CALCULATION COVER SHEET - Amazon S3

CALCULATION COVER SHEET

Element: Vehicle Service Bridge Superstructure Labor Code: 2686C1

Calculation Title: Vehicle Service Bridge Superstructure

Total Number of Pages (including cover sheet): 436

Prepared by: Duane Perkins Date: 18-9-2015

Checked by: Date:

Design Basis/References/Assumptions: - MnDOT LRFD Bridge Deisgn Manual 5-392 -2012 AASHTO LRFD Bridge Design Specifications -NDDOT LRFD Bridge Design Specifications Section IV-04

Rev. No.

Description of Revision:

Prepared by:

Date:

Checked by:

Date:

Sheet Index:

F1.1-F1.5

F2.1-F2.5

F3.1-F3.6

F4.1-F4.183

F5.1-F5.16

F6.1

F7.1-F7.5

F8.1-F8.5

F9.1-F9.6

F10.1-F10.184

Bridge deck width information and design vehicles

MnDOT bridge beam & deck information

Bridge beam loads for spans 1 & 3

Leap bridge beam design results for span 1 & 3

Bridge beam fixed and expansion bearing design

End of calculations for spans 1 & 3

Bridge deck width information and design vehicles

MnDOT bridge beam & deck information

Bridge beam loads for span 2

Leap bridge beam design results for span 2

1

b6ecdap4

Text Box

The calculations have been through the initial QA-QC but have not been back checked by the original designer. No major items were addressed by the reviewer.

F11.1-F11.16

F12.

F13.1

Bridge beam fixed and expansion bearing design

Bill of reinforcement for spans 1, 2 & 3

End of calculations for span 2

2

2015 Silverado 1500 Models & Specs

Follow Chevrolet

* The Manufacturer's Suggested Retail Price excludes destination freight charge, tax, title, license, dealer fees and optional equipment. Click here to see all Chevrolet vehicles' destination freight charges.Click here to see the 2015 City Express destination freight charge. Click here to see the 2015 Colorado destination freight charge.

***The Manufacturer's Suggested Retail Price excludes tax, title, license, dealer fees and optional equipment. Includes destination freight charge and gas guzzler tax.

Double Cab, Std. BoxMSRP from $30,130

WT LS LTZ Z71

Dimensions WT LS LTZ Z71

Height, Overall (2WD) 73.87 in. 73.87 in. 73.87 in.


Ground Clearance (2WD) 8.47 in. 8.47 in. 8.47 in.


Cargo Box (Area) Height 21.10 in 21.10 in 21.10 in

Cargo Box Length @ Floor 78.87 in 78.87 in 78.87 in

Cargo Box Width @ Wheelhousings 51.03 in 51.03 in 51.03 in

Cargo Volume 61.0 ft 61.0 ft 61.0 ft

Cab to Axle 41.50 in 41.50 in 41.50 in

Front Bumper to Back of Cab 141.37 in 141.37 in 141.37 in

Length, Overall 230.03 in 230.03 in 230.03 in

Wheelbase 143.5 in 143.5 in 143.5 in

Width, Max w/o mirrors 80.0 in 80.0 in 80.0 in

Front Head Room 42.80 in 42.80 in 42.80 in

Front Hip Room 60.73 in 60.73 in 60.73 in

Front Leg Room 45.27 in 45.27 in 45.27 in

Front Shoulder Room 65.93 in 65.93 in 65.93 in

Passenger Capacity 6 6 6

Second Head Room 38.67 in 38.67 in 38.67 in

Second Hip Room 60.23 in 60.23 in 60.23 in

Second Leg Room 34.63 in 34.63 in 34.63 in

Second Shoulder Room 65.80 in 65.80 in 65.80 in

WT2WD MSRP Starting from $30,130

4WD MSRP Starting from $34,110

LS2WD MSRP Starting from $31,940


LTZ Z712WD MSRP Starting from $40,100


*

*

*

*

*

*

3 3 3

Page 1 of 32015 Silverado 1500: Pickup Truck Dimensions | Chevrolet

11/25/2014http://www.chevrolet.com/silverado-1500-pickup-truck/specs/dimensions.config%3Ddou...

3

b6ecdap4

Rectangle

Engine Highlights

Available Engines 2.7L EcoBoost® V6 3.5L EcoBoost® V6 3.5L Ti-VCT V6 5.0L Ti-VCT V8

Horsepower 325 @ 5750 rpm 365 @ 5000 rpm 282 @ 6250 rpm 385 @ 5750 rpm

Torque 375 @ 3000 rpm 420 @ 2500 rpm 253 @ 4250 rpm 387 @ 3850 rpm

Fuel Economy - 4x2(city/highway/combined) TBD TBD TBD TBD


Vehicle Capacity Highlights

Available Drive Types 4x2 4x4

Available Cab Types Regular Cab SuperCab SuperCrew

Max Seating Capacity 3 6 6

Wheelbase - 5.5' Box - - 145.0 in.

Wheelbase - 6.5' Box 122.4 in. 145.0 in. 156.8 in.

Wheelbase - 8' Box 141.1 in. 163.7 in. -

Available Trims XL XLT LARIAT King Ranch® Platinum

Transmission - 6-Speed Automatic Standard Standard - - -

Transmission - 6-Speed SelectShift Automatic Available Available Standard Standard Standard

Maximum Conventional Towing(When properly equipped) 12,200 lbs.

Maximum Payload(When properly equipped) (Regular Cab 4x2 with 5.0L V8 and Heavy Duty Payload Pkg) 3,300 lbs.

Min Vehicle Base Curb Weight - 4x2 4,050 lbs.


Warranties

Time Distance

Warranty - Bumper to Bumper 3 years 36,000 miles

Warranty - Powertrain 5 years 60,000 miles

Warranty - Safety Restraint System 5 years 60,000 miles

Warranty - Aluminum Body Panels 5 years Unlimited miles

Warranty - Corrosion - Sheet Metal (Perforation Only Excluding Aluminum) 5 years Unlimited miles

Warranty - Paint Adhesion 5 years Unlimited miles

Warranty - Roadside Assistance Program 5 years 60,000 miles

Regular Cab Exterior Dimensions

F-150 Specifications

Back to Top

Back to Top

Highlights Exterior Interior Capacities Engine Chassis Towing Payload Package Selector View All

Build & Price Request a Quote Search Inventory Payment Calculator Local OffersSHOPPING TOOLS 37201

Page 1 of 102015 Ford F-150 | View All Ford F-150 Specifications | Ford.com

11/25/2014http://www.ford.com/trucks/f150/specifications/view-all/

4

Cab style Regular Cab

Pickup box style 5.5-ft. Styleside 6.5-ft. Styleside 8.0-ft. Styleside

Drive system 4x2 4x4 4x2 4x4 4x2 4x4

Wheelbase - - 122.4 in. 122.4 in. 141.1 in. 141.1 in.

Overall length - - 209.3 in. 209.3 in. 227.9 in. 227.9 in.

Cab height - - 75.5 in. 76.9 in. 75.1 in. 76.9 in.

Width - Excluding mirrors - - 79.9 in. 79.9 in. 79.9 in. 79.9 in.

Width - Including standard mirrors - - 96.8 in. 96.8 in. 96.8 in. 96.8 in.

Width - Standard mirrors folded - - 83.5 in. 83.5 in. 83.5 in. 83.5 in.

Width - Including trailer tow mirrors - - 105.9 in. 105.9 in. 105.9 in. 105.9 in.

Width - Trailer tow mirrors folded - - 85.5 in. 85.5 in. 85.5 in. 85.5 in.

Track width - Front - - 67.6 in. 67.6 in. 67.6 in. 67.6 in.

Track width - Rear - - 67.6 in. 67.6 in. 67.6 in. 67.6 in.

Overhang - Front - - 37.8 in. 37.8 in. 37.8 in. 37.8 in.

Overhang - Rear - - 49.1 in. 49.1 in. 49.1 in. 49.1 in.

Angle of approach - - 24.8 degrees 24.8 degrees 24.1 degrees 25.7 degrees

Angle of departure - - 24.6 degrees 27.1 degrees 24.7 degrees 26.8 degrees

Ramp breakover angle - - 22.1 degrees 24.7 degrees 19.3 degrees 22.1 degrees

Ground clearance - Front - - 8.8 in. 9.4 in. 8.6 in. 9.4 in.

Ground clearance - Rear - - 34.7 in. 36.9 in. 34.8 in. 36.5 in.

Open tailgate to ground - - 121.5 in. 121.5 in. 121.5 in. 121.5 in.

Front bumper to back of cab - - 121.5 in. 121.5 in. 121.5 in. 121.5 in.

