71

2.46 SG600 1896 1818 100 1.00 5923 2276 1.20 1.50














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5076 -- 2.86 -- -- 14493

Soil(W2) 3389 -- 4.62 -- -- 15651

Soil(W3) 17515 -- 9.61 -- -- 168278

LL(W7) 49 -- 13.40 -- -- 656

DL(W8) 820 -- 9.40 -- -- 7706

Pa_h -- 4768 -- 6.00 28607 --

Pq_h -- 824 -- 9.00 7416 --

Pir -- 2227 -- 9.00 20040 --

Pif -- 838 -- 9.00 7539 --

Pae_h/2 -- 2059 -- 9.00 9264 --

Sum V / H 26799.41 8861.55 Sum Mom 72866.46 206784.5




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020

Section: Section 1



Seismic Acc: 0.330






GEOMETRY
















9 22.1317.50 8XT 4034 [5850] 100 398 [619] 3631 [7020] 9.12 [9.80] 1196 [1436] 3.00 [3.75] 5.25 100.00

8 19.6717.50 8XT 4034 [5850] 100 616 [619] 3631 [7020] 5.90 [8.07] 1424 [1709] 2.31 [2.89] 5.90 9.20 [3.69]

7 17.2117.50 8XT 4034 [5850] 100 1018 [619] 3631 [7020] 3.57 [6.79] 1652 [1983] 1.62 [2.03] 3.57 4.74 [2.98]

6 14.7517.50 8XT 4034 [5850] 100 1306 [619] 3631 [7020] 2.78 [6.10] 1880 [2256] 1.44 [1.80] 2.78 3.49 [2.55]

5 12.2917.50 8XT 4034 [5850] 100 1595 [619] 3631 [7020] 2.28 [5.54] 2053 [2463] 1.29 [1.61] 2.28 2.76 [2.21]

4 9.83 17.50 8XT 4034 [5850] 100 1883 [619] 3631 [7020] 1.93 [5.07] 2088 [2505] 1.11 [1.39] 1.93 2.29 [1.95]

3 7.38 17.50 20XT 7472 [10834] 100 2171 [619] 6725 [13001] 3.10 [8.65] 3240 [3888] 1.49 [1.87] 3.10 1.97 [1.74]

2 4.92 17.50 20XT 7472 [10834] 100 2457 [619] 6725 [13001] 2.74 [8.03] 3240 [3888] 1.32 [1.65] 2.74 1.73 [1.57]

1 2.46 17.50 20XT 7472 [10834] 100 2704 [619] 6725 [13001] 2.49 [7.56] 3240 [3888] 1.20 [1.50] 2.49 1.54 [1.44]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


8XT 7400 1.45 1.15 1.10 0.80 0.80 0.80 4034

20XT 13705 1.45 1.15 1.10 0.80 0.80 0.80 7472



5XT 18.00 536 1571 3.00 964 2361 False 1.45 0 4700

8XT 19.00 946 4834 3.00 2357 7745 False 1.45 0 7400

10XT 22.00 1464 -1 0.00 0 4999 False 1.45 0 9500

20XT 26.00 1825 4746 0.00 4140 6936 False 1.45 0 13705

SHEAR STRENGTHS

Slope 0 deg

Intercept 3500psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5923 -- 5.29 -- 31315 --

Soil(W2) 1.00 6509 -- 3.32 -- 21617 --

Soil(W3) 1.00 33029 -- -3.47 -- -- -114457

LL(W7) 1.00 745 -- -7.26 -- -- -5407

DL(W8) 1.00 1098 -- 0.00 -- -- 0

Pa_h 1.00 -- 9714 -- 8.33 80952 --

Pq_h 1.00 -- 1144 -- 12.50 14306 --

Sum (V, H) 1.00 47303 10859 Sum Mom 148190.42 -119864








Face Blocks(W1) 1.25 0.90 5330 5330 -- 5.29 -- 28183 --

Soil(W2) 1.35 1.00 6509 6509 -- 3.32 -- 21617 --

Soil(W3) 1.35 1.00 33029 33029 -- -3.47 -- -- -114457

LL(W7) 1.75 0.00 0 1303 -- -7.26 -- -- --

DL(W8) 1.50 0.75 1098 1098 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 14571 -- 8.33 121428 --

Pa_v 1.50 0.90 0 0 -- -10.14 -- -- 0

Pq_h 1.75 0.00 -- 2003 2003 -- 12.50 25036 --

Pq_v 1.75 0.00 0 0 -- -8.75 -- -- 0

Sum (V, H) 45691 46995 16574 Sum Mom 196265 -114457





Face Blocks(W1) 1.25 7403 -- 5.29 -- 39144 --

Soil(W2) 1.35 8787 -- 3.32 -- 29183 --

Soil(W3) 1.35 44589 -- -3.47 -- -- -154517

LL(W7) 1.75 1303 -- -7.26 -- -- -9462

DL(W8) 1.50 1647 -- 0.00 -- -- 0

Pa_h 1.50 -- 14571 -- 8.33 121428 --

Pa_v 1.50 0 -- -10.14 -- -- 0

Pq_h 1.75 -- 2003 -- 12.50 25036 --

Pq_v 1.75 0 -- -8.75 -- -- 0

Sum (V, H) 1.00 63729 16574 Sum Mom 214791 -163980




BASE SLIDING



(5923 * 0.90) + (6509 * 1.00) + (33029 * 1.00) + (1098 * 0.75)

N =45691ppf


(45691 tan(34.0) + 50.0 * 18) * 1 Rf1 =31694


(45691 tan(34.0) + 200.0 * 18) * 1 Rf2 =34319


(9714 * 1.50) + (1144 * 1.75)

Df =16574












(N * tan(34.00) * Cd) + RF_face

(35896 * tan(34.00) * 0.80 ) + 3500 RF = 22870



where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [8978.44]


solution.

DF = (8978 x 1.50) + (1593 * 1.75 DF = 14811




22.13 8XT 5.33 4708 100.0 34.00 6040 0 0 0 0 -576 100.00

19.67 8XT 5.33 8166 100.0 34.00 7906 660 578 198 0 860 9.20

17.21 8XT 7.79 11750 100.0 34.00 9840 1607 963 330 0 2075 4.74

14.75 8XT 10.25 15459 100.0 34.00 11842 2782 1267 434 0 3397 3.49

12.29 8XT 12.71 19295 100.0 34.00 13912 4276 1570 538 0 5039 2.76

9.83 8XT 15.17 23257 100.0 34.00 16049 6097 1876 643 0 7000 2.29

7.38 20XT 17.63 27344 100.0 34.00 18255 8233 2180 747 0 9284 1.97

4.92 20XT 20.08 31557 100.0 34.00 20528 10690 2484 852 0 11887 1.73

2.46 20XT 22.54 35896 100.0 34.00 22870 13468 2788 956 0 14811 1.54










forces).





resisting forces.





+ (-114457 * 1.35) + (-5407 x 1.75)

Mr =-163980ft-lbs


+ (31315 * 1.25) + (21617 * 1.35) + (80952 * 1.50) + (14306 * 1.75)

Mo = 214791ft-lbs


e = (-163980 + 214790.8) /63729.3 e =0.797



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =15.91ft





Strength I-b 63729 214791 -163980 0.797 36799 4007 9.18

Service 47303 148190 -119864 0.599 57632 2902 19.86





22.13 8XT 3631 7020 100 398 716 9.12 9.80

19.67 8XT 3631 7020 100 616 869 5.90 8.07

17.21 8XT 3631 7020 100 1018 1033 3.57 6.79

14.75 8XT 3631 7020 100 1306 1150 2.78 6.10

12.29 8XT 3631 7020 100 1595 1268 2.28 5.54

9.83 8XT 3631 7020 100 1883 1385 1.93 5.07

7.38 20XT 6725 13001 100 2171 1502 3.10 8.65

4.92 20XT 6725 13001 100 2457 1619 2.74 8.03

2.46 20XT 6725 13001 100 2704 1719 2.49 7.56









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 3215 x 0.45 x 0.80 x 1.00 x 0.90 = 2091.90



TABLE OF RESULTS


22.13 3215 0.45 0.80 100 398 7.00 10.50 2092 5.25

19.67 6053 0.45 0.80 100 616 7.90 9.60 3631 5.90

17.21 9443 0.45 0.80 100 1018 8.79 8.71 3631 3.57

14.75 13384 0.45 0.80 100 1306 9.69 7.81 3631 2.78

12.29 17878 0.45 0.80 100 1595 10.59 6.91 3631 2.28

9.83 22922 0.45 0.80 100 1883 11.49 6.01 3631 1.93

7.38 28519 0.45 0.80 100 2171 12.38 5.12 6725 3.10

4.92 34518 0.45 0.80 100 2457 13.28 4.22 6725 2.74

2.46 41087 0.45 0.80 100 2704 14.18 3.32 6725 2.49















3976 x 0.90 BF = 3578ppf



CRru = CRu / TLot [1528.65/7400.00 = 0.21]



CRcr = CRru / RFcrcn [0.21 / 1.00 = 0.21]


TABLE OF RESULTS


22.13 8XT 398 383 100 1.00 1692 1196 3.00 3.75

19.67 8XT 616 590 100 1.00 2538 1424 2.31 2.89

17.21 8XT 1018 976 100 1.00 3384 1652 1.62 2.03

14.75 8XT 1306 1252 100 1.00 4230 1880 1.44 1.80

12.29 8XT 1595 1529 100 1.00 5076 2053 1.29 1.61

9.83 8XT 1883 1805 100 1.00 5923 2088 1.11 1.39

7.38 20XT 2171 2081 100 1.00 6769 3240 1.49 1.87

4.92 20XT 2457 2355 100 1.00 7615 3240 1.32 1.65

2.46 20XT 2704 2592 100 1.00 8461 3240 1.20 1.50














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5923 -- 3.46 -- -- 20507

Soil(W2) 6509 -- 5.43 -- -- 35335

Soil(W3) 33029 -- 12.22 -- -- 403461

LL(W7) 745 -- 16.01 -- -- 11923

DL(W8) 1098 -- 12.01 -- -- 13186

Pa_h -- 9714 -- 8.33 80952 --

Pq_h -- 1144 -- 12.50 14306 --

Pir -- 4052 -- 12.50 50653 --

Pif -- 977 -- 12.50 12215 --

Pae_h/2 -- 3971 -- 12.50 24821 --

Sum V / H 46558.22 16729.4 Sum Mom 182947.35 484412.85




UltraWall

Project: Fyffe


Designer: JC

Date: 5/13/2020




Seismic Acc: 0.330






GEOMETRY














CDR Connection: 0.97...NG


1122.1317.50 SG500 3122 [4839] 100 398 [513] 2810 [5807] 7.06 [9.52] 1157 [1388] 2.91 [3.63] 5.27 100.00

1019.6717.50 SG500 3122 [4839] 100 616 [513] 2810 [5807] 4.56 [7.61] 1262 [1515] 2.05 [2.57] 4.56 17.91 [7.69]

9 17.2117.50 SG500 3122 [4839] 100 1018 [513] 2810 [5807] 2.76 [6.27] 1294 [1552] 1.27 [1.59] 2.76 8.35 [5.48]

8 14.7517.50 SG500 3122 [4839] 100 1306 [513] 2810 [5807] 2.15 [5.56] 1325 [1590] 1.01 [1.27] 2.15 5.69 [4.28]

7 12.2917.50 SG600 4439 [6881] 100 1595 [513] 3995 [8257] 2.51 [7.11] 2234 [2681] 1.40 [1.75] 2.51 4.05 [3.31]

6 9.83 17.50 SG600 4439 [6881] 100 1883 [513] 3995 [8257] 2.12 [6.46] 2276 [2731] 1.21 [1.51] 2.12 3.22 [2.78]

5 7.38 17.50 SG600 4439 [6881] 100 2171 [513] 3995 [8257] 1.84 [5.91] 2318 [2782] 1.07 [1.34] 1.84 2.66 [2.39]

4 4.92 17.50 SG600 4439 [6881] 100 1816 [513] 3995 [8257] 2.20 [5.51] 2360 [2832] 1.30 [1.63] 2.20 2.27 [2.09]

3 3.69 17.50 SG500 3122 [4839] 100 1290 [513] 2810 [5807] 2.18 [3.72] 1451 [1742] 1.12 [1.41] 2.18 2.19 [2.05]

2 2.46 17.50 SG500 3122 [4839] 100 1352 [513] 2810 [5807] 2.08 [3.60] 1453 [1744] 1.07 [1.35] 2.08 2.05 [1.93]

1 1.23 17.50 SG500 3122 [4839] 100 1497 [513] 2810 [5807] 1.88 [3.41] 1453 [1744] 0.97 [1.21] [?] 1.97 1.92 [1.83]














soils








DESIGN DATA


AASHTO Table 3.4.1-1 & 3.4.1-2


Str I Dead Load (DC) 1.25 0.90 1.00 1.00 1.00




Live Load (LL, PL, LS) 1.75 0.00 1.00 0.00 1.00






















By Inspection:

















Hollow Units






Rounding Errors




Result Rounding






minimum suggested.




GEOGRID REINFORCING


GEOGRID PROPERTIES


SG500 6400 1.55 1.15 1.15 0.80 0.80 0.80 3122

SG600 9100 1.55 1.15 1.15 0.80 0.80 0.80 4439



SG500 29.00 688 1899 3.00 1641 7655 False 1.55 110 7040

SG550 46.00 670 2190 4.00 2785 7650 False 1.55 110 8965

SG600 46.00 670 2190 4.00 2785 7850 False 1.55 110 10010

SG700 37.00 643 -1 0.00 0 3100 False 1.55 100 11800

SHEAR STRENGTHS

Slope 0 deg

Intercept 11000psf

CONNECTION CREEP







CALCULATION RESULTS

OVERVIEW




EARTH PRESSURES

























Face Blocks(W1) 1.00 5076 -- 5.28 -- 26793 --

Soil(W2) 1.00 6537 -- 3.31 -- 21627 --

Soil(W3) 1.00 32969 -- -3.47 -- -- -114566

LL(W7) 1.00 740 -- -7.27 -- -- -5382

DL(W8) 1.00 1096 -- 0.00 -- -- 0

Pa_h 1.00 -- 9714 -- 8.33 80952 --

Pq_h 1.00 -- 1144 -- 12.50 14306 --

Sum (V, H) 1.00 46419 10859 Sum Mom 143678.87 -119948








Face Blocks(W1) 1.25 0.90 4569 4569 -- 5.28 -- 24114 --

Soil(W2) 1.35 1.00 6537 6537 -- 3.31 -- 21627 --

Soil(W3) 1.35 1.00 32969 32969 -- -3.47 -- -- -114566

LL(W7) 1.75 0.00 0 1296 -- -7.27 -- -- --

DL(W8) 1.50 0.75 1096 1096 -- 0.00 -- -- 0

Pa_h 1.50 0.90 -- -- 14571 -- 8.33 121428 --

Pa_v 1.50 0.90 0 0 -- -10.14 -- -- 0

Pq_h 1.75 0.00 -- 2003 2003 -- 12.50 25036 --

Pq_v 1.75 0.00 0 0 -- -8.75 -- -- 0

Sum (V, H) 44897 46193 16574 Sum Mom 192205 -114566





Face Blocks(W1) 1.25 6346 -- 5.28 -- 33491 --

Soil(W2) 1.35 8825 -- 3.31 -- 29197 --

Soil(W3) 1.35 44508 -- -3.47 -- -- -154663

LL(W7) 1.75 1296 -- -7.27 -- -- -9419

DL(W8) 1.50 1644 -- 0.00 -- -- 0

Pa_h 1.50 -- 14571 -- 8.33 121428 --

Pa_v 1.50 0 -- -10.14 -- -- 0

Pq_h 1.75 -- 2003 -- 12.50 25036 --

Pq_v 1.75 0 -- -8.75 -- -- 0

Sum (V, H) 1.00 62619 16574 Sum Mom 209152 -164082




BASE SLIDING



(5076 * 0.90) + (6537 * 1.00) + (32969 * 1.00) + (1096 * 0.75)

N =44897ppf


(44897 tan(34.0) + 50.0 * 18) * 1 Rf1 =31158


(44897 tan(34.0) + 200.0 * 18) * 1 Rf2 =33783


(9714 * 1.50) + (1144 * 1.75)

Df =16574












(N * tan(34.00) * Cd) + RF_face

(38080 * tan(34.00) * 0.80 ) + 11000 RF = 31548



where:



Pah = 1/2 x γ z^2 x ka x cos(δ) [9984.30]


solution.