Cab style SuperCab






















Cab style SuperCrew



Wheelbase 145.0 in. 145.0 in. 156.8.0 in. 156.8 in. - -Build & Price Request a Quote Search Inventory Payment Calculator Local OffersSHOPPING TOOLS 37201



5

b6ecdap4

Rectangle

b6ecdap4

Rectangle

PSC 7229 & PSC 8629Palfinger Service Cranes

The service crane solution

The PSC 7229 and PSC 8629 were designed especially for crane body vehicles, allowing for maximum utilization of body

compartment space and rear-bumper access to the bed. PALFINGER service cranes offer superior lift-to-weight ratios,

while utilizing the full 29ft of hydraulic reach with its‘ self centering hexagonal booms. North American manufacturing

and components including SAE hoses using JIC fittings, standard wireless remote control in conjunction with an industry

leading 24-month warranty on all major components guarantee years of worry free usage.

6

Applications shown in the leaflet do not always correspond to the standard specifications. Design and specification are subject to change without prior notice.

www.palfinger-northamerica.com

PSC

02

.10

Technical specifications

Max. lifting moment 79,959 ft.lbsMax. lifting capacity (Double Line) 12,500 lbsMax. hydraulic outreach ‚29‘ 0“Lifting height from base of crane 28‘ 6“Slewing angle 4000

Slewing torque 7,953 ft.lbsMax. operating pressure 3,045 psiCrane weight 2,612 lbs

PSC 7229 Service crane


Max. lifting moment 94,628 ft.lbsMax. lifting capacity (Double Line) 13,986 lbsMax. hydraulic outreach 29‘ 0“Lifting height from base of crane 28‘ 6“Slewing angle 4000



PSC 8629PSC 7229

Omaha Standard Palfinger

3501 S. 11th St.

Council Bluffs, IA

51501

Phone: 1-712-328-7444

Toll-Free: 1-800-279-2201

Fax: 1-800-568-7444

www.omahastd.com

Combining North American manufacturing, service and support with European technology

7

JULY 2014 LRFD BRIDGE DESIGN 5-20

5.4 Pretensioned

Concrete

5.4.1 Geometry

Check live load deflections using the effective moment of inertia. The

effective moment of inertia may be approximated as one half of the gross

moment of inertia. The maximum live load deflection is L/800 for vehicular

bridges that do not carry pedestrians and L/1000 for vehicular bridges that

carry pedestrians.

Consider the concrete wearing course to be functioning compositely with

the slab for live load deflection. Assume the riding surface has lost 1/2 inch of thickness due to wear.

Use a live load distribution factor equal to the number of lanes times the

multiple presence factor and divide by the width of the slab for the

deflection check.

The details of pretensioned concrete beams are presented on standard

Bridge Details Part II sheets incorporated into a set of plans. Prepare a

separate sheet for each type of beam in the project. Beams are identical

if they have the same cross-section, strand layout, concrete strengths,

and a similar length. To simplify fabrication and construction, try to

minimize the number of beam types incorporated into a project. Design

exterior beams with a strength equal to or greater than the interior

beams.

Provide a minimum stool along centerline of beam that is based on

11/2 inches of minimum stool at edge of flange. For dead load

computations assume an average stool height equal to the minimum

stool height plus 1 inch. Deck cross slopes, horizontal curves, and

vertical curves all impact the stool height.

There are several Bridge Office practices regarding the type and location

of diaphragms or cross frames for prestressed beam bridges:

1) Design prestressed I-beam bridges without continuity over the piers,

except in the following situations:

a) Bridge is over water with pile bent piers supported by unstable

soils such as fat clay.

b) Bridge is over water with pile bent piers at risk for large ice or

debris loading and pier does not have an encasement wall.

2) Intermediate diaphragms are not required for 14RB, 18RB, 22RB, and

27M beams. For all other beam sizes, the following applies.

Intermediate diaphragms are not required for single spans of 45'-0"

or less. Provide one diaphragm per every 45 feet of span length,

spaced evenly along the span as stated in Table 5.4.1.1.

8

b6ecdap4

Highlight


Table 5.4.1.1

Span length (ft) Base number of intermediate

diaphragms

Less than 45’-0” 0

45’-0” to 90’-0” 1 located at midspan

90’-0” to 135’-0” 2 located at the third points

135’-0” to 180’-0” 3 located at the quarter points

Greater than 180’-0”

4 plus an additional diaphragm for

each additional 45 ft of span length

greater than 180’-0”

For spans over traffic, place additional diaphragms in the fascia bay

approached by traffic to provide bracing against impact from over-

height traffic loads. For two-lane roadways, place one diaphragm

approximately over each shoulder. For additional lanes, space

additional diaphragms at intervals of about 25'-0" over the roadway.

3) Figure 5.4.1.1 illustrates the typical layout of intermediate

diaphragms at piers for bridges without continuity over the piers.

Locate the centerline of bearing 71/2 inches from the end of the beam for

RB, M, and MN shapes. Locate the centerline of bearing 81/2 inches from

the end of the beam for MW shapes. For MW shapes, this dimension can

be adjusted if used with higher movement bearings, as opposed to the

typical curved plate elastomeric bearings shown in Section 14 of this

manual. However, if the 81/2 inch dimension is exceeded, a special design

for the bearing, sole plate, and beam end region must be completed.

At piers of two span bridges, provide 2 inches of clearance between the

ends of RB, M, and MN beams. Provide 3 inches clearance for structures

with three or more spans. Provide 4 inches of clearance between the

ends of MW beams regardless of the number of spans. Note that the

fabrication length tolerance for pretensioned I-beams is 1/8" per 10 feet

of length. It may be necessary to cope beam flanges at piers for bridges

with tight horizontal curves or at skewed abutments.

For bridges on significant grades %3 the sloped length of the beam

will be significantly longer than the horizontal length between

substructure units. If the sloped length is 1/2 inch or more than the

horizontal length, identify the sloped length dimension on the beam detail

plan sheets.

9

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

JULY 2014 LRFD BRIDGE DESIGN 5-29.2

Figure 5.4.6.2

40@

5.7

36@

4.6

34@

4.5

34@

5.2

32@

4.4

34@

4.9

34@

5.6

32@

5.4

32@

5.8

30@

5.2

30@

6.7

30@

6.7

30@

6.7

30@

6.7

30@

6.7

26@

5.7

26@

5.7

26@

5.7

26@

5.7

26@

5.7

20@

4.4

20@

4.4

20@

4.4

20@

4.4

20@

4.4

50@

5.4

50@

5.4

48@

5.3

46@

5.0

44@

4.8

54@

5.6

54@

5.6

52@

5.2

50@

4.9

48@

4.7

54@

5.3

54@

5.3

54@

5.3

54@

5.3

54@

6.1

20406080100

120

140

160

180

45

67

89

1011

1213

14

SPAN LENGTH [FEET]

BE

AM

SP

AC

ING

[F

EE

T]

PR

ES

TR

ES

SE

D C

ON

CR

ET

E B

EA

M C

HA

RT

FO

R R

B,

M, &

MN

SE

RIE

S(C

hart

is f

or

pre

lim

inary

us

e o

nly

. S

ee F

igu

re 5

.4.6

.1 f

or

de

sig

n a

ssu

mp

tio

ns

.)

DE

SIG

NC

RIT

ER

IA

HL-

93 L

OA

DIN

G

f'c=

9ksi

f'

ci=7

.5ks

i

0.6"

fS

TRA

ND

S

NU

MB

ER

S A

DJA

CE

NT

TO L

IMIT

CU

RV

ES

RE

PR

ES

EN

T A

N A

PP

RO

XIM

ATE

D

ES

IGN

NU

MB

ER

OF

STR

AN

DS

AN

D C

EN

TER

OF

GR

AV

ITY

AT

MID

SP

AN

.

VE

RIF

Y

SH

IPP

ING

MN

63

MN

54

MN

45

36M

27M

22R

B

14R

B

18R

B

10

b6ecdap4

Line

b6ecdap4

Line


Beam Properties

BEAM h SHAPE AREA W I BS cA

(in) (in 2 ) (lb/ft) (in) (in 4 ) (in 3 ) (in 2 )

14RB 14 Rect. 364 392 7.00 5,945 849 312

18RB 18 Rect. 468 504 9.00 12,640 1,404 364

22RB 22 Rect. 572 616 11.00 23,070 2,097 416

27M 27 I-Beam 516 555 13.59 43,080 3,170 296

36M 36 I-Beam 570 614 17.96 93,530 5,208 323

MN45 45 I-Beam 690 743 20.58 178,780 8,687 427

MN54 54 I-Beam 749 806 24.63 285,230 11,580 457

MN63 63 I-Beam 807 869 28.74 421,750 14,670 486

Based on 155 pounds per cubic foot.

Based on a 9" slab with 1/2" of wear and 11/2" stool. See LRFD 5.8.3.4.2 for Ac definition.