DF = (9984 x 1.50) + (1680 * 1.75 DF = 16393




22.13 SG500 5.33 4700 100.0 34.00 13536 0 0 0 0 -576 100.00

19.67 SG500 5.33 8153 100.0 34.00 15399 660 578 198 0 860 17.91

17.21 SG500 7.79 11732 100.0 34.00 17331 1607 963 330 0 2075 8.35

14.75 SG500 10.25 15438 100.0 34.00 19331 2782 1267 434 0 3397 5.69

12.29 SG600 12.71 19271 100.0 34.00 20399 4276 1570 538 0 5039 4.05

9.83 SG600 15.17 23229 100.0 34.00 22535 6097 1876 643 0 7000 3.22

7.38 SG600 17.63 27314 100.0 34.00 24739 8233 2180 747 0 9284 2.66

4.92 SG600 20.08 31526 100.0 34.00 27012 10690 2484 852 0 11887 2.27

3.69 SG500 21.31 33679 100.0 34.00 29173 12039 2636 904 0 13309 2.19

2.46 SG500 22.54 35864 100.0 34.00 30352 13468 2788 956 0 14811 2.05

1.23 SG500 23.77 38080 100.0 34.00 31548 14976 2940 1008 0 16393 1.92










forces).





resisting forces.





+ (-114566 * 1.35) + (-5382 x 1.75)

Mr =-164082ft-lbs


+ (26793 * 1.25) + (21627 * 1.35) + (80952 * 1.50) + (14306 * 1.75)

Mo = 209152ft-lbs


e = (-164082 + 209152.4) /62618.7 e =0.720



where:

Nc =42.16

Nq =29.44

Ng =41.06

c =200.00psf

RFbrg =0.65


B' = B - 2e =16.06ft





Strength I-b 62619 209152 -164082 0.720 37058 3899 9.50

Service 46419 143679 -119948 0.511 58082 2817 20.62





22.13 SG500 2810 5807 100 398 610 7.06 9.52

19.67 SG500 2810 5807 100 616 763 4.56 7.61

17.21 SG500 2810 5807 100 1018 927 2.76 6.27

14.75 SG500 2810 5807 100 1306 1044 2.15 5.56

12.29 SG600 3995 8257 100 1595 1161 2.51 7.11

9.83 SG600 3995 8257 100 1883 1279 2.12 6.46

7.38 SG600 3995 8257 100 2171 1396 1.84 5.91

4.92 SG600 3995 8257 100 1816 1498 2.20 5.51

3.69 SG500 2810 5807 100 1290 1562 2.18 3.72

2.46 SG500 2810 5807 100 1352 1613 2.08 3.60

1.23 SG500 2810 5807 100 1497 1705 1.88 3.41









F* = 0.67 x tan( φ ) [AASHTO 11.10.6.3.2]

F* = 0.67 x tan( 34) = 0.45

α = 0.80 [AASHTO Table 11.10.6.3.2-1]

RFpo = 0.90


Pullout = 2 x 3222 x 0.45 x 0.80 x 1.00 x 0.90 = 2096.73



TABLE OF RESULTS


22.13 3222 0.45 0.80 100 398 7.01 10.49 2097 5.27

19.67 6064 0.45 0.80 100 616 7.91 9.59 2810 4.56

17.21 9456 0.45 0.80 100 1018 8.81 8.69 2810 2.76

14.75 13399 0.45 0.80 100 1306 9.70 7.80 2810 2.15

12.29 17893 0.45 0.80 100 1595 10.60 6.90 3995 2.51

9.83 22937 0.45 0.80 100 1883 11.49 6.01 3995 2.12

7.38 28532 0.45 0.80 100 2171 12.39 5.11 3995 1.84

4.92 34527 0.45 0.80 100 1816 13.28 4.22 3995 2.20

3.69 37740 0.45 0.80 100 1290 13.73 3.77 2810 2.18

2.46 41091 0.45 0.80 100 1352 14.18 3.32 2810 2.08

1.23 44580 0.45 0.80 100 1497 14.63 2.87 2810 1.88















3408 x 0.90 BF = 3067ppf



CRru = CRu / TLot [1625.98/7040.00 = 0.23]



CRcr = CRru / RFcrcn [0.23 / 1.00 = 0.23]


TABLE OF RESULTS


22.13 SG500 398 382 100 1.00 1692 1157 2.91 3.63

19.67 SG500 616 590 100 1.00 2538 1262 2.05 2.57

17.21 SG500 1018 976 100 1.00 3384 1294 1.27 1.59

14.75 SG500 1306 1252 100 1.00 4230 1325 1.01 1.27

12.29 SG600 1595 1529 100 1.00 5076 2234 1.40 1.75

9.83 SG600 1883 1805 100 1.00 5923 2276 1.21 1.51

7.38 SG600 2171 2081 100 1.00 6769 2318 1.07 1.34

4.92 SG600 1816 1740 100 1.00 7615 2360 1.30 1.63

3.69 SG500 1290 1237 100 1.00 7615 1451 1.12 1.41

2.46 SG500 1352 1296 100 1.00 8461 1453 1.07 1.35

1.23 SG500 1497 1435 100 1.00 8461 1453 0.97 1.21














Kh = A/2 = kh(ext) = 0.165


SEISMIC THRUST

EXTERNAL Kae

Kae Kae =0.384











Face Blocks(W1) 5076 -- 3.47 -- -- 17626

Soil(W2) 6537 -- 5.44 -- -- 35570

Soil(W3) 32969 -- 12.22 -- -- 403046

LL(W7) 740 -- 16.02 -- -- 11860

DL(W8) 1096 -- 12.02 -- -- 13175

Pa_h -- 9714 -- 8.33 80952 --

Pq_h -- 1144 -- 12.50 14306 --

Pir -- 4052 -- 12.50 50652 --

Pif -- 838 -- 12.50 10470 --

Pae_h/2 -- 3971 -- 12.50 24821 --

Sum V / H 45678.67 16589.72 Sum Mom 181201.41 481277.36




6 Appendix



Fyffe Bridge

6.1 Appendix A Csi Models and Outputs



Fyffe Bridge

License #2010*1J2ULGRNHP9JJDE

Girder A Shown, other girders similar

Prepared by

HDR, Inc

Model Name: hl93 - Girder A.bdb

10 June 2020

hl93 - Girder A.bdb CSiBridge v20.2.1 - License #2010*1J2ULGRNHP9JJDE 10 June 2020

HDR, Inc Page 2 of 24

Table: Case - Moving Load 1 - Lane Assignments

Table: Case - Moving Load 1 - Lane Assignments

Case AssignNum VehClass ScaleFactor MinLoaded MaxLoaded NumLanes

hl93 1 HL-93K 1. 0 0 1

P15 1 P15 1. 0 0 1

Table: Case - Moving Load 2 - Lanes Loaded

Table: Case - Moving Load 2 - Lanes Loaded

Case AssignNum Lane

hl93 1 LANE1

P15 1 LANE1

Table: Case - Moving Load 3 - MultiLane Factors

Table: Case - Moving Load 3 - MultiLane Factors

Case NumberLanes

ScaleFactor

hl93 1 1.

P15 1 1.

Table: Connectivity - Frame

Table: Connectivity - Frame

Frame JointI JointJ Length

ft

2 1 3 11.32

3 3 4 11.32

4 4 5 11.32

5 5 6 11.32

6 6 7 11.32

7 7 8 11.32

8 8 9 11.32

9 9 10 11.32

10 10 11 11.32

11 11 2 11.32

Table: Coordinate Systems

Table: Coordinate Systems

Name Type X Y Z AboutZ AboutY AboutX

ft ft ft Degrees Degrees Degrees

GLOBAL Cartesian 0. 0. 0. 0. 0. 0.



Table: Element Forces - Frames, Part 1 of 2


Frame Station OutputCase StepType StepLabel P V2 V3

ft Kip Kip Kip

2 0. hl93 Max 0. 0. 0.

2 1.8853 hl93 Max 0. 0.739 0.

2 3.7706 hl93 Max 0. 1.478 0.

2 5.6558 hl93 Max 0. 2.217 0.

2 5.6558 hl93 Max 0. 2.217 0.

2 7.5411 hl93 Max 0. 3.016 0.

2 9.4264 hl93 Max 0. 3.815 0.

2 11.3117 hl93 Max 0. 4.615 0.

2 11.3117 hl93 Max 0. 4.615 0.

2 11.32 hl93 Max 0. 4.796 0.

2 0. hl93 Min 0. -124.089 0.

2 1.8853 hl93 Min 0. -121.317 0.

2 3.7706 hl93 Min 0. -118.546 0.

2 5.6558 hl93 Min 0. -115.775 0.

2 5.6558 hl93 Min 0. -115.775 0.

2 7.5411 hl93 Min 0. -113.064 0.

2 9.4264 hl93 Min 0. -110.353 0.

2 11.3117 hl93 Min 0. -107.642 0.

2 11.3117 hl93 Min 0. -107.642 0.

2 11.32 hl93 Min 0. -101.224 0.

2 0. P15 Max 0. 0. 0.

2 1.8853 P15 Max 0. 1.124 0.

2 3.7706 P15 Max 0. 2.248 0.

2 5.6558 P15 Max 0. 3.373 0.

2 5.6558 P15 Max 0. 3.373 0.

2 7.5411 P15 Max 0. 4.497 0.

2 9.4264 P15 Max 0. 5.621 0.

2 11.3117 P15 Max 0. 6.745 0.

2 11.3117 P15 Max 0. 6.745 0.

2 11.32 P15 Max 0. 6.745 0.

2 0. P15 Min 0. -247.102 0.

2 1.8853 P15 Min 0. -239.324 0.

2 3.7706 P15 Min 0. -231.545 0.

2 5.6558 P15 Min 0. -223.767 0.

2 5.6558 P15 Min 0. -223.767 0.

2 7.5411 P15 Min 0. -217.022 0.

2 9.4264 P15 Min 0. -210.277 0.

2 11.3117 P15 Min 0. -203.532 0.

2 11.3117 P15 Min 0. -203.532 0.

2 11.32 P15 Min 0. -183.282 0.

3 0. hl93 Max 0. 4.796 0.

3 1.8839 hl93 Max 0. 5.968 0.

3 3.7678 hl93 Max 0. 7.14 0.

3 5.6517 hl93 Max 0. 8.312 0.

3 5.6517 hl93 Max 0. 8.312 0.

3 7.5383 hl93 Max 0. 9.942 0.

3 9.425 hl93 Max 0. 11.572 0.

3 11.3117 hl93 Max 0. 13.202 0.

3 11.3117 hl93 Max 0. 13.202 0.

3 11.32 hl93 Max 0. 13.564 0.

3 0. hl93 Min 0. -101.224 0.

3 1.8839 hl93 Min 0. -100.71 0.

3 3.7678 hl93 Min 0. -100.197 0.





ft Kip Kip Kip

3 5.6517 hl93 Min 0. -99.684 0.

3 5.6517 hl93 Min 0. -99.684 0.

3 7.5383 hl93 Min 0. -97.092 0.

3 9.425 hl93 Min 0. -94.5 0.

3 11.3117 hl93 Min 0. -91.907 0.

3 11.3117 hl93 Min 0. -91.907 0.

3 11.32 hl93 Min 0. -85.67 0.

3 0. P15 Max 0. 6.745 0.

3 1.8839 P15 Max 0. 7.87 0.

3 3.7678 P15 Max 0. 8.995 0.

3 5.6517 P15 Max 0. 10.12 0.

3 5.6517 P15 Max 0. 10.12 0.

3 7.5383 P15 Max 0. 12.166 0.

3 9.425 P15 Max 0. 14.211 0.

3 11.3117 P15 Max 0. 16.257 0.

3 11.3117 P15 Max 0. 16.257 0.

3 11.32 P15 Max 0. 16.257 0.

3 0. P15 Min 0. -183.282 0.

3 1.8839 P15 Min 0. -183.282 0.

3 3.7678 P15 Min 0. -183.282 0.

3 5.6517 P15 Min 0. -183.282 0.

3 5.6517 P15 Min 0. -183.282 0.

3 7.5383 P15 Min 0. -176.532 0.

3 9.425 P15 Min 0. -169.782 0.

3 11.3117 P15 Min 0. -163.032 0.

3 11.3117 P15 Min 0. -163.032 0.

3 11.32 P15 Min 0. -145.818 0.

4 0. hl93 Max 0. 13.564 0.

4 1.8839 hl93 Max 0. 15.143 0.

4 3.7678 hl93 Max 0. 16.722 0.

4 5.6517 hl93 Max 0. 18.3 0.

4 5.6517 hl93 Max 0. 18.3 0.

4 7.5383 hl93 Max 0. 20.228 0.

4 9.425 hl93 Max 0. 22.156 0.

4 11.3117 hl93 Max 0. 24.084 0.

4 11.3117 hl93 Max 0. 24.084 0.

4 11.32 hl93 Max 0. 24.627 0.

4 0. hl93 Min 0. -85.67 0.

4 1.8839 hl93 Min 0. -85.217 0.

4 3.7678 hl93 Min 0. -84.764 0.

4 5.6517 hl93 Min 0. -84.312 0.

4 5.6517 hl93 Min 0. -84.312 0.

4 7.5383 hl93 Min 0. -81.84 0.

4 9.425 hl93 Min 0. -79.369 0.

4 11.3117 hl93 Min 0. -76.897 0.

4 11.3117 hl93 Min 0. -76.897 0.

4 11.32 hl93 Min 0. -70.841 0.

4 0. P15 Max 0. 16.257 0.

4 1.8839 P15 Max 0. 18.507 0.

4 3.7678 P15 Max 0. 20.757 0.

4 5.6517 P15 Max 0. 23.007 0.

4 5.6517 P15 Max 0. 23.007 0.

4 7.5383 P15 Max 0. 25.257 0.

4 9.425 P15 Max 0. 27.507 0.





ft Kip Kip Kip

4 11.3117 P15 Max 0. 29.757 0.

4 11.3117 P15 Max 0. 29.757 0.

4 11.32 P15 Max 0. 29.757 0.

4 0. P15 Min 0. -145.818 0.

4 1.8839 P15 Min 0. -145.818 0.

4 3.7678 P15 Min 0. -145.818 0.

4 5.6517 P15 Min 0. -145.818 0.

4 5.6517 P15 Min 0. -145.818 0.

4 7.5383 P15 Min 0. -140.193 0.

4 9.425 P15 Min 0. -134.568 0.

4 11.3117 P15 Min 0. -128.943 0.

4 11.3117 P15 Min 0. -128.943 0.

4 11.32 P15 Min 0. -112.068 0.

5 0. hl93 Max 0. 24.627 0.

5 1.8839 hl93 Max 0. 26.435 0.

5 3.7678 hl93 Max 0. 28.242 0.

5 5.6517 hl93 Max 0. 30.049 0.

5 5.6517 hl93 Max 0. 30.049 0.

5 7.5383 hl93 Max 0. 32.098 0.

5 9.425 hl93 Max 0. 34.147 0.

5 11.3117 hl93 Max 0. 36.195 0.

5 11.3117 hl93 Max 0. 36.195 0.

5 11.32 hl93 Max 0. 36.92 0.

5 0. hl93 Min 0. -70.841 0.

5 1.8839 hl93 Min 0. -70.449 0.

5 3.7678 hl93 Min 0. -70.056 0.

5 5.6517 hl93 Min 0. -69.664 0.

5 5.6517 hl93 Min 0. -69.664 0.

5 7.5383 hl93 Min 0. -67.313 0.

5 9.425 hl93 Min 0. -64.962 0.

5 11.3117 hl93 Min 0. -62.611 0.

5 11.3117 hl93 Min 0. -62.611 0.

5 11.32 hl93 Min 0. -56.737 0.

5 0. P15 Max 0. 29.757 0.

5 1.8839 P15 Max 0. 32.725 0.

5 3.7678 P15 Max 0. 35.693 0.

5 5.6517 P15 Max 0. 38.66 0.

5 5.6517 P15 Max 0. 38.66 0.

5 7.5383 P15 Max 0. 42.035 0.

5 9.425 P15 Max 0. 45.41 0.

5 11.3117 P15 Max 0. 48.785 0.

5 11.3117 P15 Max 0. 48.785 0.

5 11.32 P15 Max 0. 48.785 0.

5 0. P15 Min 0. -112.068 0.

5 1.8839 P15 Min 0. -112.068 0.

5 3.7678 P15 Min 0. -112.068 0.

5 5.6517 P15 Min 0. -112.068 0.

5 5.6517 P15 Min 0. -112.068 0.

5 7.5383 P15 Min 0. -107.252 0.

5 9.425 P15 Min 0. -102.436 0.

5 11.3117 P15 Min 0. -97.621 0.

5 11.3117 P15 Min 0. -97.621 0.

5 11.32 P15 Min 0. -84.121 0.

6 0. hl93 Max 0. 36.92 0.





ft Kip Kip Kip

6 1.8839 hl93 Max 0. 38.787 0.

6 3.7678 hl93 Max 0. 40.655 0.

6 5.6517 hl93 Max 0. 42.523 0.

6 5.6517 hl93 Max 0. 42.523 0.

6 7.5383 hl93 Max 0. 44.692 0.

6 9.425 hl93 Max 0. 46.861 0.

6 11.3117 hl93 Max 0. 49.031 0.

6 11.3117 hl93 Max 0. 49.031 0.

6 11.32 hl93 Max 0. 49.936 0.

6 0. hl93 Min 0. -56.737 0.

6 1.8839 hl93 Min 0. -56.405 0.

6 3.7678 hl93 Min 0. -56.072 0.

6 5.6517 hl93 Min 0. -55.74 0.

6 5.6517 hl93 Min 0. -55.74 0.

6 7.5383 hl93 Min 0. -53.51 0.

6 9.425 hl93 Min 0. -51.28 0.

6 11.3117 hl93 Min 0. -49.05 0.

6 11.3117 hl93 Min 0. -49.05 0.

6 11.32 hl93 Min 0. -43.357 0.

6 0. P15 Max 0. 48.785 0.

6 1.8839 P15 Max 0. 52.16 0.

6 3.7678 P15 Max 0. 55.535 0.

6 5.6517 P15 Max 0. 58.91 0.

6 5.6517 P15 Max 0. 58.91 0.

6 7.5383 P15 Max 0. 62.801 0.

6 9.425 P15 Max 0. 66.691 0.

6 11.3117 P15 Max 0. 70.581 0.

6 11.3117 P15 Max 0. 70.581 0.

6 11.32 P15 Max 0. 70.581 0.

6 0. P15 Min 0. -84.121 0.

6 1.8839 P15 Min 0. -84.121 0.

6 3.7678 P15 Min 0. -84.121 0.

6 5.6517 P15 Min 0. -84.121 0.

6 5.6517 P15 Min 0. -84.121 0.

6 7.5383 P15 Min 0. -79.621 0.

6 9.425 P15 Min 0. -75.121 0.

6 11.3117 P15 Min 0. -70.621 0.

6 11.3117 P15 Min 0. -70.621 0.

6 11.32 P15 Min 0. -58.94 0.

7 0. hl93 Max 0. 49.936 0.

7 1.8839 hl93 Max 0. 51.864 0.

7 3.7678 hl93 Max 0. 53.792 0.

7 5.6517 hl93 Max 0. 55.72 0.

7 5.6517 hl93 Max 0. 55.72 0.

7 7.5383 hl93 Max 0. 58.011 0.

7 9.425 hl93 Max 0. 60.301 0.

7 11.3117 hl93 Max 0. 62.591 0.

7 11.3117 hl93 Max 0. 62.591 0.

7 11.32 hl93 Max 0. 63.678 0.

7 0. hl93 Min 0. -43.357 0.

7 1.8839 hl93 Min 0. -43.085 0.

7 3.7678 hl93 Min 0. -42.813 0.

7 5.6517 hl93 Min 0. -42.541 0.

7 5.6517 hl93 Min 0. -42.541 0.





ft Kip Kip Kip

7 7.5383 hl93 Min 0. -40.432 0.

7 9.425 hl93 Min 0. -38.323 0.

7 11.3117 hl93 Min 0. -36.214 0.

7 11.3117 hl93 Min 0. -36.214 0.

7 11.32 hl93 Min 0. -30.701 0.

7 0. P15 Max 0. 70.581 0.

7 1.8839 P15 Max 0. 75.081 0.

7 3.7678 P15 Max 0. 79.581 0.

7 5.6517 P15 Max 0. 84.081 0.

7 5.6517 P15 Max 0. 84.081 0.

7 7.5383 P15 Max 0. 88.581 0.

7 9.425 P15 Max 0. 93.081 0.

7 11.3117 P15 Max 0. 97.581 0.

7 11.3117 P15 Max 0. 97.581 0.

7 11.32 P15 Max 0. 97.581 0.

7 0. P15 Min 0. -58.94 0.

7 1.8839 P15 Min 0. -58.94 0.

7 3.7678 P15 Min 0. -58.94 0.

7 5.6517 P15 Min 0. -58.94 0.

7 5.6517 P15 Min 0. -58.94 0.

7 7.5383 P15 Min 0. -55.565 0.

7 9.425 P15 Min 0. -52.19 0.

7 11.3117 P15 Min 0. -48.815 0.

7 11.3117 P15 Min 0. -48.815 0.

7 11.32 P15 Min 0. -38.69 0.

8 0. hl93 Max 0. 63.678 0.

8 1.8839 hl93 Max 0. 65.666 0.

8 3.7678 hl93 Max 0. 67.654 0.

8 5.6517 hl93 Max 0. 69.643 0.

8 5.6517 hl93 Max 0. 69.643 0.

8 7.5383 hl93 Max 0. 72.054 0.

8 9.425 hl93 Max 0. 74.465 0.

8 11.3117 hl93 Max 0. 76.876 0.

8 11.3117 hl93 Max 0. 76.876 0.

8 11.32 hl93 Max 0. 78.143 0.

8 0. hl93 Min 0. -30.701 0.

8 1.8839 hl93 Min 0. -30.49 0.

8 3.7678 hl93 Min 0. -30.278 0.

8 5.6517 hl93 Min 0. -30.067 0.

8 5.6517 hl93 Min 0. -30.067 0.

8 7.5383 hl93 Min 0. -28.078 0.

8 9.425 hl93 Min 0. -26.09 0.

8 11.3117 hl93 Min 0. -24.101 0.

8 11.3117 hl93 Min 0. -24.101 0.

8 11.32 hl93 Min 0. -18.77 0.

8 0. P15 Max 0. 97.581 0.

8 1.8839 P15 Max 0. 102.393 0.

8 3.7678 P15 Max 0. 107.206 0.

8 5.6517 P15 Max 0. 112.018 0.

8 5.6517 P15 Max 0. 112.018 0.

8 7.5383 P15 Max 0. 117.643 0.

8 9.425 P15 Max 0. 123.268 0.

8 11.3117 P15 Max 0. 128.893 0.

8 11.3117 P15 Max 0. 128.893 0.





ft Kip Kip Kip

8 11.32 P15 Max 0. 128.893 0.

8 0. P15 Min 0. -38.69 0.

8 1.8839 P15 Min 0. -38.69 0.

8 3.7678 P15 Min 0. -38.69 0.

8 5.6517 P15 Min 0. -38.69 0.

8 5.6517 P15 Min 0. -38.69 0.

8 7.5383 P15 Min 0. -35.719 0.

8 9.425 P15 Min 0. -32.748 0.

8 11.3117 P15 Min 0. -29.777 0.

8 11.3117 P15 Min 0. -29.777 0.

8 11.32 P15 Min 0. -23.027 0.

9 0. hl93 Max 0. 78.143 0.

9 1.8839 hl93 Max 0. 80.192 0.

9 3.7678 hl93 Max 0. 82.241 0.

9 5.6517 hl93 Max 0. 84.29 0.

9 5.6517 hl93 Max 0. 84.29 0.

9 7.5383 hl93 Max 0. 86.821 0.

9 9.425 hl93 Max 0. 89.353 0.

9 11.3117 hl93 Max 0. 91.885 0.

9 11.3117 hl93 Max 0. 91.885 0.

9 11.32 hl93 Max 0. 93.333 0.

9 0. hl93 Min 0. -18.77 0.

9 1.8839 hl93 Min 0. -18.619 0.

9 3.7678 hl93 Min 0. -18.468 0.

9 5.6517 hl93 Min 0. -18.317 0.

9 5.6517 hl93 Min 0. -18.317 0.

9 7.5383 hl93 Min 0. -16.617 0.

9 9.425 hl93 Min 0. -14.917 0.

9 11.3117 hl93 Min 0. -13.217 0.

9 11.3117 hl93 Min 0. -13.217 0.

9 11.32 hl93 Min 0. -8.598 0.

9 0. P15 Max 0. 128.893 0.

9 1.8839 P15 Max 0. 134.518 0.

9 3.7678 P15 Max 0. 140.143 0.

9 5.6517 P15 Max 0. 145.768 0.

9 5.6517 P15 Max 0. 145.768 0.

9 7.5383 P15 Max 0. 151.503 0.

9 9.425 P15 Max 0. 157.237 0.

9 11.3117 P15 Max 0. 162.972 0.

9 11.3117 P15 Max 0. 162.972 0.

9 11.32 P15 Max 0. 162.972 0.

9 0. P15 Min 0. -23.027 0.

9 1.8839 P15 Min 0. -23.027 0.

9 3.7678 P15 Min 0. -23.027 0.

9 5.6517 P15 Min 0. -23.027 0.

9 5.6517 P15 Min 0. -23.027 0.

9 7.5383 P15 Min 0. -20.777 0.

9 9.425 P15 Min 0. -18.527 0.

9 11.3117 P15 Min 0. -16.277 0.

9 11.3117 P15 Min 0. -16.277 0.

9 11.32 P15 Min 0. -10.13 0.

10 0. hl93 Max 0. 93.333 0.

10 1.8839 hl93 Max 0. 95.443 0.

10 3.7678 hl93 Max 0. 97.552 0.





ft Kip Kip Kip

10 5.6517 hl93 Max 0. 99.661 0.

10 5.6517 hl93 Max 0. 99.661 0.

10 7.5383 hl93 Max 0. 102.313 0.

10 9.425 hl93 Max 0. 104.966 0.

10 11.3117 hl93 Max 0. 107.618 0.

10 11.3117 hl93 Max 0. 107.618 0.

10 11.32 hl93 Max 0. 109.249 0.

10 0. hl93 Min 0. -8.598 0.

10 1.8839 hl93 Min 0. -8.508 0.

10 3.7678 hl93 Min 0. -8.417 0.

10 5.6517 hl93 Min 0. -8.327 0.

10 5.6517 hl93 Min 0. -8.327 0.

10 7.5383 hl93 Min 0. -7.092 0.

10 9.425 hl93 Min 0. -5.857 0.

10 11.3117 hl93 Min 0. -4.622 0.

10 11.3117 hl93 Min 0. -4.622 0.

10 11.32 hl93 Min 0. -2.311 0.

10 0. P15 Max 0. 162.972 0.

10 1.8839 P15 Max 0. 169.722 0.

10 3.7678 P15 Max 0. 176.472 0.

10 5.6517 P15 Max 0. 183.222 0.

10 5.6517 P15 Max 0. 183.222 0.

10 7.5383 P15 Max 0. 189.972 0.

10 9.425 P15 Max 0. 196.722 0.

10 11.3117 P15 Max 0. 203.472 0.

10 11.3117 P15 Max 0. 203.472 0.

10 11.32 P15 Max 0. 203.472 0.

10 0. P15 Min 0. -10.13 0.

10 1.8839 P15 Min 0. -10.13 0.

10 3.7678 P15 Min 0. -10.13 0.

10 5.6517 P15 Min 0. -10.13 0.

10 5.6517 P15 Min 0. -10.13 0.

10 7.5383 P15 Min 0. -9.005 0.

10 9.425 P15 Min 0. -7.88 0.

10 11.3117 P15 Min 0. -6.755 0.

10 11.3117 P15 Min 0. -6.755 0.

10 11.32 P15 Min 0. -3.377 0.

11 0. hl93 Max 0. 109.249 0.

11 1.8853 hl93 Max 0. 111.42 0.

11 3.7706 hl93 Max 0. 113.592 0.

11 5.6558 hl93 Max 0. 115.763 0.

11 5.6558 hl93 Max 0. 115.763 0.

11 7.5439 hl93 Max 0. 118.538 0.

11 9.4319 hl93 Max 0. 121.313 0.

11 11.32 hl93 Max 0. 124.089 0.

11 0. hl93 Min 0. -2.311 0.

11 1.8853 hl93 Min 0. -2.281 0.

11 3.7706 hl93 Min 0. -2.25 0.

11 5.6558 hl93 Min 0. -2.22 0.

11 5.6558 hl93 Min 0. -2.22 0.

11 7.5439 hl93 Min 0. -1.48 0.

11 9.4319 hl93 Min 0. -0.74 0.

11 11.32 hl93 Min 0. 0. 0.

11 0. P15 Max 0. 203.472 0.





ft Kip Kip Kip

11 1.8853 P15 Max 0. 210.227 0.

11 3.7706 P15 Max 0. 216.982 0.

11 5.6558 P15 Max 0. 223.737 0.

11 5.6558 P15 Max 0. 223.737 0.

11 7.5439 P15 Max 0. 231.525 0.

11 9.4319 P15 Max 0. 239.314 0.

11 11.32 P15 Max 0. 247.102 0.

11 0. P15 Min 0. -3.377 0.

11 1.8853 P15 Min 0. -3.377 0.

11 3.7706 P15 Min 0. -3.377 0.

11 5.6558 P15 Min 0. -3.377 0.

11 5.6558 P15 Min 0. -3.377 0.

11 7.5439 P15 Min 0. -2.252 0.

11 9.4319 P15 Min 0. -1.126 0.

11 11.32 P15 Min 0. 0. 0.



Frame Station OutputCase StepType StepLabel T M2 M3

ft Kip-ft Kip-ft Kip-ft

2 0. hl93 Max 240.9359 0. 0.

2 1.8853 hl93 Max 235.6829 0. 221.5093

2 3.7706 hl93 Max 230.4298 0. 443.0186

2 5.6558 hl93 Max 225.1768 0. 664.5279

2 5.6558 hl93 Max 225.1768 0. 664.5279

2 7.5411 hl93 Max 220.1408 0. 861.1729

2 9.4264 hl93 Max 215.1047 0. 1057.8178

2 11.3117 hl93 Max 210.0687 0. 1254.4628

2 11.3117 hl93 Max 210.0687 0. 1254.4628

2 11.32 hl93 Max 197.8839 0. 1254.9871

2 0. hl93 Min -240.9359 0. 0.

2 1.8853 hl93 Min -235.6829 0. 0.

2 3.7706 hl93 Min -230.4298 0. 0.

2 5.6558 hl93 Min -225.1768 0. 0.

2 5.6558 hl93 Min -225.1768 0. 0.

2 7.5411 hl93 Min -220.1408 0. 0.

2 9.4264 hl93 Min -215.1047 0. 0.

2 11.3117 hl93 Min -210.0687 0. 0.

2 11.3117 hl93 Min -210.0687 0. 0.

2 11.32 hl93 Min -197.8839 0. 0.

2 0. P15 Max 494.2148 0. 0.

2 1.8853 P15 Max 478.6573 0. 421.8623

2 3.7706 P15 Max 463.0998 0. 843.7247

2 5.6558 P15 Max 447.5423 0. 1265.587

2 5.6558 P15 Max 447.5423 0. 1265.587

2 7.5411 P15 Max 434.052 0. 1611.1518

2 9.4264 P15 Max 420.5616 0. 1956.7166

2 11.3117 P15 Max 407.0713 0. 2302.2814

2 11.3117 P15 Max 407.0713 0. 2302.2814

2 11.32 P15 Max 366.5705 0. 2303.415

2 0. P15 Min -494.2148 0. 0.

2 1.8853 P15 Min -478.6573 0. 0.