DESIGN ASSUMPTIONS FOR PRESTRESSED CONCRETE BEAM CHART: 2012 AASHTO LRFD Bridge Design Specifications, 6th Edition. HL-93 Live Load Beam Concrete: ksi0.9fc ksi5.7fci 155.0wbm kips/ft3

ksi1000f1265E cc

Deck Concrete: ksi0.4fc ksi3644Ec

wc = 0.145 kcf for Ec computation

wc = 0.150 kcf for dead load computation

0.6" diameter low relaxation strands, ksi500,28Es

ksi270fpu with initial pull of puf75.0

Simple supports with six beams and deck without wearing course. Deck carries two F-Rails with no sidewalk or median, skew = 0 degrees. Effective deck thickness is total deck thickness minus 1/2" of wear. 11/2" stool height used for composite beam section properties. 21/2" average stool height used for dead load calculations. Rail dead load applied equally to all beams. Dead load includes 0.020 ksf future wearing course. Approximate long term losses are used per LRFD 5.9.5.3. Service Concrete Tensile Stress Limits:

After Initial Losses: ksi2.0f094.0 ci

After All Losses: cf19.0

Figure 5.4.6.1

Precast Prestressed Concrete Beam Data (RB, M, MN)

11

MARCH 2010 LRFD BRIDGE DESIGN 9-9

REINFORCEMENT FOR DECK ON PRESTRESSED CONCRETE BEAMS (Negative Moment @ 10 inches from CL I-Beam & 8.7 inches from CL Rectangular Beam)

Maximum

Beam

Spacing 1

Transverse Reinforcement Deck

Thickness 2

Longitudinal

Reinforcement

Bottom 3

Longitudinal

Reinforcement

Top 3

Bottom Top

w/ Wearing

Course

w/o Wearing

Course

Deck on

I-Beam

Deck on

Rect. Beam

5'-0" 13 @ 5" 13 @ 6.5" 13 @ 10" 13 @ 9.5" 9'' 13 @ 7" 13 @ 1'-6"

5'-6" 13 @ 5" 13 @ 6" 13 @ 9" 13 @ 8.5" 9'' 13 @ 7" 13 @ 1'-6"

6'-0" 16 @ 7" 13 @ 6" 13 @ 8.5" 13 @ 7.5" 9'' 16 @ 10" 13 @ 1'-6"

6'-6" 16 @ 7" 13 @ 6" 13 @ 7.5" 13 @ 7" 9'' 16 @ 10" 13 @ 1'-6"

7'-0" 16 @ 7" 13 @ 6" 13 @ 6.5" 13 @ 6" 9'' 16 @ 10" 13 @ 1'-6"

7'-6" 16 @ 7" 13 @ 6" 13 @ 6" 13 @ 5.5" 9'' 16 @ 10" 13 @ 1'-6"

8'-0" 16 @ 7" 13 @ 6" 13 @ 5.5" 13 @ 5" 9'' 16 @ 10" 13 @ 1'-6"

8'-6" 16 @ 7" 13 @ 6" 13 @ 5" 13 @ 5" 9'' 16 @ 10" 13 @ 1'-6"

9'-0" 16 @ 7" 13 @ 6" 13 @ 5" 16 @ 7" 9'' 16 @ 10" 13 @ 1'-6"

9'-6" 16 @ 6.5" 13 @ 5.5" 16 @ 7" 16 @ 7" 9'' 16 @ 9" 13 @ 1'-6"

10'-0" 16 @ 6" 13 @ 5" 16 @ 7" 16 @ 6.5" 9'' 16 @ 8" 13 @ 1'-6"

10'-6" 16 @ 6" 13 @ 5" 16 @ 6.5" 16 @ 6" 9'' 16 @ 8" 13 @ 1'-6"

11'-0" 16 @ 5.5" 16 @ 7.5" 16 @ 6" 16 @ 6" 9'' 16 @ 8" 13 @ 1'-6"

11'-6" 16 @ 5.5" 16 @ 7" 16 @ 5.5" 16 @ 5.5" 9'' 16 @ 8" 13 @ 1'-6"

12'-0" 19 @ 7" 16 @ 6.5" 16 @ 5.5" 16 @ 5" 9'' 16 @ 7" 13 @ 1'-6"

12'-6" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9'' 16 @ 7" 13 @ 1'-6"

13'-0" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9 1/2'' 16 @ 7" 13 @ 1'-6"

13'-6" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9 3/4'' 16 @ 7" 13 @ 1'-6"

14'-0" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10'' 16 @ 7" 13 @ 1'-6"

14'-6" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10 1/4'' 16 @ 7" 13 @ 1'-6"

15'-0" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10 1/2'' 16 @ 7" 13 @ 1'-6" 1 For skews ≤ 20o, beam spacing is measured along the skew. For skews > 20o, beam spacing is measured normal to roadway centerline. 2 Deck thickness includes wearing course. 3 Reinforcement shown is for bridges where beams are not continuous at piers. Note that additional reinforcement may be

required when beams are continuous at piers. See Figure 9.2.1.6 for additional top reinforcement required at piers when only deck is continuous.

Design Assumptions: − Live load moments are from LRFD Table A4.1-1. − The 2" wearing course is sacrificial and is not used in determining a structural depth d for bottom steel. − The control of cracking by distribution of flexural reinforcement requirements have been met using a clear cover of 1"

for bottom steel and limiting clear cover for calculations of dc to 2" for top steel with a γe=0.75. − The LRFD code (under empirical design) states the ratio of the effective beam spacing to slab thickness should be less

than 18 (Ontario uses 15); this slab thickness increase fits these requirements and is similar to what we have used successfully in the past.

− A future wearing course of 20 psf with a load factor of 1.25 has been used. − Concrete strength of 4 ksi; reinforcing steel strength of 60 ksi.

Table 9.2.1.1

12

b6ecdap4

Rectangle

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Callout

Use #13 @ 5" to match top reinforcement

United States Army Corps of Engineers

Designed By: DAPChecked By: ____

Load Input Calculations For CONSPAN Software:

Bridge No. / Information: Design Criteria:

Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle BridgeSpans 1 & 3 (Outside spans)

MnDot LRFD Bridge Design Manual 5-392 &2012 AASHTO LRFD Bridge Design Specifications

Input Output

N 3 Number of beams

bflange 2ft 6in Width of top beam flange

se_upstream 2ft 3in Slab projection from centerline of the upstream exterior beam

se_downstream 2ft 3in Slab projection from centerline of the downstream exterior beam

L1 56ft 11.5 in Span length

dsw1 0ft 0in Total width of Sidewalk No. 1


lsw1 0 ft Width of Sidewalk No. 1 from interior edge to barrier (walking width)

lsw2 0ft Width of Sidewalk No. 2 from interior edge to barrier (walking width)

h10in 0in

2 h1 0.000 in Average height of sidewalk no. 1

h20in 0in


dmed 0ft 0in Width of Median

hmed 0in Height of Median

W 22ft 0 in Total width of bridge

Total clear width of bridge used to determine the future wearing course load. Total width(22'-0") - (2) Kansas Corral concrete barrier (1'-0") - = 20' - 0" clear bridge deck widthWclear 20.00 ft

1/27/2016 FMM DIS Load Input Calcs For CONSPAN spans 1 & 3.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design

\Vehicle Service Bridge design\

13



Railing Dead Load:

worail 0lb

ft Total ornamental railing weight per linear foot

Norail 0 Total number of ornamental railings on bridge

Concrete Parapet/Barrier Dead Load:

Barrier_beam 59 ft 2.5 in 2 ft 5 in 1 ft in 0.15kip

ft3

Barrier_beam 23.25 kip Weight of concrete barrier horizontal beam

Barrier_post 1 ft 1 in 0 ft 10 in 3 ft 0 in 0.15kip

ft3

6

Barrier_post 2.44 kip

wparBarrier_beam Barrier_post

L1

wpar 0.45kip

ft Total concrete barrier weight per foot

Npar 2 Total number of concrete barriers on bridge

Dead Load on Non-Composite:

Non-Composite Diaphragms:

Intermediate diaphragms are not needed.

Non-Composite Stool:

Stoolend 1.50 in 3.00" is the assumed stool height at the ends of the beams, accounting for the 2% roadway cross slope,minus 1.50" of stool height already accounted for in the CONSPAN model.

wstoolncint Stoolend bflange 150lb

ft3

Weight of 1.50" not used in Composite Section at the end of the beam.

wstoolncint 46.88lb

ft Enter in CONSPAN for all girders under Precast DC, Trapezoidal Load.