2 3.7706 P15 Min -463.0998 0. 0.

2 5.6558 P15 Min -447.5423 0. 0.

2 5.6558 P15 Min -447.5423 0. 0.

2 7.5411 P15 Min -434.052 0. 0.

2 9.4264 P15 Min -420.5616 0. 0.

2 11.3117 P15 Min -407.0713 0. 0.

2 11.3117 P15 Min -407.0713 0. 0.

2 11.32 P15 Min -366.5705 0. 0.

3 0. hl93 Max 197.8839 0. 1254.9871

3 1.8839 hl93 Max 197.1231 0. 1426.7103

3 3.7678 hl93 Max 196.3622 0. 1598.4336

3 5.6517 hl93 Max 195.6013 0. 1770.1569

3 5.6517 hl93 Max 195.6013 0. 1770.1569

3 7.5383 hl93 Max 190.9962 0. 1917.1539

3 9.425 hl93 Max 186.3911 0. 2064.151

3 11.3117 hl93 Max 181.786 0. 2211.148

3 11.3117 hl93 Max 181.786 0. 2211.148

3 11.32 hl93 Max 170.2532 0. 2211.5321

3 0. hl93 Min -197.8839 0. 0.

3 1.8839 hl93 Min -197.1231 0. 0.

3 3.7678 hl93 Min -196.3622 0. 0.

3 5.6517 hl93 Min -195.6013 0. 0.

3 5.6517 hl93 Min -195.6013 0. 0.

3 7.5383 hl93 Min -190.9962 0. 0.

3 9.425 hl93 Min -186.3911 0. 0.

3 11.3117 hl93 Min -181.786 0. 0.

3 11.3117 hl93 Min -181.786 0. 0.

3 11.32 hl93 Min -170.2532 0. 0.

3 0. P15 Max 366.5705 0. 2303.415

3 1.8839 P15 Max 366.5705 0. 2572.4746

3 3.7678 P15 Max 366.5705 0. 2841.5343

3 5.6517 P15 Max 366.5705 0. 3110.5939

3 5.6517 P15 Max 366.5705 0. 3110.5939

3 7.5383 P15 Max 354.9115 0. 3386.9991

3 9.425 P15 Max 343.2524 0. 3663.4042

3 11.3117 P15 Max 331.5934 0. 3939.8094

3 11.3117 P15 Max 331.5934 0. 3939.8094

3 11.32 P15 Max 303.9151 0. 3940.5825

3 0. P15 Min -366.5705 0. 0.

3 1.8839 P15 Min -366.5705 0. 0.

3 3.7678 P15 Min -366.5705 0. 0.

3 5.6517 P15 Min -366.5705 0. 0.

3 5.6517 P15 Min -366.5705 0. 0.

3 7.5383 P15 Min -354.9115 0. 0.

3 9.425 P15 Min -343.2524 0. 0.

3 11.3117 P15 Min -331.5934 0. 0.

3 11.3117 P15 Min -331.5934 0. 0.

3 11.32 P15 Min -303.9151 0. 0.

4 0. hl93 Max 170.2532 0. 2211.5321

4 1.8839 hl93 Max 169.7097 0. 2333.5001

4 3.7678 hl93 Max 169.1662 0. 2455.4681

4 5.6517 hl93 Max 168.6226 0. 2577.4362

4 5.6517 hl93 Max 168.6226 0. 2577.4362

4 7.5383 hl93 Max 164.4522 0. 2674.6313






4 9.425 hl93 Max 160.2818 0. 2771.8263

4 11.3117 hl93 Max 156.1113 0. 2869.0214

4 11.3117 hl93 Max 156.1113 0. 2869.0214

4 11.32 hl93 Max 145.2306 0. 2869.2653

4 0. hl93 Min -170.2532 0. 0.

4 1.8839 hl93 Min -169.7097 0. 0.

4 3.7678 hl93 Min -169.1662 0. 0.

4 5.6517 hl93 Min -168.6226 0. 0.

4 5.6517 hl93 Min -168.6226 0. 0.

4 7.5383 hl93 Min -164.4522 0. 0.

4 9.425 hl93 Min -160.2818 0. 0.

4 11.3117 hl93 Min -156.1113 0. 0.

4 11.3117 hl93 Min -156.1113 0. 0.

4 11.32 hl93 Min -145.2306 0. 0.

4 0. P15 Max 303.9151 0. 3940.5825

4 1.8839 P15 Max 303.9151 0. 4175.8857

4 3.7678 P15 Max 303.9151 0. 4411.189

4 5.6517 P15 Max 303.9151 0. 4646.4922

4 5.6517 P15 Max 303.9151 0. 4646.4922

4 7.5383 P15 Max 294.9149 0. 4808.1997

4 9.425 P15 Max 285.9147 0. 4969.9072

4 11.3117 P15 Max 276.9145 0. 5131.6147

4 11.3117 P15 Max 276.9145 0. 5131.6147

4 11.32 P15 Max 254.2213 0. 5132.0475

4 0. P15 Min -303.9151 0. 0.

4 1.8839 P15 Min -303.9151 0. 0.

4 3.7678 P15 Min -303.9151 0. 0.

4 5.6517 P15 Min -303.9151 0. 0.

4 5.6517 P15 Min -303.9151 0. 0.

4 7.5383 P15 Min -294.9149 0. 0.

4 9.425 P15 Min -285.9147 0. 0.

4 11.3117 P15 Min -276.9145 0. 0.

4 11.3117 P15 Min -276.9145 0. 0.

4 11.32 P15 Min -254.2213 0. 0.

5 0. hl93 Max 145.2306 0. 2869.2653

5 1.8839 hl93 Max 144.9044 0. 2943.9498

5 3.7678 hl93 Max 144.5783 0. 3018.6343

5 5.6517 hl93 Max 144.2521 0. 3093.3188

5 5.6517 hl93 Max 144.2521 0. 3093.3188

5 7.5383 hl93 Max 140.5163 0. 3148.1599

5 9.425 hl93 Max 136.7806 0. 3203.001

5 11.3117 hl93 Max 133.0449 0. 3257.8422

5 11.3117 hl93 Max 133.0449 0. 3257.8422

5 11.32 hl93 Max 123.3168 0. 3257.8901

5 0. hl93 Min -145.2306 0. 0.

5 1.8839 hl93 Min -144.9044 0. 0.

5 3.7678 hl93 Min -144.5783 0. 0.

5 5.6517 hl93 Min -144.2521 0. 0.

5 5.6517 hl93 Min -144.2521 0. 0.

5 7.5383 hl93 Min -140.5163 0. 0.

5 9.425 hl93 Min -136.7806 0. 0.

5 11.3117 hl93 Min -133.0449 0. 0.

5 11.3117 hl93 Min -133.0449 0. 0.

5 11.32 hl93 Min -123.3168 0. 0.






5 0. P15 Max 254.2213 0. 5132.0475

5 1.8839 P15 Max 254.2213 0. 5270.0274

5 3.7678 P15 Max 254.2213 0. 5408.0072

5 5.6517 P15 Max 254.2213 0. 5545.9871

5 5.6517 P15 Max 254.2213 0. 5545.9871

5 7.5383 P15 Max 249.0898 0. 5663.8691

5 9.425 P15 Max 243.9583 0. 5781.7511

5 11.3117 P15 Max 238.8268 0. 5899.6331

5 11.3117 P15 Max 238.8268 0. 5899.6331

5 11.32 P15 Max 225.3265 0. 5899.7025

5 0. P15 Min -254.2213 0. 0.

5 1.8839 P15 Min -254.2213 0. 0.

5 3.7678 P15 Min -254.2213 0. 0.

5 5.6517 P15 Min -254.2213 0. 0.

5 5.6517 P15 Min -254.2213 0. 0.

5 7.5383 P15 Min -249.0898 0. 0.

5 9.425 P15 Min -243.9583 0. 0.

5 11.3117 P15 Min -238.8268 0. 0.

5 11.3117 P15 Min -238.8268 0. 0.

5 11.32 P15 Min -225.3265 0. 0.

6 0. hl93 Max 123.3168 0. 3257.8901

6 1.8839 hl93 Max 123.208 0. 3287.8143

6 3.7678 hl93 Max 123.0992 0. 3317.7384

6 5.6517 hl93 Max 122.9903 0. 3347.6626

6 5.6517 hl93 Max 122.9903 0. 3347.6626

6 7.5383 hl93 Max 120.3986 0. 3352.7017

6 9.425 hl93 Max 117.8069 0. 3357.7409

6 11.3117 hl93 Max 115.2152 0. 3362.78

6 11.3117 hl93 Max 115.2152 0. 3362.78

6 11.32 hl93 Max 115.2022 0. 3362.6878

6 0. hl93 Min -123.3168 0. 0.

6 1.8839 hl93 Min -123.208 0. 0.

6 3.7678 hl93 Min -123.0992 0. 0.

6 5.6517 hl93 Min -122.9903 0. 0.

6 5.6517 hl93 Min -122.9903 0. 0.

6 7.5383 hl93 Min -120.3986 0. 0.

6 9.425 hl93 Min -117.8069 0. 0.

6 11.3117 hl93 Min -115.2152 0. 0.

6 11.3117 hl93 Min -115.2152 0. 0.

6 11.32 hl93 Min -115.2022 0. 0.

6 0. P15 Max 225.3265 0. 5899.7025

6 1.8839 P15 Max 225.3265 0. 5953.6569

6 3.7678 P15 Max 225.3265 0. 6007.6112

6 5.6517 P15 Max 225.3265 0. 6061.5656

6 5.6517 P15 Max 225.3265 0. 6061.5656

6 7.5383 P15 Max 221.8567 0. 6068.2936

6 9.425 P15 Max 218.3869 0. 6075.0217

6 11.3117 P15 Max 214.9171 0. 6081.7497

6 11.3117 P15 Max 214.9171 0. 6081.7497

6 11.32 P15 Max 214.8972 0. 6081.4687

6 0. P15 Min -225.3265 0. 0.

6 1.8839 P15 Min -225.3265 0. 0.

6 3.7678 P15 Min -225.3265 0. 0.

6 5.6517 P15 Min -225.3265 0. 0.






6 5.6517 P15 Min -225.3265 0. 0.

6 7.5383 P15 Min -221.8567 0. 0.

6 9.425 P15 Min -218.3869 0. 0.

6 11.3117 P15 Min -214.9171 0. 0.

6 11.3117 P15 Min -214.9171 0. 0.

6 11.32 P15 Min -214.8972 0. 0.

7 0. hl93 Max 115.2022 0. 3362.6878

7 1.8839 hl93 Max 117.7903 0. 3357.7308

7 3.7678 hl93 Max 120.3784 0. 3352.7738

7 5.6517 hl93 Max 122.9665 0. 3347.8167

7 5.6517 hl93 Max 122.9665 0. 3347.8167

7 7.5383 hl93 Max 126.3153 0. 3317.9499

7 9.425 hl93 Max 129.664 0. 3288.0831

7 11.3117 hl93 Max 133.0128 0. 3258.2163

7 11.3117 hl93 Max 133.0128 0. 3258.2163

7 11.32 hl93 Max 133.6644 0. 3257.7837

7 0. hl93 Min -115.2022 0. 0.

7 1.8839 hl93 Min -117.7903 0. 0.

7 3.7678 hl93 Min -120.3784 0. 0.

7 5.6517 hl93 Min -122.9665 0. 0.

7 5.6517 hl93 Min -122.9665 0. 0.

7 7.5383 hl93 Min -126.3153 0. 0.

7 9.425 hl93 Min -129.664 0. 0.

7 11.3117 hl93 Min -133.0128 0. 0.

7 11.3117 hl93 Min -133.0128 0. 0.

7 11.32 hl93 Min -133.6644 0. 0.

7 0. P15 Max 214.8972 0. 6081.4687

7 1.8839 P15 Max 218.3604 0. 6074.8805

7 3.7678 P15 Max 221.8236 0. 6068.2922

7 5.6517 P15 Max 225.2867 0. 6061.7039

7 5.6517 P15 Max 225.2867 0. 6061.7039

7 7.5383 P15 Max 229.7868 0. 6007.9514

7 9.425 P15 Max 234.2869 0. 5954.1989

7 11.3117 P15 Max 238.787 0. 5900.4464

7 11.3117 P15 Max 238.787 0. 5900.4464

7 11.32 P15 Max 238.787 0. 5899.815

7 0. P15 Min -214.8972 0. 0.

7 1.8839 P15 Min -218.3604 0. 0.

7 3.7678 P15 Min -221.8236 0. 0.

7 5.6517 P15 Min -225.2867 0. 0.

7 5.6517 P15 Min -225.2867 0. 0.

7 7.5383 P15 Min -229.7868 0. 0.

7 9.425 P15 Min -234.2869 0. 0.

7 11.3117 P15 Min -238.787 0. 0.

7 11.3117 P15 Min -238.787 0. 0.

7 11.32 P15 Min -238.787 0. 0.

8 0. hl93 Max 133.6644 0. 3257.7837

8 1.8839 hl93 Max 137.1823 0. 3203.1601

8 3.7678 hl93 Max 140.7002 0. 3148.5365

8 5.6517 hl93 Max 144.2181 0. 3093.9129

8 5.6517 hl93 Max 144.2181 0. 3093.9129

8 7.5383 hl93 Max 148.1706 0. 3019.1985

8 9.425 hl93 Max 152.123 0. 2944.4841

8 11.3117 hl93 Max 156.0755 0. 2869.7697






8 11.3117 hl93 Max 156.0755 0. 2869.7697

8 11.32 hl93 Max 157.3791 0. 2869.1412

8 0. hl93 Min -133.6644 0. 0.

8 1.8839 hl93 Min -137.1823 0. 0.

8 3.7678 hl93 Min -140.7002 0. 0.

8 5.6517 hl93 Min -144.2181 0. 0.

8 5.6517 hl93 Min -144.2181 0. 0.

8 7.5383 hl93 Min -148.1706 0. 0.

8 9.425 hl93 Min -152.123 0. 0.

8 11.3117 hl93 Min -156.0755 0. 0.

8 11.3117 hl93 Min -156.0755 0. 0.

8 11.32 hl93 Min -157.3791 0. 0.

8 0. P15 Max 238.787 0. 5899.815

8 1.8839 P15 Max 243.9119 0. 5782.2425

8 3.7678 P15 Max 249.0368 0. 5664.6699

8 5.6517 P15 Max 254.1617 0. 5547.0974

8 5.6517 P15 Max 254.1617 0. 5547.0974

8 7.5383 P15 Max 261.7195 0. 5408.9665

8 9.425 P15 Max 269.2772 0. 5270.8356

8 11.3117 P15 Max 276.835 0. 5132.7048

8 11.3117 P15 Max 276.835 0. 5132.7048

8 11.32 P15 Max 276.835 0. 5131.71

8 0. P15 Min -238.787 0. 0.

8 1.8839 P15 Min -243.9119 0. 0.

8 3.7678 P15 Min -249.0368 0. 0.

8 5.6517 P15 Min -254.1617 0. 0.

8 5.6517 P15 Min -254.1617 0. 0.

8 7.5383 P15 Min -261.7195 0. 0.

8 9.425 P15 Min -269.2772 0. 0.

8 11.3117 P15 Min -276.835 0. 0.

8 11.3117 P15 Min -276.835 0. 0.

8 11.32 P15 Min -276.835 0. 0.

9 0. hl93 Max 157.3791 0. 2869.1412

9 1.8839 hl93 Max 161.1143 0. 2772.2289

9 3.7678 hl93 Max 164.8496 0. 2675.3167

9 5.6517 hl93 Max 168.5848 0. 2578.4045

9 5.6517 hl93 Max 168.5848 0. 2578.4045

9 7.5383 hl93 Max 172.972 0. 2456.3817

9 9.425 hl93 Max 177.3591 0. 2334.359

9 11.3117 hl93 Max 181.7463 0. 2212.3363

9 11.3117 hl93 Max 181.7463 0. 2212.3363

9 11.32 hl93 Max 183.7019 0. 2211.5675

9 0. hl93 Min -157.3791 0. 0.

9 1.8839 hl93 Min -161.1143 0. 0.

9 3.7678 hl93 Min -164.8496 0. 0.

9 5.6517 hl93 Min -168.5848 0. 0.

9 5.6517 hl93 Min -168.5848 0. 0.

9 7.5383 hl93 Min -172.972 0. 0.

9 9.425 hl93 Min -177.3591 0. 0.

9 11.3117 hl93 Min -181.7463 0. 0.

9 11.3117 hl93 Min -181.7463 0. 0.

9 11.32 hl93 Min -183.7019 0. 0.

9 0. P15 Max 276.835 0. 5131.71

9 1.8839 P15 Max 285.8352 0. 4970.5591






9 3.7678 P15 Max 294.8354 0. 4809.4082

9 5.6517 P15 Max 303.8356 0. 4648.2573

9 5.6517 P15 Max 303.8356 0. 4648.2573

9 7.5383 P15 Max 313.0551 0. 4412.8482

9 9.425 P15 Max 322.2746 0. 4177.4391

9 11.3117 P15 Max 331.494 0. 3942.03

9 11.3117 P15 Max 331.494 0. 3942.03

9 11.32 P15 Max 331.494 0. 3940.695

9 0. P15 Min -276.835 0. 0.

9 1.8839 P15 Min -285.8352 0. 0.

9 3.7678 P15 Min -294.8354 0. 0.

9 5.6517 P15 Min -303.8356 0. 0.

9 5.6517 P15 Min -303.8356 0. 0.

9 7.5383 P15 Min -313.0551 0. 0.

9 9.425 P15 Min -322.2746 0. 0.

9 11.3117 P15 Min -331.494 0. 0.

9 11.3117 P15 Min -331.494 0. 0.

9 11.32 P15 Min -331.494 0. 0.

10 0. hl93 Max 183.7019 0. 2211.5675

10 1.8839 hl93 Max 187.6545 0. 2064.9001

10 3.7678 hl93 Max 191.6071 0. 1918.2326

10 5.6517 hl93 Max 195.5597 0. 1771.5651

10 5.6517 hl93 Max 195.5597 0. 1771.5651

10 7.5383 hl93 Max 200.3815 0. 1599.7404

10 9.425 hl93 Max 205.2033 0. 1427.9157

10 11.3117 hl93 Max 210.0252 0. 1256.091

10 11.3117 hl93 Max 210.0252 0. 1256.091

10 11.32 hl93 Max 212.6347 0. 1255.1821

10 0. hl93 Min -183.7019 0. 0.

10 1.8839 hl93 Min -187.6545 0. 0.

10 3.7678 hl93 Min -191.6071 0. 0.

10 5.6517 hl93 Min -195.5597 0. 0.

10 5.6517 hl93 Min -195.5597 0. 0.

10 7.5383 hl93 Min -200.3815 0. 0.

10 9.425 hl93 Min -205.2033 0. 0.

10 11.3117 hl93 Min -210.0252 0. 0.

10 11.3117 hl93 Min -210.0252 0. 0.

10 11.32 hl93 Min -212.6347 0. 0.

10 0. P15 Max 331.494 0. 3940.695

10 1.8839 P15 Max 343.1464 0. 3664.6752

10 3.7678 P15 Max 354.7988 0. 3388.6554

10 5.6517 P15 Max 366.4512 0. 3112.6356

10 5.6517 P15 Max 366.4512 0. 3112.6356

10 7.5383 P15 Max 379.9515 0. 2843.4231

10 9.425 P15 Max 393.4518 0. 2574.2106

10 11.3117 P15 Max 406.952 0. 2304.9981

10 11.3117 P15 Max 406.952 0. 2304.9981

10 11.32 P15 Max 406.952 0. 2303.3025

10 0. P15 Min -331.494 0. 0.

10 1.8839 P15 Min -343.1464 0. 0.

10 3.7678 P15 Min -354.7988 0. 0.

10 5.6517 P15 Min -366.4512 0. 0.

10 5.6517 P15 Min -366.4512 0. 0.

10 7.5383 P15 Min -379.9515 0. 0.






10 9.425 P15 Min -393.4518 0. 0.

10 11.3117 P15 Min -406.952 0. 0.

10 11.3117 P15 Min -406.952 0. 0.

10 11.32 P15 Min -406.952 0. 0.

11 0. hl93 Max 212.6347 0. 1255.1821

11 1.8853 hl93 Max 216.8078 0. 1058.6054

11 3.7706 hl93 Max 220.9809 0. 862.0287

11 5.6558 hl93 Max 225.154 0. 665.452

11 5.6558 hl93 Max 225.154 0. 665.452

11 7.5439 hl93 Max 230.4147 0. 443.6347

11 9.4319 hl93 Max 235.6753 0. 221.8173

11 11.32 hl93 Max 240.9359 0. 0.

11 0. hl93 Min -212.6347 0. 0.

11 1.8853 hl93 Min -216.8078 0. 0.

11 3.7706 hl93 Min -220.9809 0. 0.

11 5.6558 hl93 Min -225.154 0. 0.

11 5.6558 hl93 Min -225.154 0. 0.

11 7.5439 hl93 Min -230.4147 0. 0.

11 9.4319 hl93 Min -235.6753 0. 0.

11 11.32 hl93 Min -240.9359 0. 0.

11 0. P15 Max 406.952 0. 2303.3025

11 1.8853 P15 Max 420.4623 0. 1957.9626

11 3.7706 P15 Max 433.9725 0. 1612.6227

11 5.6558 P15 Max 447.4827 0. 1267.2829

11 5.6558 P15 Max 447.4827 0. 1267.2829

11 7.5439 P15 Max 463.0601 0. 844.8552

11 9.4319 P15 Max 478.6374 0. 422.4276

11 11.32 P15 Max 494.2148 0. 0.

11 0. P15 Min -406.952 0. 0.

11 1.8853 P15 Min -420.4623 0. 0.

11 3.7706 P15 Min -433.9725 0. 0.

11 5.6558 P15 Min -447.4827 0. 0.

11 5.6558 P15 Min -447.4827 0. 0.

11 7.5439 P15 Min -463.0601 0. 0.

11 9.4319 P15 Min -478.6374 0. 0.

11 11.32 P15 Min -494.2148 0. 0.

Table: Frame Design Procedures

Table: Frame Design Procedures

Frame DesignProc

2 No Design

3 No Design

4 No Design

5 No Design

6 No Design

7 No Design

8 No Design

9 No Design

10 No Design

11 No Design



Table: Frame Load Transfer Options

Table: Frame Load Transfer Options

Frame Transfer

2 Yes

3 Yes

4 Yes

5 Yes

6 Yes

7 Yes

8 Yes

9 Yes

10 Yes

11 Yes

Table: Frame Section Assignments

Table: Frame Section Assignments

Frame AnalSect DesignSect MatProp

2 CA BT55 comp N.A. Default










Table: Frame Section Properties 01 - General, Part 2 of 5


SectionName Area TorsConst I33 I22 I23 AS2 AS3

ft2 ft4 ft4 ft4 ft4 ft2 ft2

CA BT55 comp 6.4236 1.246786 18.004919 3.253521 0. 3.0574 5.3173

CA I36 3. 0.496726 3.038194 0.39728 0. 1.8054 2.7122

CA I42 3.2917 0.529817 4.600694 0.405551 0. 2.0272 2.9536

CA I48 3.5833 0.56293 6.577932 0.413821 0. 2.2635 3.1787

CA I54 3.875 0.596137 8.989198 0.422092 0. 2.5077 3.3918

CA I60 4.1667 0.630034 11.906829 0.430363 0. 2.7566 3.5959

CA I66 4.4583 0.66313 15.335648 0.438633 0. 3.0083 3.7931

FSEC1 0.0459 0.000011 0.007615 0.000382 0. 0.0208 0.022





SectionName S33 S22 Z33 Z22 R33 R22

ft3 ft3 ft3 ft3 ft ft

CA BT55 comp 7.61169 1.652582 9.739402 3.400188 1.66667 0.72131

CA I36 1.928993 0.501827 2.733631 0.890625 1.00833 0.3639

CA I42 2.509491 0.512275 3.520089 0.93316 1.18333 0.35101

CA I48 3.13235 0.522722 4.379464 0.975694 1.35833 0.33983

CA I54 3.817824 0.533169 5.311756 1.018229 1.525 0.33004

CA I60 3.954225 0.543616 6.316964 1.060764 1.69167 0.32138

CA I66 5.349653 0.554063 7.395089 1.103299 1.85833 0.31366

FSEC1 0.01523 0.001836 0.017346 0.00285 0.4073 0.09128



SectionName EccV2 AMod A2Mod A3Mod JMod I2Mod I3Mod MMod

ft

CA BT55 comp 1. 1. 1. 1. 1. 2. 1.

CA I36 1. 1. 1. 1. 1. 1. 1.

CA I42 1. 1. 1. 1. 1. 1. 1.

CA I48 1. 1. 1. 1. 1. 1. 1.

CA I54 1. 1. 1. 1. 1. 1. 1.

CA I60 1. 1. 1. 1. 1. 1. 1.

CA I66 1. 1. 1. 1. 1. 1. 1.

FSEC1 1. 1. 1. 1. 1. 1. 1.


Table: Frame Section Properties 01 - General, Part

5 of 5

SectionName WMod

CA BT55 comp 1.

CA I36 1.

CA I42 1.

CA I48 1.

CA I54 1.

CA I60 1.

CA I66 1.

FSEC1 1.

Table: Joint Displacements, Part 1 of 2


Joint OutputCase StepType StepLabel U1 U2 U3 R1

ft ft ft Radians

1 hl93 Max 0. 0. 0. 0.

1 hl93 Min 0. 0. 0. 0.

1 P15 Max 0. 0. 0. 0.

1 P15 Min 0. 0. 0. 0.

2 hl93 Max 0. 0. 0. 0.

2 hl93 Min 0. 0. 0. 0.




Joint OutputCase StepType StepLabel U1 U2 U3 R1

ft ft ft Radians

2 P15 Max 0. 0. 0. 0.

2 P15 Min 0. 0. 0. 0.

3 hl93 Max 0. 0. 0. 0.006319

3 hl93 Min 0. 0. -0.048899 -0.006319

3 P15 Max 0. 0. 0. 0.01195

3 P15 Min 0. 0. -0.097298 -0.01195

4 hl93 Max 0. 0. 0. 0.011133

4 hl93 Min 0. 0. -0.093033 -0.011133

4 P15 Max 0. 0. 0. 0.020443

4 P15 Min 0. 0. -0.183412 -0.020443

5 hl93 Max 0. 0. 0. 0.014438

5 hl93 Min 0. 0. -0.128171 -0.014438

5 P15 Max 0. 0. 0. 0.026624

5 P15 Min 0. 0. -0.250727 -0.026624

6 hl93 Max 0. 0. 0. 0.016391

6 hl93 Min 0. 0. -0.150988 -0.016391

6 P15 Max 0. 0. 0. 0.030607

6 P15 Min 0. 0. -0.293473 -0.030607

7 hl93 Max 0. 0. 0. 0.016913

7 hl93 Min 0. 0. -0.158622 -0.016913

7 P15 Max 0. 0. 0. 0.03155

7 P15 Min 0. 0. -0.307924 -0.03155

8 hl93 Max 0. 0. 0. 0.01639

8 hl93 Min 0. 0. -0.150987 -0.01639

8 P15 Max 0. 0. 0. 0.030607

8 P15 Min 0. 0. -0.293477 -0.030607

9 hl93 Max 0. 0. 0. 0.014438

9 hl93 Min 0. 0. -0.12817 -0.014438

9 P15 Max 0. 0. 0. 0.026622

9 P15 Min 0. 0. -0.250731 -0.026622

10 hl93 Max 0. 0. 0. 0.011133

10 hl93 Min 0. 0. -0.093033 -0.011133

10 P15 Max 0. 0. 0. 0.020444

10 P15 Min 0. 0. -0.183413 -0.020444

11 hl93 Max 0. 0. 0. 0.00632

11 hl93 Min 0. 0. -0.048899 -0.00632

11 P15 Max 0. 0. 0. 0.011949

11 P15 Min 0. 0. -0.097297 -0.011949


Filter: CaseType <> 'LinModal' And CaseType <> 'Combination'


Joint StepLabel R2 R3

Radians Radians

1 0.004298 0.

1 0. 0.

1 0.008545 0.

1 0. 0.

2 0. 0.

2 -0.004298 0.

2 0. 0.




Joint StepLabel R2 R3

Radians Radians

2 -0.008545 0.

3 0.004088 0.

3 0. 0.

3 0.008055 0.

3 0. 0.

4 0.003489 0.

4 0. 0.

4 0.006756 0.

4 0. 0.

5 0.002579 0.

5 0. 0.

5 0.004838 0.

5 0. 0.

6 0.001467 0.

6 0. 0.

6 0.002534 0.

6 0. 0.

7 0.000414 0.

7 -0.000414 0.

7 0.000551 0.

7 -0.000551 0.

8 0. 0.

8 -0.001467 0.

8 0. 0.

8 -0.002534 0.

9 0. 0.

9 -0.002579 0.

9 0. 0.

9 -0.004838 0.

10 0. 0.

10 -0.003489 0.

10 0. 0.

10 -0.006756 0.

11 0. 0.

11 -0.004088 0.

11 0. 0.

11 -0.008055 0.

Table: Joint Pattern Definitions

Table: Joint Pattern Definitions

Pattern AutoBridge BridgeObj BridgePType

BridgeLPat

Default



Table: Joint Reactions, Part 1 of 2



Joint OutputCase StepType StepLabel F1 F2 F3 M1

Kip Kip Kip Kip-ft

1 hl93 Max 0. 0. 124.089 240.9359

1 hl93 Min 0. 0. 0. -240.9359

1 P15 Max 0. 0. 247.102 494.2148

1 P15 Min 0. 0. 0. -494.2148

2 hl93 Max 0. 0. 124.089 240.9359

2 hl93 Min 0. 0. 0. -240.9359

2 P15 Max 0. 0. 247.102 494.2148

2 P15 Min 0. 0. 0. -494.2148




Joint StepLabel M2 M3

Kip-ft Kip-ft

1 0. 0.

1 0. 0.

1 0. 0.

1 0. 0.

2 0. 0.

2 0. 0.

2 0. 0.

2 0. 0.

Table: Joint Restraint Assignments

Table: Joint Restraint Assignments

Joint U1 U2 U3 R1 R2 R3

1 Yes Yes Yes Yes No Yes

2 No Yes Yes Yes No Yes

Table: Load Pattern Definitions

Table: Load Pattern Definitions

LoadPat DesignType SelfWtMult AutoLoad NotBasePat NotRatio NotDir

DEAD Dead 1.

hl93 Vehicle Live 0.



Table: Material List 1 - By Object Type

Table: Material List 1 - By Object Type

ObjectType Material TotalWeight NumPieces

Kip

Frame Concrete 8ksi

112.709 10

Table: Material List 2 - By Section Property

Table: Material List 2 - By Section Property

Section ObjectType NumPieces TotalLength TotalWeight

ft Kip

CA BT55 comp Frame 10 113.2 112.709

Table: Material Properties 02 - Basic Mechanical Properties

Table: Material Properties 02 - Basic Mechanical Properties

Material UnitWeight UnitMass E1 G12 U12 A1

Kip/ft3 Kip-s2/ft4 Kip/ft2 Kip/ft2 1/F

4000Psi 1.5000E-01 4.6621E-03 519119.5 216299.79 0.2 5.5000E-06

A615Gr60 4.9000E-01 1.5230E-02 4176000. 6.5000E-06

A709Gr50 4.9000E-01 1.5230E-02 4176000. 1606153.85

0.3 6.5000E-06

A722Gr150TypII 4.9000E-01 1.5230E-02 4320000. 6.5000E-06

Concrete 8ksi 1.5500E-01 4.8175E-03 742118. 309215.83 0.2 5.5000E-06

Table: Material Properties 03b - Concrete Data

Table: Material Properties 03b - Concrete Data

Material Fc eFc FinalSlope EFact CreepFact ShrinkFact

Kip/ft2 Kip/ft2

4000Psi 576. 576. -0.1

Concrete 8ksi 1152. 1497.6 -0.1

Table: Multi-Step Moving Load 1 - General

Table: Multi-Step Moving Load 1 - General

LoadPat LoadDur LoadDisc

Sec Sec

hl93 10. 0.1

Table: Multi-Step Moving Load 2 - Vehicle Data

Table: Multi-Step Moving Load 2 - Vehicle Data

LoadPat Vehicle Lane Station StartTime Direction Speed FLLocation

ft Sec ft/sec

hl93 HL-93F LANE1 0. 0. Forward 1.