14



Stoolmid 1.00 in 2.50" is the assumed total stool height at the midspan of the beams. Subtract 1.50" ofstool height already accounted for in the CONSPAN model to get stool_mid

wstoolncintm Stoolmid bflange 150lb

ft3

Weight of 0.50" not used in Composite Section at the midspan of the beam.

wstoolncintm 31.25lb


Weight of additional deck concrete inoverhang at end, considered with 3.00"stool height for end of beam design.

wohe_upstream1

2se_upstream

1

2bflange

1 in Stoolend 1.5 in 150

lb

ft3

wohe_upstream 25.00lb

ft Enter in CONSPAN for all exterior girders under Precast DC, Trapezoidal Load

Weight of additional deck concrete inoverhang at midspan, considered with2.50" stool height for midspan of beamdesign.

wohm_upstream1

2se_upstream

1

2bflange

1 in Stoolmid 1.5 in 150

lb

ft3

wohm_upstream 21.87lb


Weight of additional deck concretein overhang at end, considered with3.00" stool height for end of beamdesign.

wohe_downstream1

2se_downstream

1

2bflange


lb

ft3

wohe_downstream 25.00lb


Weight of additional deck concretein overhang at midspan, consideredwith 2.50" stool height for midspanof beam design.

wohm_downstream1

2se_downstream

1

2bflange


lb

ft3

wohm_downstream 21.87lb




15



Barriers:

woraili Norail worail woraili 0.00 Total dead load from ornamental railings on bridge

wpari Npar wpar wpari 0.90kip

ft Total dead load from parapets/barriers on bridge

wdli woraili wpari Total dead load from barriers

wdli 0.90kip

ft Enter in CONSPAN for the entire bridge (Select "Composite"

for Beam #) under Composite DC, Line Load

Median:

Total dead load from median distributed to beams evenlywmed 150lb

ft3dmed hmed

wmed 0.00 Enter in CONSPAN for the entire bridge (Select "Composite"for Beam #) under Composite DC, Line Load

Future Wearing Surface:

wfws 0lb

ft2 Wclear Dead load from future wearing surface

wfws 0.00lb

ft Enter in CONSPAN for the entire bridge (Select "Composite" for Beam #) under Composite DW, Line

Load

Sidewalk Dead Loading: (MnDOT 4.2.1)

Sidewalk Dead Load Case 1:

wsw1 150lb

ft3dsw1 h1 wsw1 0

wsw2 150lb

ft3dsw2 h2 wsw2 0

Dead load of sidewalk to be distributed to the underlyingbeams by simple distribution. Enter in CONSPAN for the entire bridge(Select "Composite" for Beam #) under Composite DC, Line Load. Seebelow for distribution calculation.

wsw_c1 wsw1 wsw2 wsw_c1 0



16



Total Composite Dead Load (Excluding Sidewalk):

wcdl wdli wmed wcdl_bmwcdl

N

Total Composite Dead Load over entire bridge(not including sidewalk or fws load)wcdl 0.90

kip

ft

Total Composite Dead Load distributed to eachbeam (not including sidewalk or fws load)wcdl_bm 0.30

kip

ft


Enter total sidewalk load, as shown above, into CONSPAN as 'Composite' under 'Beam #' and 'Composite DC'under components with the load type as a 'Line Load'

Sidewalk Live Loading: (AASHTO 3.6.1.6 & MnDOT 4.2.3)

Sidewalk Live Loading Case 1:

wll1 75lb

ft2lsw1 wll1 0.00

wll2 75lb

ft2lsw2 wll2 0.00

Pedestrian live load on sidewalk to be distributed to the underlying beams by simple distribution. See below fordistribution calculation.

wll wll1 wll2 wll 0


Place vehicular live load on the bridge with no pedestrian live load or sidewalk load.



17

PROJECT DATA

Project: Fargo Moorhead Municipal Diversion Inlet StructureDesigner: DAPDate: Jan/14/2015Checked By:Date Checked:User job number:State: North Dakota, State Job #:State Specification: None Design Code: AASHTO LRFD - [6th Edition, 2012]Units: USSpan Type: Simple SpanFlared Girder: NoComments: Vehicle service bridge on the diversion inlet control structre

3 spans (2 outside spans 56.96 feet and middle span 57.50 feet)20 foot clear bridge deck width with concrete barriers9" reinforced cast in place deckEpoxy coated reinforcementSimple span with concrete deckBeam design is for 56.96 span beams ONLYDiaphragms at the supports only

File Name: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\FMM DIS vehicle service bridge spans 1 & 3.csl

Sheet # 1

Job #

Program: LEAP® CONSPAN® V8i (SELECTseries 6) USAED St. Paul Designed DAP Version: 13.00.00.68 Copyright © Bentley Systems, Inc. 2013 Date Jan/14/2015

www.bentley.com Phone: 1-800-778-4277 CheckedFile Name: FMM DIS vehicle service bridge spans 1 & 3... .csl Date

Units: U.S. Units Design Code: AASHTO LRFD Printed on: January 27, 2016 @ 9:16 A.M.18

GEOMETRY DATABRIDGE LAYOUT

SPAN DATA

BEAM DATA

Overall Width (ft) 22.000Left curb (ft) 1.000Right curb (ft) 1.000Curb-to-curb width (ft) 20.000Number of spans 1Number of lanes 1 Lane width (ft) 12.000Eff Deck thick (in) 8.500Sacrificial thick (in) 0.500Haunch thickness (in) 1.500Haunch width (in) 30.000Bridge c/s,MI(Ixx) (in4) 449790.97

Precast length, ft = 58.210Bearing-to-bearing, ft = 56.960Release span, ft = 58.210

BR01 - Bridge elevation

1 MnDOT 27M 2.250 516.0 43075.2 27.00 13.59 30.00 6.6252 MnDOT 27M 8.750 516.0 43075.2 27.00 13.59 30.00 8.7503 MnDOT 27M 8.750 516.0 43075.2 27.00 13.59 30.00 6.625

No ID Loc-prevft

Areain2

MI(Ixx)in4

Heightin

Ybin

B-topgin

B-tribft

Sheet # 2

Job #




As defined in Material Tab. For beam level properties look at Beam Specific output.

CONCRETE PROPERTIES

STRAND AND REBAR PROPERTIES

PRESTRESSED STEEL:6/10-270K-LL, Low relaxation strands

Depressed at 0.40LStrand Diameter = 0.600 inTensile Strength(fpu) = 270.0 ksi

Use transformed strand and rebar: No

REINFORCING STEEL:Tension/Shear steel: fy = 60.0 ksi Es = 29000 ksi

BR01 - Bridge cross section

MATERIAL DATA - Project Level

f'c (ksi) 7.500 7.500 4.000Wc (pcf) 155.000 155.000 150.000Ec (ksi) 4464.300 4464.300 3644.150K1 1.000 1.000 1.000Thermal coeff.(1/°F) 0.00000600

PrecastRelease

PrecastFinal C.I.P

Sheet # 3

Job #




LOADS DATA

Loads generated using Permanent Load Wizard: NODEAD LOADS ON PRECASTUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf)

DIAPHRAGM LOADS - NONE

DEAD LOADS ON COMPOSITEUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf, Area: ksf, Width: ft)

TEMPERATURE LOADS - NONE

LIVE LOADSLive load deflection: not included.

Pedestrian Load - NONE

1 1 DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middle1 1 DC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to end1 1 DC Trapez 0.025 0.000 0.022 28.480 US ext beam overhang end to mi1 1 DC Trapez 0.022 28.480 0.025 56.960 US ext beam overhang mid to en1 1 DC Line 0.041 0.000 0.041 56.960 Sacrificial Wearing Surface1 2 DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middle1 2 DC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to end1 2 DC Line 0.055 0.000 0.055 56.960 Sacrificial Wearing Surface1 3 DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middle1 3 DC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to end1 3 DC Trapez 0.025 0.000 0.022 28.480 DS ext beam overhang end to mi1 3 DC Trapez 0.022 28.480 0.025 56.960 DS ext beam overhang mid to en1 3 DC Line 0.041 0.000 0.041 56.960 Sacrificial Wearing Surface

Span Beam DC/DW Type Mag.1 Loc.1 Mag.2 Loc.2 Description

1 DC Line 0.900 0.000 0.900 56.960 Barrier line loadSpan DC/DW Type Mag.1 Loc.1/Width Mag.2 Loc.2 Description

Design Lane Design LaneDesign Tandem Design TandemDesign Truck Design Truck

ID Type

Sheet # 4

Job #




LIVE LOADS USEDLIVE LOAD LIBRARY: default.cs3

RATING LOADS - NONE

1 ID: Design LaneDescription: Design Lane as in AASHTO-LRFDType: Design Lane

Lane Load: Intensity = 0.64 klf, Width = 10.00 ft

2 ID: Design TandemDescription: Design Tandem as in AASHTO-LRFDType: Design Tandem

First Axle Magnitude = 25.00 k, Wheel Spacing = 6.00 ft, Truck Width = 10.00 ft

1 25.00 4.00 4.00 0.00# Magnitude,

kMax Spacing,

ftMin Spacing,

ftIncrement,

ft

3 ID: Design TruckDescription: Design Truck as in AASHTO-LRFDType: Design Truck


1 32.00 14.00 14.00 0.002 32.00 30.00 14.00 2.00

# Magnitude,k

Max Spacing,ft

Min Spacing,ft

Increment,ft

4 ID: Fatigue TruckDescription: Fatigue Truck as in AASHTO-LRFDType: Fatigue Truck


1 32.00 14.00 14.00 0.002 32.00 30.00 30.00 0.00

# Magnitude,k

Max Spacing,ft

Min Spacing,ft

Increment,ft

Sheet # 5

Job #




ANALYSIS DATAANALYSIS PARAMETERS DATA

DISTRIBUTION FACTORS (Art. 4.6.2.2):

NOTE: Beam specific dead and live load DFs are printed in beam level reports.

LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)

Truck impact: 1.330Lane impact: 1.000Strength II impact: 1.330Fatigue impact: 1.150

Include sacrificial deck thick in ts: NOIs Span Post-tensioned: NOInclude Rigid Cross Section Assumption (Art. 4.6.2.2.2d): NOADTT (Average Daily Truck Traffic) : 100Percent of the specified force effect : 0.90Apply reduction of Moment for skew: NO

Service I: 1.00 1.00 - 1.00 -Service III: 0.80 1.00 - 1.00 -Strength I: 1.75 1.25 0.90 1.50 0.65Fatigue I: 1.50 - - - -

Live DC(max) DC(min) DW(max) DW(min)

Ductility Factor: 1.00Redundancy Factor: 1.00Importance Factor: 1.00

Sheet # 6

Job #




PROJECT DESIGN PARAMETERSMULTIPLIERS:

Camber & Deflection Multiplier (PCI ref.)

MOMENT AND SHEAR PROVISIONS:

STRESS LIMITS (Art. 5.9.4):STRESS LIMITS AT RELEASE BEFORE LOSSES (Using Advanced Settings):

STRESS LIMITS AT FINAL AFTER LOSSES:

STRESS LIMITS AT FINAL 1 (P/S + DL + LL):

STRESS LIMITS AT FINAL 2 (P/S + DL):

FATIGUE I STRESS LIMITS AT FINAL 3 ( 50% P/S + 50% DL + F_LL ) (Art. 5.5.3.1):

SERVICE III (Tension):

Trans len mult: Bonded 1.00Debonded 1.00

Dev len mult: Bonded 1.60Debonded 2.00

Prestress: 1.50 2.20Self. Wt: 1.50 2.40Deck + Haunch: 2.30Diaphragm: 3.00DL-Prec.: 3.00DL-Comp.: 3.00

Erection Final

Ultimate Moment Capacity, Mr-prvd computed: Strain Compatibility method.Ultimate Concrete Strain: 0.0030Horizontal Shear, Beam and Slab effects in Vu: INCLUDED

Strength 7.50 ksiElasticity 4464.3 ksiMax comp 4.50 ksiOuter 15.00 %Max tens -0.26 ksiMax tens, w/reinf -0.66 ksiCenter 70.00 %Max tens -0.26 ksiMax tens, w/reinf -0.66 ksi

PRECAST

Strength 7.50 ksi 4.00 ksiElasticity 4464.30 ksi 3644.15 ksi

PRECAST DECK

Max comp 4.50 ksi 2.40 ksiPRECAST DECK


Max comp 3.00 ksi - ksiPRECAST DECK

Sheet # 7

Job #




RESISTANCE FACTORS (Art. 5.5.4.2):

PRESTRESS LOSSES:

Max tens -0.52 ksi -0.38 ksiPRECAST DECK

Flexure Reinforced Compression controlled sections 0.75Tension controlled sections 0.90

Flexure Prestressed Compression controlled sections 0.75Tension controlled sections 1.00

Shear 0.90

Time Dependent Losses, Approximate Method (Art.5.9.5.3)Days to release = 0.75

Rel. Humid.(RH) = 73.0 %

Sheet # 8

Job #




BEAM REINFORCEMENTBEAM SPECIFIC MATERIAL PROPERTIES:

Span:1, Beam:1

PRESTRESSED STEEL: 20 strands, 6/10-270K-LL, Low relaxation strandsDepressed at 0.40L ( 23.28 ft from member end )

END PATTERN (Ycg = 7.00 in):

MID PATTERN (Ycg = 3.00 in):(A) Draped:

(B) Straight:

REINFORCING STEEL:

Stirrups:

Span:1, Beam:2


Span:1, Beam:1 6/10-270K-LL 7.50 7.50 4.00Span:1, Beam:2 6/10-270K-LL 7.50 7.50 4.00Span:1, Beam:3 6/10-270K-LL 7.50 7.50 4.00

Span#, Beam# Tendon-ID Girder-f'ciksi

Girder-f'cksi

Deck-f'cksi

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in

fy 60.0 ksiEs 29000 ksi

Tension steel:

2 US#5[M16] 60.0 0.62 2.00 0.0000 0.1667 Yes2 US#5[M16] 60.0 0.62 2.50 0.1667 2.2500 Yes2 US#4[M13] 60.0 0.40 6.00 2.2500 7.7500 Yes2 US#4[M13] 60.0 0.40 16.00 7.7500 27.7500 Yes2 US#4[M13] 60.0 0.40 10.79 27.7500 29.5400 Yes2 US#4[M13] 60.0 0.40 16.00 29.5400 49.5400 Yes2 US#4[M13] 60.0 0.40 6.00 49.5400 55.0400 Yes2 US#5[M16] 60.0 0.62 2.50 55.0400 57.1234 Yes2 US#5[M16] 60.0 0.62 1.99 57.1234 57.2900 Yes

# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

Sheet # 9

Job #






(B) Straight:

REINFORCING STEEL:

Stirrups:

Span:1, Beam:3




(B) Straight:

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in

Sheet # 10

Job #




REINFORCING STEEL:

Stirrups:


Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

Sheet # 11

Job #




PROPERTIESSpan:1, Beam:1PRECAST DATA:

Minimum Thickness Criteria, Article 5.14.1.2.2 checked: OK.

Section Id MnDOT 27MType I-GirderFlng width Top 30.000 in Bot 26.000 in

thick Top 6.000 in Bot 7.500 inStems No 1

Top 6.000 inBot 6.000 in

Shear width 6.000 in

Sheet # 12

Job #




GENERAL BRIDGE DATA:

BR01 - Span 1 Beam 1 cross section

Sheet # 13

Job #




TOPPING DATA:

GENERAL LOAD DATA:DEAD LOADS ON PRECASTUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf)

Dead loads on composite: See Project info for composite loads

GENERAL SPAN DATA:

KERN POINTS:

DISTRIBUTION FACTORS (Art. 4.6.2.2): Type k, with deck

(#) Lever rule (C4.6.2.2.1)The LL distribution computation is using the effective slab depth (ts = 8.50in).Include Rigid Cross Section Assumption (Art. 4.6.2.2.2d): NO

Bridge Width 22.00 ftCurb-to-curb 20.00 ftBeam Spac. Lt./Rt 2.25/ 8.75 ftLane width 12.00 ftNumber of lanes 1Interior/Exterior ExteriorStart Skew Angle 0.00 degreesEnd Skew Angle 0.00 degrees

Effective Deck Thickness 8.500 inSacrificial Deck Thickness 0.500 inHaunch:

Thickness 1.500 inWidth 30.000 in

Effective width 79.500 in (Art. 4.6.2.6.1)

DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middleDC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to endDC Trapez 0.025 0.000 0.022 28.480 US ext beam overhang end to miDC Trapez 0.022 28.480 0.025 56.960 US ext beam overhang mid to enDC Line 0.041 0.000 0.041 56.960 Sacrificial Wearing Surface

DC/DW Type Mag.1 Loc.1 Mag.2 Loc.2 Description

Overall length 58.210 ftRelease length 58.210 ftDesign length 56.960 ft

Upper 19.73 inLower 7.36 in

Live Moment (2+ lanes loaded) 0.638 (Calculated)Live Moment (1 lane loaded) 0.617 (Calculated) (#)Live Shear (2+ lanes loaded) 0.617 (Calculated) (#)Live Shear (1 lane loaded) 0.617 (Calculated) (#)

Sheet # 14

Job #




Dead Loads and Pedestrian Load distributed equally to all beams (Art. 4.6.2.2.1)RESISTANCE FACTORS (Art. 5.5.4.2):

SECTION PROPERTIES:

(#) Of Total Section using Ect/Ec = 0.8163Use transformed strand and rebar: No

Span:1, Beam:1STRESS LIMITS (Art. 5.9.4):STRESS LIMITS AT RELEASE BEFORE LOSSES (Using Advanced Settings):



Pedestrian 0.333 (Calculated)

Comp. DC 0.333 (Calculated)Comp. DW 0.333 (Calculated)