Table: Objects And Elements - Joints

Table: Objects And Elements - Joints

JointElem JointObject GlobalX GlobalY GlobalZ

ft ft ft

1 1 -56.6 0. 0.

2 2 56.6 0. 0.

3 3 -45.28 0. 0.

4 4 -33.96 0. 0.

5 5 -22.64 0. 0.

6 6 -11.32 0. 0.

7 7 0. 0. 0.

8 8 11.32 0. 0.

9 9 22.64 0. 0.

10 10 33.96 0. 0.

11 11 45.28 0. 0.

6.2 Appendix B Lpile Analysis



Fyffe Bridge

6.2.1 North Abutment Piles



Fyffe Bridge

================================================================================

LPile for Windows, Version 2019-11.002

Analysis of Individual Piles and Drilled Shafts

Subjected to Lateral Loading Using the p-y Method

© 1985-2019 by Ensoft, Inc.

All Rights Reserved

================================================================================

This copy of LPile is being used by:

HDR inc

walnut creek

Serial Number of Security Device: 202613844

This copy of LPile is licensed for exclusive use by:

HDR, Various, Global License

Use of this program by any entity other than HDR, Various, Global License

is a violation of the software license agreement.

--------------------------------------------------------------------------------

Files Used for Analysis

--------------------------------------------------------------------------------

Path to file locations:

\Users\jchen\Documents\Fyffe\LPile\

Name of input data file:

NorthAbut LPile (USCS units).lp11

Name of output report file:


Name of plot output file:


Name of runtime message file:


--------------------------------------------------------------------------------

Date and Time of Analysis

--------------------------------------------------------------------------------

Date: June 1, 2020 Time: 18:57:19

--------------------------------------------------------------------------------

Problem Title

--------------------------------------------------------------------------------

Project Name: Fyffe Grade Separation

Job Number:

Client: Port of Stockton

Engineer: JChen

Description:

--------------------------------------------------------------------------------

Program Options and Settings

--------------------------------------------------------------------------------

Computational Options:

- Conventional Analysis

Engineering Units Used for Data Input and Computations:

- US Customary System Units (pounds, feet, inches)

Analysis Control Options:

- Maximum number of iterations allowed = 500

- Deflection tolerance for convergence = 1.0000E-05 in

- Maximum allowable deflection = 100.0000 in

- Number of pile increments = 100

Loading Type and Number of Cycles of Loading:

- Static loading specified

- Use of p-y modification factors for p-y curves not selected

- Analysis uses layering correction (Method of Georgiadis)

- No distributed lateral loads are entered

- Loading by lateral soil movements acting on pile not selected

- Input of shear resistance at the pile tip not selected

- Input of moment resistance at the pile tip not selected

- Computation of pile-head foundation stiffness matrix not selected

- Push-over analysis of pile not selected

- Buckling analysis of pile not selected

Output Options:

- Output files use decimal points to denote decimal symbols.

- Values of pile-head deflection, bending moment, shear force, and

soil reaction are printed for full length of pile.

- Printing Increment (nodal spacing of output points) = 1

- No p-y curves to be computed and reported for user-specified depths

- Print using wide report formats

--------------------------------------------------------------------------------

Pile Structural Properties and Geometry

--------------------------------------------------------------------------------

Number of pile sections defined = 1

Total length of pile = 55.000 ft

Depth of ground surface below top of pile = 0.0000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over

the length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below Pile

Point Pile Head Diameter

No. feet inches

----- ------------- -------------

1 0.000 14.0000

2 55.000 14.0000

Input Structural Properties for Pile Sections:

----------------------------------------------

Pile Section No. 1:

Section 1 is an elastic pile

Cross-sectional shape = rectangular

Length of section = 55.000000 ft

Width of top of section = 14.000000 in

Width of bottom of section = 14.000000 in

Top Section Depth = 14.000000 in

Bottom Section Depth = 14.000000 in

Top Area = 196.000000 sq. in

Bottom Area = 196.000000 sq. in

Moment of Inertia at Top = 3201. in^4

Moment of Inertia at Bottom = 3201. in^4

Elastic Modulus = 4074281. psi

--------------------------------------------------------------------------------

Ground Slope and Pile Batter Angles

--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees

= 0.000 radians

Pile Batter Angle = 0.000 degrees

= 0.000 radians

--------------------------------------------------------------------------------

Soil and Rock Layering Information

--------------------------------------------------------------------------------

The soil profile is modelled using 11 layers

Layer 1 is soft clay, p-y criteria by Matlock, 1970

Distance from top of pile to top of layer = 0.0000 ft

Distance from top of pile to bottom of layer = 11.000000 ft

Effective unit weight at top of layer = 100.000000 pcf

Effective unit weight at bottom of layer = 100.000000 pcf

Undrained cohesion at top of layer = 700.000000 psf

Undrained cohesion at bottom of layer = 700.000000 psf

Epsilon-50 at top of layer = 0.010000

Epsilon-50 at bottom of layer = 0.010000

Layer 2 is sand, p-y criteria by Reese et al., 1974





Friction angle at top of layer = 32.000000 deg.

Friction angle at bottom of layer = 32.000000 deg.

Subgrade k at top of layer = 0.0000 pci

Subgrade k at bottom of layer = 0.0000 pci

NOTE: Default values for subgrade k will be computed for this layer.



















Layer 5 is stiff clay without free water





Undrained cohesion at top of layer = 1500. psf

Undrained cohesion at bottom of layer = 1500. psf





















(Depth of the lowest soil layer extends 70.000 ft below the pile tip)

--------------------------------------------------------------------------------

Summary of Input Soil Properties

--------------------------------------------------------------------------------

Layer Soil Type Layer Effective Undrained Angle of

E50

Layer Name Depth Unit Wt. Cohesion Friction

or kpy

Num. (p-y Curve Type) ft pcf psf deg.

krm pci

----- ------------------- ---------- ---------- ---------- ----------

---------- ----------

1 Soft 0.00 100.0000 700.0000 --

0.01000 --

Clay 11.0000 100.0000 700.0000 --

0.01000 --

2 Sand 11.0000 46.0000 -- 32.0000

-- default

(Reese, et al.) 21.0000 46.0000 -- 32.0000

-- default

3 Soft 21.0000 67.0000 1000.0000 --

0.01000 --

Clay 28.0000 67.0000 1000.0000 --

0.01000 --

4 Sand 28.0000 49.0000 -- 33.0000

-- 65.0000

(Reese, et al.) 40.0000 49.0000 -- 33.0000

-- 65.0000

5 Stiff Clay 40.0000 56.0000 1500. --

0.00700 --

w/o Free Water 46.0000 56.0000 1500. --

0.00700 --

6 Sand 46.0000 56.0000 -- 34.0000

-- 65.0000

(Reese, et al.) 57.0000 56.0000 -- 34.0000

-- 65.0000

7 Stiff Clay 57.0000 56.0000 2000. --

0.00500 --

w/o Free Water 61.0000 56.0000 2000. --

0.00500 --

8 Sand 61.0000 56.0000 -- 38.0000

-- 75.0000

(Reese, et al.) 71.0000 56.0000 -- 38.0000

-- 75.0000

9 Stiff Clay 71.0000 56.0000 3000. --

0.00500 --

w/o Free Water 89.0000 56.0000 3000. --

0.00500 --

10 Stiff Clay 89.0000 56.0000 5000. --

0.00400 --

w/o Free Water 125.0000 56.0000 5000. --

0.00400 --

11 Stiff Clay 125.0000 56.0000 5000. --

0.00400 --

w/o Free Water 125.0000 56.0000 5000. --

0.00400 --

--------------------------------------------------------------------------------

Static Loading Type

--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

--------------------------------------------------------------------------------

Pile-head Loading and Pile-head Fixity Conditions

--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust

Compute Top y Run Analysis

No. Type 1 2 Force, lbs

vs. Pile Length

----- ---- -------------------- ----------------------- ----------------

--------------- ------------

1 1 V = 15000. lbs M = 0.0000 in-lbs 227000.

No Yes

V = shear force applied normal to pile axis

M = bending moment applied to pile head

y = lateral deflection normal to pile axis

S = pile slope relative to original pile batter angle

R = rotational stiffness applied to pile head

Values of top y vs. pile lengths can be computed only for load types with

specified shear loading (Load Types 1, 2, and 3).

Thrust force is assumed to be acting axially for all pile batter angles.

--------------------------------------------------------------------------------

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness

--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:

-------------------

Moment-curvature properties were derived from elastic section properties

--------------------------------------------------------------------------------

Layering Correction Equivalent Depths of Soil & Rock Layers

--------------------------------------------------------------------------------

Top of Equivalent

Layer Top Depth Same Layer Layer is F0 F1

Layer Below Below Type As Rock or Integral Integral

No. Pile Head Grnd Surf Layer is Below for Layer for Layer

ft ft Above Rock Layer lbs lbs

----- ---------- ---------- ---------- ---------- ---------- ----------

1 0.00 0.00 N.A. No 0.00 55125.

2 11.0000 8.4909 No No 55125. 345426.

3 21.0000 42.1249 No No 400551. 73500.

4 28.0000 20.0261 No No 474051. 1151359.

5 40.0000 107.4362 No No 1625410. 94500.

6 46.0000 33.9007 No No 1719910. 1402144.

7 57.0000 57.0000 No No 3122054. 0.00

8 61.0000 61.0000 No No 0.00 0.00

9 71.0000 71.0000 No No 0.00 0.00

10 89.0000 89.0000 No No 0.00 0.00

11 125.0000 125.0000 No No 0.00 N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals

for Layer n. Layering correction equivalent depths are computed only

for soil types with both shallow-depth and deep-depth expressions for

peak lateral load transfer. These soil types are soft and stiff clays,

non-liquefied sands, and cemented c-phi soil.

--------------------------------------------------------------------------------

Computed Values of Pile Loading and Deflection

for Lateral Loading for Load Case Number 1

--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 15000.0 lbs

Applied moment at pile head = 0.0 in-lbs

Axial thrust load on pile head = 227000.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil

Res. Soil Spr. Distrib.