Shear 0.90

Area 516.0 in2 1104.3 in2 #Total Height 27.00 in 37.00 inMom. of Inertia (Ixx) 43075 in4 144920 in4 #Ht. of c.g. 13.59 in 23.63 in #Density 155.00 pcf 150.00 pcfSelf-weight 555.4 plf 1306.2 plfMom. of Inertia (Iyy) 27604.0 in4Poisson's Ratio 0.2Thermal Coeff. 0.000006000 1/°F

PRECAST COMPOSITE


PRECAST


PRECAST DECK


Sheet # 15

Job #







Span:1, Beam:1PRESTRESSED STEEL: 20 strands, 6/10-270K-LL, Low relaxation strandsDepressed at 0.40L ( 23.28 ft from member end )



(B) Straight:




10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in

Strand Diameter 0.600 inStrand Area 0.217 in2Total Strand Area 4.340 in2Trans. Len,bonded 3.000 ftTrans. Len,debonded 3.000 ftDev. Len, bonded 11.262 ftDev. Len, debonded 14.078 ftHolddown Force 12.549 kipsTensile Strength(fpu) 270.0 ksiInitial Prestress = 0.75fpu 202.5 ksiInitial Pull 878.9 kips Beam Shrtng (PL/AE) 0.242 in

Sheet # 16

Job #




Span:1, Beam:1ESTIMATED QUANTITIES

BR01 - Strand Pattern, Span 1, Beam 1

Sheet # 17

Job #




Span:1, Beam:1REINFORCING STEEL:

Stirrups:

LOSSESNote: Values are calculated at Midspan

AASHTO LOSSES

Time Dependent Losses (Approximate Method (Art.5.9.5.3))

Prestressing Stress Limit Check (Table 5.9.3.1) initial fpi = 202.5 ksi < 0.75 fpu, OK initial fpe = 177.7 ksi < 0.80 fpy, OK Span:1, Beam:2PRECAST DATA:

1164.677 740 861.861 7.725 32330.871 316.179 0.000

Prestressing(linear ft)

Strands(LB/1000ft) (LB)

BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)

Longitudinal Bars(LB)


Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

Str. area 4.3400 in2Ycg 3.00 inP_init 878.9 kipsEcc 10.59 inDays to release 0.75Rel. Humid.(RH) 73.0 %Es 28500.0 ksiEci 4464 ksi

Elastic Shortening 18.86 ksi (Eq 5.9.5.2.3a-1), (fcgp= 2.954 ksi)

due to Precast Loads -6.50 ksi 0.63 ksidue to Composite Loads -1.33 ksi 0.13 ksidue to Live Loads -6.73 ksi 0.81 ksi

Elastic Gains Gains Adjustment

Steel relaxation 0.00 ksi 2.40 ksi (Eq 5.9.5.3-1)Concrete shrinkage 0.00 ksi 6.85 ksi (Eq 5.9.5.3-1)

Concrete creep 0.00 ksi 9.72 ksi (Eq 5.9.5.3-1)__________ __________ __________ ________________

Sub-total 18.86 ksi ( 9.31 %) 5.96 ksi ( 2.94 %)Total Prestress Losses 24.82 ksi (12.26 %)

Initial Final

Sheet # 18

Job #









Sheet # 19

Job #






Sheet # 20

Job #




TOPPING DATA:



GENERAL SPAN DATA:

KERN POINTS:



Bridge Width 22.00 ftCurb-to-curb 20.00 ftBeam Spac. Lt./Rt 8.75/ 8.75 ftLane width 12.00 ftNumber of lanes 1Interior/Exterior InteriorStart Skew Angle 0.00 degreesEnd Skew Angle 0.00 degrees




DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middleDC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to endDC Line 0.055 0.000 0.055 56.960 Sacrificial Wearing Surface




Live Moment (2+ lanes loaded) 0.704 (Calculated)Live Moment (1 lane loaded) 0.513 (Calculated)Live Shear (2+ lanes loaded) 0.836 (Calculated) (#)Live Shear (1 lane loaded) 0.710 (Calculated) (#)



Sheet # 21

Job #





SECTION PROPERTIES:








Shear 0.90


PRECAST COMPOSITE


PRECAST


PRECAST DECK



Sheet # 22

Job #









(B) Straight:



Stirrups:



10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


1164.677 740 861.861 7.725 32330.871 316.179 0.000



BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)



Tension steel:

Sheet # 23

Job #





AASHTO LOSSES





# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck








Initial Final





Sheet # 24

Job #






Sheet # 25

Job #




TOPPING DATA:



GENERAL SPAN DATA:

KERN POINTS:







DC Trapez 0.047 0.000 0.031 28.480 Stool concrete end to middleDC Trapez 0.031 28.480 0.047 56.960 Stool concrete middle to endDC Trapez 0.025 0.000 0.022 28.480 DS ext beam overhang end to miDC Trapez 0.022 28.480 0.025 56.960 DS ext beam overhang mid to enDC Line 0.041 0.000 0.041 56.960 Sacrificial Wearing Surface





Sheet # 26

Job #





SECTION PROPERTIES:









Shear 0.90


PRECAST COMPOSITE


PRECAST


PRECAST DECK


Sheet # 27

Job #










(B) Straight:




10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Sheet # 28

Job #






Sheet # 29

Job #





Stirrups:


AASHTO LOSSES


Prestressing Stress Limit Check (Table 5.9.3.1) initial fpi = 202.5 ksi < 0.75 fpu, OK initial fpe = 177.7 ksi < 0.80 fpy, OK

1164.677 740 861.861 7.725 32330.871 316.179 0.000



BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)



Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck








Initial Final

Sheet # 30

Job #




SHEAR/MOMENT ENVELOPE (&REACTIONS)

SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE IShears: kips, Moments: kft

Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 36.0 23.7 74.7 140.6 187.6 215.8 225.3(Max) V 15.8 14.5 15.0 12.9 9.7 6.5 3.2 0.0DL-Prec. : M 0.0 6.7 4.4 13.9 25.9 34.3 39.3 40.9DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.1 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 48.7 32.1 101.0 190.0 253.6 291.8 304.5Haunch (Max) V 21.4 19.6 20.2 17.5 13.1 8.7 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 19.4 12.8 40.3 75.9 101.3 116.6 121.7DC(Max) V 8.5 7.8 8.1 7.0 5.2 3.5 1.7 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 135.7 89.7 279.2 514.1 666.9 756.1 771.9

V 60.7 57.0 58.3 52.7 44.5 36.3 26.3 18.1LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.7 57.0 58.3 52.7 44.8 37.2 29.8 22.7

M -0.0 137.9 91.5 279.2 493.5 626.3 675.8 645.9Total : M+ 0.0 246.5 162.7 509.0 946.5 1243.8 1419.6 1464.2

V 109.4 101.6 104.4 92.5 74.3 56.1 36.3 18.1Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 109.4 101.6 104.4 92.5 74.6 57.0 39.7 22.7

M 0.0 248.7 164.5 509.0 925.9 1203.2 1339.2 1338.1

Bearing Trans H/2 0.10L 0.20L 0.30L 0.40L Midspan

Location, ft 34.30 40.12 45.94 51.76 55.42 54.58 56.96Self wt. : M 215.8 187.6 140.6 74.7 23.7 36.0 0.0(Max) V 3.2 6.5 9.7 12.9 15.0 14.5 15.8DL-Prec. : M 39.3 34.3 25.9 13.9 4.4 6.7 -0.0DC(Max) V 0.6 1.1 1.8 2.4 2.8 2.7 3.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 291.8 253.6 190.0 101.0 32.1 48.7 0.0Haunch (Max) V 4.4 8.7 13.1 17.5 20.2 19.6 21.4Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 116.6 101.3 75.9 40.3 12.8 19.4 0.0DC(Max) V 1.7 3.5 5.2 7.0 8.1 7.8 8.5DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 756.1 666.9 514.1 279.2 89.7 135.7 0.0

V 26.3 36.3 44.5 52.7 58.3 57.0 60.7LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 29.8 37.2 44.8 52.7 58.3 57.0 60.7

M 675.8 626.3 493.5 279.2 91.5 137.9 -0.0Total : M+ 1419.6 1243.8 946.5 509.0 162.7 246.5 0.0

V 36.3 56.1 74.3 92.5 104.4 101.6 109.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 39.7 57.0 74.6 92.5 104.4 101.6 109.4

M 1339.2 1203.2 925.9 509.0 164.5 248.7 -0.0

0.60L 0.70L 0.80L 0.90L H/2 Trans Bearing

Sheet # 31

Job #




REACTIONS (kips), SERVICE I

Upward reactions are positive.Live Load reactions are per lane with no distribution factor and no impact.Reactions are not multiplied by Load Modifiers (ductility, redundancy and operational importance).Non-composite load types are per beam.Composite and Pedestrian load types are per total bridge width.