X y Moment Force S Stress Stiffness p

Es*h Lat. Load

feet inches in-lbs lbs radians psi* in-lb^2

lb/inch lb/inch lb/inch

---------- ---------- ---------- ---------- ---------- ---------- ----------

---------- ---------- ----------

0.00 0.7309 2.66E-07 15000. -0.00784 1158. 1.30E+10

-130.4853 589.1072 0.00

0.5500 0.6792 107911. 14105. -0.00782 1394. 1.30E+10

-140.6678 1367. 0.00

1.1000 0.6277 209613. 13146. -0.00774 1616. 1.30E+10

-150.0184 1577. 0.00

1.6500 0.5770 304621. 12128. -0.00761 1824. 1.30E+10

-158.4985 1813. 0.00

2.2000 0.5273 392493. 11057. -0.00743 2016. 1.30E+10

-166.0713 2078. 0.00

2.7500 0.4790 472835. 9939. -0.00721 2192. 1.30E+10

-172.7014 2380. 0.00

3.3000 0.4321 545295. 8780. -0.00695 2350. 1.30E+10

-178.3547 2724. 0.00

3.8500 0.3872 609572. 7588. -0.00666 2491. 1.30E+10

-182.9980 3120. 0.00

4.4000 0.3442 665416. 6368. -0.00634 2613. 1.30E+10

-186.5992 3578. 0.00

4.9500 0.3035 712627. 5128. -0.00599 2716. 1.30E+10

-189.1265 4113. 0.00

5.5000 0.2651 751059. 3875. -0.00562 2800. 1.30E+10

-190.5481 4743. 0.00

6.0500 0.2293 780622. 2617. -0.00523 2865. 1.30E+10

-190.8316 5493. 0.00

6.6000 0.1961 801281. 1360. -0.00483 2910. 1.30E+10

-189.9428 6394. 0.00

7.1500 0.1655 813058. 113.5461 -0.00442 2936. 1.30E+10

-187.8446 7491. 0.00

7.7000 0.1377 816036. -1115. -0.00401 2942. 1.30E+10

-184.4939 8845. 0.00

8.2500 0.1125 810359. -2317. -0.00360 2930. 1.30E+10

-179.8391 10547. 0.00

8.8000 0.09013 796234. -3485. -0.00319 2899. 1.30E+10

-173.8131 12727. 0.00

9.3500 0.07038 773934. -4607. -0.00280 2850. 1.30E+10

-166.3232 15597. 0.00

9.9000 0.05322 743802. -5675. -0.00241 2785. 1.30E+10

-157.2319 19500. 0.00

10.4500 0.03853 706257. -6676. -0.00205 2702. 1.30E+10

-146.3176 25061. 0.00

11.0000 0.02621 661803. -7864. -0.00170 2605. 1.30E+10

-213.5861 53781. 0.00

11.5500 0.01610 607544. -9142. -0.00138 2487. 1.30E+10

-173.8023 71256. 0.00

12.1000 0.00801 545253. -10035. -0.00109 2350. 1.30E+10

-96.7308 79662. 0.00

12.6500 0.00175 478336. -10427. -8.28E-04 2204. 1.30E+10

-22.0968 83283. 0.00

13.2000 -0.00291 410093. -10374. -6.03E-04 2055. 1.30E+10

38.3749 86904. 0.00

13.7500 -0.00621 343211. -9966. -4.13E-04 1909. 1.30E+10

85.1810 90525. 0.00

14.3000 -0.00836 279779. -9291. -2.55E-04 1770. 1.30E+10

119.2534 94146. 0.00

14.8500 -0.00958 221329. -8430. -1.28E-04 1642. 1.30E+10

141.8438 97767. 0.00

15.4000 -0.01005 168891. -7452. -2.94E-05 1527. 1.30E+10

154.4127 101388. 0.00

15.9500 -0.00996 123051. -6419. 4.44E-05 1427. 1.30E+10

158.5301 105009. 0.00

16.5000 -0.00947 84023. -5382. 9.68E-05 1342. 1.30E+10

155.7872 108630. 0.00

17.0500 -0.00869 51718. -4380. 1.31E-04 1271. 1.30E+10

147.7245 112251. 0.00

17.6000 -0.00773 25808. -3445. 1.51E-04 1215. 1.30E+10

135.7742 115872. 0.00

18.1500 -0.00670 5793. -2597. 1.59E-04 1171. 1.30E+10

121.2188 119493. 0.00

18.7000 -0.00564 -8946. -1850. 1.58E-04 1178. 1.30E+10

105.1632 123114. 0.00

19.2500 -0.00461 -19098. -1311. 1.51E-04 1200. 1.30E+10

58.1730 83286. 0.00

19.8000 -0.00365 -26701. -962.6439 1.39E-04 1217. 1.30E+10

47.3229 85665. 0.00

20.3500 -0.00277 -32222. -684.4863 1.24E-04 1229. 1.30E+10

36.9673 88045. 0.00

20.9000 -0.00200 -36109. -471.8924 1.07E-04 1237. 1.30E+10

27.4551 90425. 0.00

21.4500 -0.00136 -38772. -154.4536 8.82E-05 1243. 1.30E+10

68.7384 334244. 0.00

22.0000 -8.40E-04 -38412. 265.7078 6.86E-05 1242. 1.30E+10

58.5832 460194. 0.00

22.5500 -4.51E-04 -35470. 616.1945 4.99E-05 1236. 1.30E+10

47.6249 696415. 0.00

23.1000 -1.81E-04 -30428. 889.2583 3.33E-05 1225. 1.30E+10

35.1217 1280923. 0.00

23.6500 -1.22E-05 -23832. 1052. 1.95E-05 1210. 1.30E+10

14.3271 7748172. 0.00

24.2000 7.70E-05 -16594. 1013. 9.31E-06 1194. 1.30E+10

-26.4001 2263846. 0.00

24.7500 1.11E-04 -10494. 827.1164 2.46E-06 1181. 1.30E+10

-29.8066 1776793. 0.00

25.3000 1.09E-04 -5683. 630.7708 -1.63E-06 1171. 1.30E+10

-29.6921 1790893. 0.00

25.8500 8.92E-05 -2162. 441.2659 -3.62E-06 1163. 1.30E+10

-27.7336 2053183. 0.00

26.4000 6.17E-05 152.1016 268.8020 -4.13E-06 1158. 1.30E+10

-24.5282 2625717. 0.00

26.9500 3.47E-05 1398. 121.0365 -3.74E-06 1161. 1.30E+10

-20.2493 3855272. 0.00

27.5000 1.23E-05 1761. 6.8061 -2.94E-06 1162. 1.30E+10

-14.3660 7679611. 0.00

28.0500 -4.09E-06 1497. -40.3063 -2.11E-06 1161. 1.30E+10

0.08952 144401. 0.00

28.6000 -1.55E-05 1235. -38.8675 -1.42E-06 1161. 1.30E+10

0.3465 147233. 0.00

29.1500 -2.28E-05 987.9424 -36.0100 -8.58E-07 1160. 1.30E+10

0.5194 150064. 0.00

29.7000 -2.69E-05 762.5007 -32.2425 -4.15E-07 1160. 1.30E+10

0.6222 152896. 0.00

30.2500 -2.83E-05 563.5854 -27.9835 -7.98E-08 1159. 1.30E+10

0.6684 155727. 0.00

30.8000 -2.79E-05 393.3581 -23.5648 1.62E-07 1159. 1.30E+10

0.6706 158558. 0.00

31.3500 -2.62E-05 252.0439 -19.2387 3.26E-07 1159. 1.30E+10

0.6403 161390. 0.00

31.9000 -2.36E-05 138.4312 -15.1865 4.24E-07 1158. 1.30E+10

0.5876 164221. 0.00

32.4500 -2.06E-05 50.3103 -11.5280 4.72E-07 1158. 1.30E+10

0.5210 167053. 0.00

33.0000 -1.74E-05 -15.1532 -8.3320 4.81E-07 1158. 1.30E+10

0.4475 169884. 0.00

33.5500 -1.42E-05 -61.1129 -5.6259 4.62E-07 1158. 1.30E+10

0.3725 172715. 0.00

34.1000 -1.13E-05 -90.7992 -3.4056 4.23E-07 1158. 1.30E+10

0.3003 175547. 0.00

34.6500 -8.65E-06 -107.3356 -1.6433 3.73E-07 1158. 1.30E+10

0.2337 178378. 0.00

35.2000 -6.36E-06 -113.6091 -0.2953 3.17E-07 1158. 1.30E+10

0.1748 181210. 0.00

35.7500 -4.46E-06 -112.1842 0.6919 2.60E-07 1158. 1.30E+10

0.1244 184041. 0.00

36.3000 -2.93E-06 -105.2560 1.3762 2.05E-07 1158. 1.30E+10

0.08300 186872. 0.00

36.8500 -1.75E-06 -94.6325 1.8165 1.55E-07 1158. 1.30E+10

0.05040 189704. 0.00

37.4000 -8.92E-07 -81.7418 2.0686 1.10E-07 1158. 1.30E+10

0.02601 192535. 0.00

37.9500 -3.03E-07 -67.6560 2.1840 7.21E-08 1158. 1.30E+10

0.00897 195367. 0.00

38.5000 6.00E-08 -53.1284 2.2077 4.15E-08 1158. 1.30E+10

-0.00180 198198. 0.00

39.0500 2.45E-07 -38.6391 2.1771 1.83E-08 1158. 1.30E+10

-0.00748 201029. 0.00

39.6000 3.02E-07 -24.4461 2.1216 2.36E-09 1158. 1.30E+10

-0.00932 203861. 0.00

40.1500 2.77E-07 -10.6408 1.6975 -6.52E-09 1158. 1.30E+10

-0.1192 2844155. 0.00

40.7000 2.16E-07 -2.0201 0.9971 -9.72E-09 1158. 1.30E+10

-0.09302 2844155. 0.00

41.2500 1.48E-07 2.5501 0.4792 -9.59E-09 1158. 1.30E+10

-0.06392 2844155. 0.00

41.8000 8.93E-08 4.3338 0.1412 -7.84E-09 1158. 1.30E+10

-0.03850 2844155. 0.00

42.3500 4.48E-08 4.4374 -0.04955 -5.62E-09 1158. 1.30E+10

-0.01931 2844155. 0.00

42.9000 1.51E-08 3.6967 -0.1347 -3.57E-09 1158. 1.30E+10

-0.00650 2844155. 0.00

43.4500 -2.28E-09 2.6699 -0.1529 -1.96E-09 1158. 1.30E+10

9.81E-04 2844155. 0.00

44.0000 -1.07E-08 1.6838 -0.1345 -8.54E-10 1158. 1.30E+10

0.00462 2844155. 0.00

44.5500 -1.35E-08 0.8977 -0.09993 -2.01E-10 1158. 1.30E+10

0.00584 2844155. 0.00

45.1000 -1.34E-08 0.3653 -0.06164 1.19E-10 1158. 1.30E+10

0.00576 2844155. 0.00

45.6500 -1.20E-08 0.08371 -0.02557 2.32E-10 1158. 1.30E+10

0.00516 2844155. 0.00

46.2000 -1.03E-08 0.02705 -0.00730 2.60E-10 1158. 1.30E+10

3.72E-04 237838. 0.00

46.7500 -8.55E-09 -0.01343 -0.00504 2.64E-10 1158. 1.30E+10

3.12E-04 240669. 0.00

47.3000 -6.83E-09 -0.04032 -0.00318 2.50E-10 1158. 1.30E+10

2.52E-04 243500. 0.00

47.8500 -5.25E-09 -0.05620 -0.00170 2.26E-10 1158. 1.30E+10

1.96E-04 246332. 0.00

48.4000 -3.86E-09 -0.06350 -5.77E-04 1.95E-10 1158. 1.30E+10

1.46E-04 249163. 0.00

48.9500 -2.67E-09 -0.06441 2.40E-04 1.63E-10 1158. 1.30E+10

1.02E-04 251995. 0.00

49.5000 -1.71E-09 -0.06082 7.94E-04 1.31E-10 1158. 1.30E+10

6.59E-05 254826. 0.00

50.0500 -9.41E-10 -0.05432 0.00113 1.02E-10 1158. 1.30E+10

3.67E-05 257657. 0.00

50.6000 -3.58E-10 -0.04618 0.00130 7.67E-11 1158. 1.30E+10

1.41E-05 260489. 0.00

51.1500 7.14E-11 -0.03739 0.00134 5.55E-11 1158. 1.30E+10

-2.85E-06 263320. 0.00

51.7000 3.76E-10 -0.02869 0.00128 3.88E-11 1158. 1.30E+10

-1.51E-05 266152. 0.00

52.2500 5.84E-10 -0.02063 0.00115 2.63E-11 1158. 1.30E+10

-2.38E-05 268983. 0.00

52.8000 7.23E-10 -0.01360 9.73E-04 1.77E-11 1158. 1.30E+10

-2.98E-05 271814. 0.00

53.3500 8.17E-10 -0.00785 7.62E-04 1.23E-11 1158. 1.30E+10

-3.40E-05 274646. 0.00

53.9000 8.85E-10 -0.00357 5.27E-04 9.37E-12 1158. 1.30E+10

-3.72E-05 277477. 0.00

54.4500 9.41E-10 -9.16E-04 2.73E-04 8.23E-12 1158. 1.30E+10

-4.00E-05 280309. 0.00

55.0000 9.94E-10 0.00 0.00 8.00E-12 1158. 1.30E+10

-4.26E-05 141570. 0.00

* The above values of total stress are combined axial and bending stresses.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.73093916 inches

Computed slope at pile head = -0.00784471 radians

Maximum bending moment = 816036. inch-lbs

Maximum shear force = 15000. lbs

Depth of maximum bending moment = 7.70000000 feet below pile head

Depth of maximum shear force = 0.000000 feet below pile head

Number of iterations = 24

Number of zero deflection points = 6

--------------------------------------------------------------------------------

Summary of Pile-head Responses for Conventional Analyses

--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs

Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians

Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.

Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs

Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max

Shear Max Moment

Case Type Pile-head Type Pile-head Loading Deflection Rotation in

Pile in Pile

No. 1 Load 1 2 Load 2 lbs inches radians lbs

in-lbs

---- ----- ---------- ---------- ---------- ---------- ---------- ----------

---------- ----------

1 V, lb 15000. M, in-lb 0.00 227000. 0.7309 -0.00784

15000. 816036.

Maximum pile-head deflection = 0.7309391560 inches

Maximum pile-head rotation = -0.0078447071 radians = -0.449469 deg.

The analysis ended normally.

6.2.2 South Abutment Piles



Fyffe Bridge

================================================================================

LPile for Windows, Version 2019-11.002

Analysis of Individual Piles and Drilled Shafts

Subjected to Lateral Loading Using the p-y Method

© 1985-2019 by Ensoft, Inc.

All Rights Reserved

================================================================================

This copy of LPile is being used by:

HDR inc

walnut creek

Serial Number of Security Device: 202613844

This copy of LPile is licensed for exclusive use by:

HDR, Various, Global License

Use of this program by any entity other than HDR, Various, Global License

is a violation of the software license agreement.

--------------------------------------------------------------------------------

Files Used for Analysis

--------------------------------------------------------------------------------

Path to file locations:

\Users\jchen\Documents\Fyffe\LPile\

Name of input data file:

SouthAbut LPile (USCS units).lp11

Name of output report file:


Name of plot output file:


Name of runtime message file:


--------------------------------------------------------------------------------

Date and Time of Analysis

--------------------------------------------------------------------------------

Date: June 1, 2020 Time: 18:58:35

--------------------------------------------------------------------------------

Problem Title

--------------------------------------------------------------------------------

Project Name: Fyffe Grade Separation

Job Number:

Client: Port of Stockton

Engineer: JChen

Description:

--------------------------------------------------------------------------------

Program Options and Settings

--------------------------------------------------------------------------------

Computational Options:

- Conventional Analysis

Engineering Units Used for Data Input and Computations:

- US Customary System Units (pounds, feet, inches)

Analysis Control Options:

- Maximum number of iterations allowed = 500

- Deflection tolerance for convergence = 1.0000E-05 in

- Maximum allowable deflection = 100.0000 in

- Number of pile increments = 100

Loading Type and Number of Cycles of Loading:

- Static loading specified

- Use of p-y modification factors for p-y curves not selected

- Analysis uses layering correction (Method of Georgiadis)

- No distributed lateral loads are entered

- Loading by lateral soil movements acting on pile not selected

- Input of shear resistance at the pile tip not selected

- Input of moment resistance at the pile tip not selected

- Computation of pile-head foundation stiffness matrix not selected

- Push-over analysis of pile not selected

- Buckling analysis of pile not selected

Output Options:

- Output files use decimal points to denote decimal symbols.

- Values of pile-head deflection, bending moment, shear force, and

soil reaction are printed for full length of pile.

- Printing Increment (nodal spacing of output points) = 1

- No p-y curves to be computed and reported for user-specified depths

- Print using wide report formats

--------------------------------------------------------------------------------

Pile Structural Properties and Geometry

--------------------------------------------------------------------------------

Number of pile sections defined = 1

Total length of pile = 55.000 ft

Depth of ground surface below top of pile = 0.0000 ft

Pile diameters used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over

the length of the pile. A summary of values of pile diameter vs. depth follows.

Depth Below Pile

Point Pile Head Diameter

No. feet inches

----- ------------- -------------

1 0.000 14.0000

2 55.000 14.0000

Input Structural Properties for Pile Sections:

----------------------------------------------

Pile Section No. 1:

Section 1 is an elastic pile

Cross-sectional shape = rectangular

Length of section = 55.000000 ft

Width of top of section = 14.000000 in

Width of bottom of section = 14.000000 in

Top Section Depth = 14.000000 in

Bottom Section Depth = 14.000000 in

Top Area = 196.000000 sq. in

Bottom Area = 196.000000 sq. in

Moment of Inertia at Top = 3201. in^4

Moment of Inertia at Bottom = 3201. in^4

Elastic Modulus = 4074281. psi

--------------------------------------------------------------------------------

Ground Slope and Pile Batter Angles

--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees

= 0.000 radians

Pile Batter Angle = 0.000 degrees

= 0.000 radians

--------------------------------------------------------------------------------

Soil and Rock Layering Information

--------------------------------------------------------------------------------

The soil profile is modelled using 11 layers


























(Depth of the lowest soil layer extends 70.000 ft below the pile tip)

--------------------------------------------------------------------------------

Summary of Input Soil Properties

--------------------------------------------------------------------------------

Layer Soil Type Layer Effective Undrained Angle of

E50

Layer Name Depth Unit Wt. Cohesion Friction

or kpy

Num. (p-y Curve Type) ft pcf psf deg.

krm pci

----- ------------------- ---------- ---------- ---------- ----------

---------- ----------

1 Soft 0.00 100.0000 1000.0000 --

0.01000 --

Clay 10.0000 100.0000 1000.0000 --

0.01000 --

2 Soft 10.0000 38.0000 1000.0000 --

0.01000 --

Clay 17.0000 38.0000 1000.0000 --

0.01000 --

3 Stiff Clay 17.0000 46.0000 1500. --

0.00700 --

w/o Free Water 26.0000 46.0000 1500. --

0.00700 --

4 Sand 26.0000 49.0000 -- 32.0000

-- 62.0000

(Reese, et al.) 32.0000 49.0000 -- 32.0000

-- 62.0000

5 Stiff Clay 32.0000 56.0000 1500. --

0.00700 --

w/o Free Water 45.0000 56.0000 1500. --

0.00700 --

6 Sand 45.0000 56.0000 -- 36.0000

-- 70.0000

(Reese, et al.) 50.0000 56.0000 -- 36.0000

-- 70.0000

7 Stiff Clay 50.0000 56.0000 2000. --

0.00500 --

w/o Free Water 64.0000 56.0000 2000. --

0.00500 --

8 Stiff Clay 64.0000 56.0000 38.0000 --

75.0000 --

w/o Free Water 74.0000 56.0000 38.0000 --

75.0000 --

9 Stiff Clay 74.0000 56.0000 3000. --

0.00500 --

w/o Free Water 94.0000 56.0000 3000. --

0.00500 --

10 Sand 94.0000 56.0000 -- 36.0000

-- 70.0000

(Reese, et al.) 105.0000 56.0000 -- 36.0000

-- 70.0000

11 Stiff Clay 105.0000 56.0000 5000. --

0.00400 --

w/o Free Water 125.0000 56.0000 5000. --

0.00400 --

--------------------------------------------------------------------------------

Static Loading Type

--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

--------------------------------------------------------------------------------

Pile-head Loading and Pile-head Fixity Conditions

--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust

Compute Top y Run Analysis

No. Type 1 2 Force, lbs

vs. Pile Length

----- ---- -------------------- ----------------------- ----------------

--------------- ------------

1 1 V = 15000. lbs M = 0.0000 in-lbs 235000.

No Yes

V = shear force applied normal to pile axis

M = bending moment applied to pile head

y = lateral deflection normal to pile axis

S = pile slope relative to original pile batter angle

R = rotational stiffness applied to pile head

Values of top y vs. pile lengths can be computed only for load types with

specified shear loading (Load Types 1, 2, and 3).

Thrust force is assumed to be acting axially for all pile batter angles.

--------------------------------------------------------------------------------

Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness

--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:

-------------------

Moment-curvature properties were derived from elastic section properties

--------------------------------------------------------------------------------

Layering Correction Equivalent Depths of Soil & Rock Layers

--------------------------------------------------------------------------------

Top of Equivalent

Layer Top Depth Same Layer Layer is F0 F1

Layer Below Below Type As Rock or Integral Integral

No. Pile Head Grnd Surf Layer is Below for Layer for Layer

ft ft Above Rock Layer lbs lbs

----- ---------- ---------- ---------- ---------- ---------- ----------

1 0.00 0.00 N.A. No 0.00 65833.

2 10.0000 10.0000 Yes No 65833. 72923.

3 17.0000 12.9921 No No 138757. 141671.

4 26.0000 17.8779 No No 280428. 356435.

5 32.0000 44.6938 No No 636863. 204750.

6 45.0000 23.8592 No No 841613. 624098.