Self Wt. 15.8 15.8Deck+Haunch 21.4 21.4Diaphragm 0.0 0.0DL-Prec.(DC) 3.0 3.0DL-Prec.(DW) 0.0 0.0DL-Comp.(DC) 25.6 25.6DL-Comp.(DW) 0.0 0.0Live 78.4 78.4Pedestrian 0.0 0.0

Load Type Left Support Right Support

BR01 - Precast Moment, Span 1, Beam 1, SERVICE I

Sheet # 32

Job #




BR01 - Precast Shear, Span 1, Beam 1, SERVICE I

Sheet # 33

Job #




BR01 - Composite Moment, Span 1, Beam 1, SERVICE I

Sheet # 34

Job #




BR01 - Composite Shear, Span 1, Beam 1, SERVICE I

Sheet # 35

Job #




BR01 - Live Moment, Span 1, Beam 1, SERVICE I

Sheet # 36

Job #





BR01 - Live Shear, Span 1, Beam 1, SERVICE I

Sheet # 37

Job #






V 69.8 65.6 67.0 60.6 51.2 41.7 30.3 20.9LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 69.8 65.6 67.0 60.6 51.5 42.8 34.3 26.1

M -0.0 114.6 76.0 232.1 410.2 520.6 561.8 536.9Total : M+ 0.0 237.6 156.8 491.0 914.4 1204.2 1376.0 1421.6

V 124.6 115.8 118.9 105.4 84.7 64.1 41.5 20.9Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 124.6 115.8 118.9 105.4 85.1 65.1 45.5 26.1

M 0.0 239.4 158.3 491.0 897.2 1170.5 1309.2 1316.8


Location, ft 34.30 40.12 45.94 51.76 55.42 54.58 56.96Self wt. : M 215.8 187.6 140.6 74.7 23.7 36.0 0.0(Max) V 3.2 6.5 9.7 12.9 15.0 14.5 15.8DL-Prec. : M 35.5 31.0 23.4 12.5 4.0 6.1 0.0DC(Max) V 0.5 1.0 1.6 2.2 2.5 2.4 2.7DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 379.5 329.9 247.1 131.3 41.7 63.3 0.0Haunch (Max) V 5.7 11.4 17.1 22.7 26.3 25.5 27.8Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 116.6 101.3 75.9 40.3 12.8 19.4 0.0DC(Max) V 1.7 3.5 5.2 7.0 8.1 7.8 8.5DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 628.5 554.4 427.4 232.1 74.5 112.8 0.0

V 30.3 41.7 51.2 60.6 67.0 65.6 69.8LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 34.3 42.8 51.5 60.6 67.0 65.6 69.8

M 561.8 520.6 410.2 232.1 76.0 114.6 -0.0Total : M+ 1376.0 1204.2 914.4 491.0 156.8 237.6 0.0

V 41.5 64.1 84.7 105.4 118.9 115.8 124.6Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 45.5 65.1 85.1 105.4 118.9 115.8 124.6

M 1309.2 1170.5 897.2 491.0 158.3 239.4 0.0


Sheet # 38

Job #








Sheet # 39

Job #





Sheet # 40

Job #





Sheet # 41

Job #





Sheet # 42

Job #





Sheet # 43

Job #






Sheet # 44

Job #





Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 36.0 23.7 74.7 140.6 187.6 215.8 225.3(Max) V 15.8 14.5 15.0 12.9 9.7 6.5 3.2 0.0DL-Prec. : M -0.0 6.7 4.4 13.9 25.9 34.3 39.3 40.9DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.1 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 48.7 32.1 101.0 190.0 253.6 291.8 304.5Haunch (Max) V 21.4 19.6 20.2 17.5 13.1 8.7 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 19.4 12.8 40.3 75.9 101.3 116.6 121.7DC(Max) V 8.5 7.8 8.1 7.0 5.2 3.5 1.7 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 135.7 89.7 279.2 514.1 666.9 756.1 771.9

V 60.7 57.0 58.3 52.7 44.5 36.3 26.3 18.1LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.7 57.0 58.3 52.7 44.8 37.2 29.8 22.7

M -0.0 137.9 91.5 279.2 493.5 626.3 675.8 645.9Total : M+ 0.0 246.5 162.7 509.0 946.5 1243.8 1419.6 1464.2

V 109.4 101.6 104.4 92.5 74.3 56.1 36.3 18.1Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 109.4 101.6 104.4 92.5 74.6 57.0 39.7 22.7

M 0.0 248.7 164.5 509.0 925.9 1203.2 1339.3 1338.2



V 26.3 36.3 44.5 52.7 58.3 57.0 60.7LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 29.8 37.2 44.8 52.7 58.3 57.0 60.7

M 675.8 626.3 493.5 279.2 91.5 137.9 -0.0Total : M+ 1419.6 1243.8 946.5 509.0 162.7 246.5 0.0

V 36.3 56.1 74.3 92.5 104.4 101.6 109.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 39.7 57.0 74.6 92.5 104.4 101.6 109.4

M 1339.3 1203.2 925.9 509.0 164.5 248.7 0.0


Sheet # 45

Job #








Sheet # 46

Job #





Sheet # 47

Job #





Sheet # 48

Job #





Sheet # 49

Job #





Sheet # 50

Job #




SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, SERVICE IIIShears: kips, Moments: kft


Sheet # 51

Job #





V 48.5 45.6 46.6 42.2 35.6 29.0 21.1 14.5LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 48.5 45.6 46.6 42.2 35.8 29.8 23.9 18.1

M -0.0 110.3 73.2 223.3 394.8 501.1 540.6 516.7Total : M+ 0.0 219.4 144.8 453.2 843.7 1110.4 1268.4 1309.8

V 97.2 90.2 92.7 81.9 65.4 48.9 31.0 14.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 97.2 90.2 92.7 81.9 65.6 49.6 33.8 18.1

M 0.0 221.1 146.2 453.2 827.2 1077.9 1204.1 1209.0



V 21.1 29.0 35.6 42.2 46.6 45.6 48.5LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 23.9 29.8 35.8 42.2 46.6 45.6 48.5

M 540.6 501.1 394.8 223.3 73.2 110.3 -0.0Total : M+ 1268.4 1110.4 843.7 453.2 144.8 219.4 0.0

V 31.0 48.9 65.4 81.9 92.7 90.2 97.2Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 33.8 49.6 65.6 81.9 92.7 90.2 97.2

M 1204.1 1077.9 827.2 453.2 146.2 221.1 -0.0


Sheet # 52

Job #




BR01 - Precast Moment, Span 1, Beam 1, SERVICE III

Sheet # 53

Job #




BR01 - Precast Shear, Span 1, Beam 1, SERVICE III

Sheet # 54

Job #




BR01 - Composite Moment, Span 1, Beam 1, SERVICE III

Sheet # 55

Job #




BR01 - Composite Shear, Span 1, Beam 1, SERVICE III

Sheet # 56

Job #




BR01 - Live Moment, Span 1, Beam 1, SERVICE III

Sheet # 57

Job #





BR01 - Live Shear, Span 1, Beam 1, SERVICE III

Sheet # 58

Job #





V 55.8 52.5 53.6 48.5 40.9 33.4 24.2 16.7LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 55.8 52.5 53.6 48.5 41.2 34.2 27.4 20.9

M -0.0 91.7 60.8 185.6 328.2 416.5 449.4 429.5Total : M+ 0.0 215.1 141.9 444.5 828.9 1093.3 1250.3 1293.3

V 110.7 102.7 105.5 93.3 74.5 55.7 35.4 16.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 110.7 102.7 105.5 93.3 74.8 56.6 38.6 20.9

M 0.0 216.5 143.1 444.5 815.2 1066.3 1196.9 1209.5



V 24.2 33.4 40.9 48.5 53.6 52.5 55.8LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 27.4 34.2 41.2 48.5 53.6 52.5 55.8

M 449.4 416.5 328.2 185.6 60.8 91.7 -0.0Total : M+ 1250.3 1093.3 828.9 444.5 141.9 215.1 0.0

V 35.4 55.7 74.5 93.3 105.5 102.7 110.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 38.6 56.6 74.8 93.3 105.5 102.7 110.7

M 1196.9 1066.3 815.2 444.5 143.1 216.5 0.0


Sheet # 59

Job #





Sheet # 60

Job #





Sheet # 61

Job #





Sheet # 62

Job #





Sheet # 63

Job #





Sheet # 64

Job #






Sheet # 65

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 36.0 23.7 74.7 140.6 187.6 215.8 225.3(Max) V 15.8 14.5 15.0 12.9 9.7 6.5 3.2 0.0DL-Prec. : M -0.0 6.7 4.4 13.9 25.9 34.3 39.3 40.9DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.1 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 48.7 32.1 101.0 190.0 253.6 291.8 304.5Haunch (Max) V 21.4 19.6 20.2 17.5 13.1 8.7 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 19.4 12.8 40.3 75.9 101.3 116.6 121.7DC(Max) V 8.5 7.8 8.1 7.0 5.2 3.5 1.7 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 108.6 71.7 223.3 411.3 533.5 604.9 617.5