7 50.0000 74.1589 No No 1465712. 105000.

8 64.0000 64.0000 No No 1570712. 0.00

9 74.0000 74.0000 No No 0.00 0.00

10 94.0000 94.0000 No No 0.00 0.00

11 105.0000 105.0000 No No 0.00 N.A.

Notes: The F0 integral of Layer n+1 equals the sum of the F0 and F1 integrals

for Layer n. Layering correction equivalent depths are computed only

for soil types with both shallow-depth and deep-depth expressions for

peak lateral load transfer. These soil types are soft and stiff clays,

non-liquefied sands, and cemented c-phi soil.

--------------------------------------------------------------------------------

Computed Values of Pile Loading and Deflection

for Lateral Loading for Load Case Number 1

--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 15000.0 lbs

Applied moment at pile head = 0.0 in-lbs

Axial thrust load on pile head = 235000.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil

Res. Soil Spr. Distrib.

X y Moment Force S Stress Stiffness p

Es*h Lat. Load

feet inches in-lbs lbs radians psi* in-lb^2

lb/inch lb/inch lb/inch

---------- ---------- ---------- ---------- ---------- ---------- ----------

---------- ---------- ----------

0.00 0.4689 3.32E-07 15000. -0.00574 1199. 1.30E+10

-160.7669 1131. 0.00

0.5500 0.4310 104396. 13904. -0.00571 1427. 1.30E+10

-171.4658 2626. 0.00

1.1000 0.3935 201241. 12740. -0.00563 1639. 1.30E+10

-181.0350 3036. 0.00

1.6500 0.3567 290042. 11518. -0.00551 1833. 1.30E+10

-189.4210 3505. 0.00

2.2000 0.3208 370364. 10244. -0.00534 2009. 1.30E+10

-196.5730 4044. 0.00

2.7500 0.2862 441833. 8927. -0.00514 2165. 1.30E+10

-202.4426 4669. 0.00

3.3000 0.2530 504137. 7576. -0.00490 2301. 1.30E+10

-206.9837 5399. 0.00

3.8500 0.2215 557029. 6200. -0.00463 2417. 1.30E+10

-210.1517 6261. 0.00

4.4000 0.1919 600330. 4807. -0.00434 2512. 1.30E+10

-211.9031 7287. 0.00

4.9500 0.1643 633928. 3407. -0.00402 2585. 1.30E+10

-212.1945 8524. 0.00

5.5000 0.1388 657787. 2011. -0.00370 2637. 1.30E+10

-210.9814 10031. 0.00

6.0500 0.1155 671938. 627.5546 -0.00336 2668. 1.30E+10

-208.2159 11896. 0.00

6.6000 0.09446 676492. -732.2411 -0.00302 2678. 1.30E+10

-203.8434 14242. 0.00

7.1500 0.07567 671636. -2058. -0.00268 2668. 1.30E+10

-197.7973 17252. 0.00

7.7000 0.05912 657637. -3337. -0.00234 2637. 1.30E+10

-189.9887 21210. 0.00

8.2500 0.04476 634846. -4559. -0.00201 2587. 1.30E+10

-180.2892 26582. 0.00

8.8000 0.03253 603703. -5710. -0.00170 2519. 1.30E+10

-168.4943 34185. 0.00

9.3500 0.02231 564747. -6775. -0.00141 2434. 1.30E+10

-154.2456 45625. 0.00

9.9000 0.01398 518628. -7736. -0.00113 2333. 1.30E+10

-136.8282 64591. 0.00

10.4500 0.00738 466142. -8564. -8.82E-04 2218. 1.30E+10

-114.1312 102046. 0.00

11.0000 0.00234 408319. -9205. -6.61E-04 2092. 1.30E+10

-80.1948 226306. 0.00

11.5500 -0.00134 346682. -9244. -4.70E-04 1957. 1.30E+10

68.3709 336661. 0.00

12.1000 -0.00386 287752. -8697. -3.09E-04 1828. 1.30E+10

97.3636 166403. 0.00

12.6500 -0.00542 232836. -8016. -1.78E-04 1708. 1.30E+10

109.0388 132727. 0.00

13.2000 -0.00620 182488. -7280. -7.24E-05 1598. 1.30E+10

114.0578 121322. 0.00

13.7500 -0.00638 136965. -6524. 8.40E-06 1498. 1.30E+10

115.1130 119118. 0.00

14.3000 -0.00609 96348. -5770. 6.74E-05 1410. 1.30E+10

113.3794 122794. 0.00

14.8500 -0.00549 60595. -5034. 1.07E-04 1331. 1.30E+10

109.4908 131674. 0.00

15.4000 -0.00468 29564. -4330. 1.30E-04 1264. 1.30E+10

103.8282 146430. 0.00

15.9500 -0.00377 3032. -3669. 1.38E-04 1206. 1.30E+10

96.6335 169046. 0.00

16.5000 -0.00286 -19293. -3059. 1.34E-04 1241. 1.30E+10

88.0659 203535. 0.00

17.0500 -0.00200 -37767. -2118. 1.20E-04 1282. 1.30E+10

197.3037 650124. 0.00

17.6000 -0.00128 -47616. -884.7328 9.80E-05 1303. 1.30E+10

176.2815 911481. 0.00

18.1500 -7.09E-04 -49749. 199.1680 7.34E-05 1308. 1.30E+10

152.1733 1416742. 0.00

18.7000 -3.08E-04 -45215. 1109. 4.94E-05 1298. 1.30E+10

123.4877 2650293. 0.00

19.2500 -5.71E-05 -35266. 1598. 2.90E-05 1276. 1.30E+10

24.6207 2844155. 0.00

19.8000 7.55E-05 -24216. 1572. 1.40E-05 1252. 1.30E+10

-32.5254 2844155. 0.00

20.3500 1.27E-04 -14565. 1283. 4.15E-06 1231. 1.30E+10

-54.8198 2844155. 0.00

20.9000 1.30E-04 -7290. 917.0735 -1.38E-06 1215. 1.30E+10

-56.1525 2844155. 0.00

21.4500 1.09E-04 -2455. 576.6910 -3.84E-06 1204. 1.30E+10

-46.9937 2844155. 0.00

22.0000 7.96E-05 334.2620 308.4177 -4.38E-06 1200. 1.30E+10

-34.3012 2844155. 0.00

22.5500 5.13E-05 1629. 122.3270 -3.88E-06 1203. 1.30E+10

-22.0899 2844155. 0.00

23.1000 2.84E-05 1961. 9.0930 -2.97E-06 1203. 1.30E+10

-12.2235 2844155. 0.00

23.6500 1.20E-05 1759. -48.3364 -2.03E-06 1203. 1.30E+10

-5.1794 2844155. 0.00

24.2000 1.55E-06 1329. -67.6268 -1.25E-06 1202. 1.30E+10

-0.6662 2844155. 0.00

24.7500 -4.49E-06 869.8513 -63.4438 -6.94E-07 1201. 1.30E+10

1.9338 2844155. 0.00

25.3000 -7.62E-06 493.9761 -46.2316 -3.49E-07 1200. 1.30E+10

3.2820 2844155. 0.00

25.8500 -9.09E-06 260.6763 -22.4676 -1.58E-07 1200. 1.30E+10

3.9192 2844155. 0.00

26.4000 -9.70E-06 197.8937 -8.9053 -4.21E-08 1199. 1.30E+10

0.1906 129635. 0.00

26.9500 -9.65E-06 143.2575 -7.6378 4.42E-08 1199. 1.30E+10

0.1935 132335. 0.00

27.5000 -9.12E-06 96.9376 -6.3836 1.05E-07 1199. 1.30E+10

0.1866 135036. 0.00

28.0500 -8.26E-06 58.6688 -5.1987 1.44E-07 1199. 1.30E+10

0.1725 137737. 0.00

28.6000 -7.21E-06 27.8667 -4.1231 1.66E-07 1199. 1.30E+10

0.1535 140437. 0.00

29.1500 -6.07E-06 3.7288 -3.1822 1.74E-07 1199. 1.30E+10

0.1316 143138. 0.00

29.7000 -4.91E-06 -14.6782 -2.3895 1.71E-07 1199. 1.30E+10

0.1086 145839. 0.00

30.2500 -3.81E-06 -28.3446 -1.7486 1.61E-07 1199. 1.30E+10

0.08565 148540. 0.00

30.8000 -2.79E-06 -38.2576 -1.2547 1.44E-07 1199. 1.30E+10

0.06401 151240. 0.00

31.3500 -1.91E-06 -45.3525 -0.8966 1.23E-07 1199. 1.30E+10

0.04451 153941. 0.00

31.9000 -1.17E-06 -50.4730 -0.6577 9.84E-08 1199. 1.30E+10

0.02788 156642. 0.00

32.4500 -6.10E-07 -54.3392 0.3018 7.18E-08 1199. 1.30E+10

0.2629 2844155. 0.00

33.0000 -2.27E-07 -46.7125 1.4915 4.63E-08 1199. 1.30E+10

0.09765 2844155. 0.00

33.5500 7.84E-10 -34.7955 1.8126 2.56E-08 1199. 1.30E+10

-3.38E-04 2844155. 0.00

34.1000 1.12E-07 -22.8659 1.6523 1.11E-08 1199. 1.30E+10

-0.04825 2844155. 0.00

34.6500 1.47E-07 -13.0200 1.2843 1.98E-09 1199. 1.30E+10

-0.06325 2844155. 0.00

35.2000 1.38E-07 -5.9191 0.8792 -2.81E-09 1199. 1.30E+10

-0.05951 2844155. 0.00

35.7500 1.10E-07 -1.4059 0.5268 -4.66E-09 1199. 1.30E+10

-0.04726 2844155. 0.00

36.3000 7.65E-08 1.0497 0.2621 -4.75E-09 1199. 1.30E+10

-0.03298 2844155. 0.00

36.8500 4.69E-08 2.0680 0.08652 -3.97E-09 1199. 1.30E+10

-0.02021 2844155. 0.00

37.4000 2.42E-08 2.2041 -0.01457 -2.88E-09 1199. 1.30E+10

-0.01042 2844155. 0.00

37.9500 8.82E-09 1.8846 -0.06150 -1.85E-09 1199. 1.30E+10

-0.00380 2844155. 0.00

38.5000 -2.44E-10 1.3980 -0.07370 -1.02E-09 1199. 1.30E+10

1.05E-04 2844155. 0.00

39.0500 -4.64E-09 0.9149 -0.06676 -4.35E-10 1199. 1.30E+10

0.00200 2844155. 0.00

39.6000 -5.98E-09 0.5182 -0.05165 -7.22E-11 1199. 1.30E+10

0.00258 2844155. 0.00

40.1500 -5.59E-09 0.2334 -0.03518 1.18E-10 1199. 1.30E+10

0.00241 2844155. 0.00

40.7000 -4.43E-09 0.05341 -0.02093 1.90E-10 1199. 1.30E+10

0.00191 2844155. 0.00

41.2500 -3.08E-09 -0.04349 -0.01025 1.93E-10 1199. 1.30E+10

0.00133 2844155. 0.00

41.8000 -1.88E-09 -0.08252 -0.00320 1.61E-10 1199. 1.30E+10

8.10E-04 2844155. 0.00

42.3500 -9.54E-10 -0.08620 8.32E-04 1.18E-10 1199. 1.30E+10

4.11E-04 2844155. 0.00

42.9000 -3.17E-10 -0.07190 0.00264 7.84E-11 1199. 1.30E+10

1.36E-04 2844155. 0.00

43.4500 8.07E-11 -0.05160 0.00298 4.72E-11 1199. 1.30E+10

-3.48E-05 2844155. 0.00

44.0000 3.06E-10 -0.03278 0.00243 2.58E-11 1199. 1.30E+10

-1.32E-04 2844155. 0.00

44.5500 4.21E-10 -0.01966 0.00139 1.25E-11 1199. 1.30E+10

-1.82E-04 2844155. 0.00

45.1000 4.71E-10 -0.01445 7.33E-04 3.91E-12 1199. 1.30E+10

-1.79E-05 250034. 0.00

45.6500 4.73E-10 -0.01000 6.15E-04 -2.27E-12 1199. 1.30E+10

-1.81E-05 253084. 0.00

46.2000 4.41E-10 -0.00633 4.98E-04 -6.40E-12 1199. 1.30E+10

-1.71E-05 256133. 0.00

46.7500 3.89E-10 -0.00340 3.91E-04 -8.86E-12 1199. 1.30E+10

-1.53E-05 259182. 0.00

47.3000 3.24E-10 -0.00114 2.98E-04 -1.00E-11 1199. 1.30E+10

-1.29E-05 262231. 0.00

47.8500 2.56E-10 5.69E-04 2.22E-04 -1.02E-11 1199. 1.30E+10

-1.03E-05 265280. 0.00

48.4000 1.90E-10 0.00182 1.62E-04 -9.55E-12 1199. 1.30E+10

-7.74E-06 268330. 0.00

48.9500 1.30E-10 0.00274 1.19E-04 -8.39E-12 1199. 1.30E+10

-5.36E-06 271379. 0.00

49.5000 7.96E-11 0.00342 9.05E-05 -6.83E-12 1199. 1.30E+10

-3.31E-06 274428. 0.00

50.0500 4.02E-11 0.00396 -3.30E-06 -4.97E-12 1199. 1.30E+10

-2.51E-05 4125000. 0.00

50.6000 1.40E-11 0.00339 -1.15E-04 -3.11E-12 1199. 1.30E+10

-8.74E-06 4125000. 0.00

51.1500 0.00 0.00245 -1.42E-04 -1.63E-12 1199. 1.30E+10

5.45E-07 4125000. 0.00

51.7000 -7.55E-12 0.00152 -1.25E-04 0.00 1199. 1.30E+10

4.72E-06 4125000. 0.00

52.2500 -9.13E-12 8.05E-04 -9.02E-05 0.00 1199. 1.30E+10

5.71E-06 4125000. 0.00

52.8000 -8.03E-12 3.33E-04 -5.48E-05 0.00 1199. 1.30E+10

5.02E-06 4125000. 0.00

53.3500 -5.81E-12 8.02E-05 -2.63E-05 0.00 1199. 1.30E+10

3.63E-06 4125000. 0.00

53.9000 -3.32E-12 -1.50E-05 -7.47E-06 0.00 1199. 1.30E+10

2.08E-06 4125000. 0.00

54.4500 0.00 -1.96E-05 1.22E-06 0.00 1199. 1.30E+10

5.56E-07 4125000. 0.00

55.0000 1.48E-12 0.00 0.00 0.00 1199. 1.30E+10

-9.25E-07 2062500. 0.00

* The above values of total stress are combined axial and bending stresses.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.46888973 inches

Computed slope at pile head = -0.00573659 radians

Maximum bending moment = 676492. inch-lbs

Maximum shear force = 15000. lbs

Depth of maximum bending moment = 6.60000000 feet below pile head

Depth of maximum shear force = 0.000000 feet below pile head

Number of iterations = 26

Number of zero deflection points = 8

--------------------------------------------------------------------------------

Summary of Pile-head Responses for Conventional Analyses

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Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, V, lbs, and Load 2 = Moment, M, in-lbs

Load Type 2: Load 1 = Shear, V, lbs, and Load 2 = Slope, S, radians

Load Type 3: Load 1 = Shear, V, lbs, and Load 2 = Rot. Stiffness, R, in-lbs/rad.

Load Type 4: Load 1 = Top Deflection, y, inches, and Load 2 = Moment, M, in-lbs

Load Type 5: Load 1 = Top Deflection, y, inches, and Load 2 = Slope, S, radians

Load Load Load Axial Pile-head Pile-head Max

Shear Max Moment

Case Type Pile-head Type Pile-head Loading Deflection Rotation in

Pile in Pile

No. 1 Load 1 2 Load 2 lbs inches radians lbs

in-lbs

---- ----- ---------- ---------- ---------- ---------- ---------- ----------

---------- ----------

1 V, lb 15000. M, in-lb 0.00 235000. 0.4689 -0.00574

15000. 676492.

Maximum pile-head deflection = 0.4688897335 inches

Maximum pile-head rotation = -0.0057365858 radians = -0.328682 deg.

The analysis ended normally.

Design Calculations - Port of Stockton

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