V 48.5 45.6 46.6 42.2 35.6 29.0 21.1 14.5LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 48.5 45.6 46.6 42.2 35.8 29.8 23.9 18.1

M -0.0 110.3 73.2 223.3 394.8 501.1 540.6 516.7Total : M+ 0.0 219.4 144.8 453.2 843.7 1110.4 1268.4 1309.8

V 97.2 90.2 92.7 81.9 65.4 48.9 31.0 14.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 97.2 90.2 92.7 81.9 65.6 49.6 33.8 18.1

M 0.0 221.1 146.2 453.2 827.2 1077.9 1204.1 1209.0



V 21.1 29.0 35.6 42.2 46.6 45.6 48.5LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 23.9 29.8 35.8 42.2 46.6 45.6 48.5

M 540.6 501.1 394.8 223.3 73.2 110.3 -0.0Total : M+ 1268.4 1110.4 843.7 453.2 144.8 219.4 0.0

V 31.0 48.9 65.4 81.9 92.7 90.2 97.2Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 33.8 49.6 65.6 81.9 92.7 90.2 97.2

M 1204.1 1077.9 827.2 453.2 146.2 221.1 0.0


Sheet # 66

Job #





Sheet # 67

Job #





Sheet # 68

Job #





Sheet # 69

Job #





Sheet # 70

Job #





Sheet # 71

Job #




SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, STRENGTH IShears: kips, Moments: kft


Sheet # 72

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 45.0 29.7 93.4 175.7 234.5 269.8 281.6(Max) V 19.8 18.1 18.7 16.2 12.1 8.1 4.0 0.0Self wt. : M 0.0 32.4 21.4 67.2 126.5 168.9 194.3 202.7(Min) V 14.2 13.0 13.5 11.6 8.7 5.8 2.9 0.0DL-Prec. : M 0.0 8.4 5.5 17.3 32.4 42.9 49.1 51.1DC(Max) V 3.7 3.4 3.5 3.0 2.2 1.4 0.7 0.0DL-Prec. : M 0.0 6.0 4.0 12.5 23.3 30.9 35.3 36.8DC(Min) V 2.7 2.4 2.5 2.1 1.6 1.0 0.5 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 60.8 40.1 126.2 237.5 317.0 364.7 380.6Haunch (Max) V 26.7 24.5 25.3 21.9 16.4 10.9 5.5 0.0Deck + : M 0.0 43.8 28.9 90.9 171.0 228.2 262.6 274.0Haunch (Min) V 19.2 17.6 18.2 15.7 11.8 7.9 3.9 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 24.3 16.0 50.4 94.9 126.7 145.7 152.1DC(Max) V 10.7 9.8 10.1 8.7 6.5 4.4 2.2 0.0DL-Comp : M 0.0 17.5 11.5 36.3 68.3 91.2 104.9 109.5DC(Min) V 7.7 7.0 7.3 6.3 4.7 3.1 1.6 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 237.5 156.9 488.5 899.7 1167.1 1323.2 1350.8

V 106.2 99.8 102.0 92.2 77.9 63.5 46.1 31.7LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 106.2 99.8 102.0 92.2 78.4 65.1 52.2 39.7

M -0.0 241.3 160.1 488.5 863.6 1096.1 1182.6 1130.2Total : M+ 0.0 376.0 248.2 775.9 1440.2 1888.2 2152.5 2216.2

V 167.0 155.6 159.6 141.9 115.1 88.3 58.5 31.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 167.0 155.6 159.6 141.9 115.6 89.9 64.6 39.7

M 0.0 379.8 251.4 775.9 1404.1 1817.1 2012.0 1995.6


Sheet # 73

Job #




REACTIONS (kips), STRENGTH I


Location, ft 34.30 40.12 45.94 51.76 55.42 54.58 56.96Self wt. : M 269.8 234.5 175.7 93.4 29.7 45.0 0.0(Max) V 4.0 8.1 12.1 16.2 18.7 18.1 19.8Self wt. : M 194.3 168.9 126.5 67.2 21.4 32.4 0.0(Min) V 2.9 5.8 8.7 11.6 13.5 13.0 14.2DL-Prec. : M 49.1 42.9 32.4 17.3 5.5 8.4 -0.0DC(Max) V 0.7 1.4 2.2 3.0 3.5 3.4 3.7DL-Prec. : M 35.3 30.9 23.3 12.5 4.0 6.0 -0.0DC(Min) V 0.5 1.0 1.6 2.1 2.5 2.4 2.7DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 364.7 317.0 237.5 126.2 40.1 60.8 0.0Haunch (Max) V 5.5 10.9 16.4 21.9 25.3 24.5 26.7Deck + : M 262.6 228.2 171.0 90.9 28.9 43.8 0.0Haunch (Min) V 3.9 7.9 11.8 15.7 18.2 17.6 19.2Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 145.7 126.7 94.9 50.4 16.0 24.3 0.0DC(Max) V 2.2 4.4 6.5 8.7 10.1 9.8 10.7DL-Comp : M 104.9 91.2 68.3 36.3 11.5 17.5 0.0DC(Min) V 1.6 3.1 4.7 6.3 7.3 7.0 7.7DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 1323.2 1167.1 899.7 488.5 156.9 237.5 0.0

V 46.1 63.5 77.9 92.2 102.0 99.8 106.2LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 52.2 65.1 78.4 92.2 102.0 99.8 106.2

M 1182.6 1096.1 863.6 488.5 160.1 241.3 -0.0Total : M+ 2152.5 1888.2 1440.2 775.9 248.2 376.0 0.0

V 58.5 88.3 115.1 142.0 159.6 155.6 167.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 64.6 89.9 115.6 142.0 159.6 155.6 167.0

M 2012.0 1817.1 1404.1 775.9 251.4 379.8 -0.0




Sheet # 74

Job #




BR01 - Precast Moment, Span 1, Beam 1, STRENGTH I

Sheet # 75

Job #




BR01 - Precast Shear, Span 1, Beam 1, STRENGTH I

Sheet # 76

Job #




BR01 - Composite Moment, Span 1, Beam 1, STRENGTH I

Sheet # 77

Job #




BR01 - Composite Shear, Span 1, Beam 1, STRENGTH I

Sheet # 78

Job #




BR01 - Live Moment, Span 1, Beam 1, STRENGTH I

Sheet # 79

Job #





BR01 - Live Shear, Span 1, Beam 1, STRENGTH I

Sheet # 80

Job #





V 122.1 114.8 117.3 106.1 89.5 73.0 53.0 36.5LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 122.1 114.8 117.3 106.1 90.1 74.9 60.0 45.6

M -0.0 200.6 133.1 406.1 717.9 911.1 983.1 939.5Total : M+ 0.0 353.4 233.2 729.7 1356.7 1782.5 2034.3 2097.9

V 190.6 177.6 182.2 162.1 131.5 101.0 67.0 36.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 190.6 177.6 182.2 162.1 132.1 102.8 74.0 45.6

M 0.0 356.6 235.9 729.7 1326.7 1723.4 1917.4 1914.5


Sheet # 81

Job #






Location, ft 34.30 40.12 45.94 51.76 55.42 54.58 56.96Self wt. : M 269.8 234.5 175.7 93.4 29.7 45.0 0.0(Max) V 4.0 8.1 12.1 16.2 18.7 18.1 19.8Self wt. : M 194.3 168.9 126.5 67.2 21.4 32.4 0.0(Min) V 2.9 5.8 8.7 11.6 13.5 13.0 14.2DL-Prec. : M 44.4 38.8 29.2 15.7 5.0 7.6 0.0DC(Max) V 0.6 1.3 2.0 2.7 3.1 3.0 3.3DL-Prec. : M 32.0 27.9 21.0 11.3 3.6 5.4 0.0DC(Min) V 0.5 0.9 1.4 1.9 2.3 2.2 2.4DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 474.4 412.3 308.9 164.2 52.1 79.1 0.0Haunch (Max) V 7.1 14.2 21.3 28.4 32.9 31.9 34.8Deck + : M 341.6 296.9 222.4 118.2 37.5 57.0 0.0Haunch (Min) V 5.1 10.2 15.3 20.5 23.7 22.9 25.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 145.7 126.7 94.9 50.4 16.0 24.3 0.0DC(Max) V 2.2 4.4 6.5 8.7 10.1 9.8 10.7DL-Comp : M 104.9 91.2 68.3 36.3 11.5 17.5 0.0DC(Min) V 1.6 3.1 4.7 6.3 7.3 7.0 7.7DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 1100.0 970.2 747.9 406.1 130.4 197.4 0.0

V 53.0 73.0 89.5 106.1 117.3 114.8 122.1LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.0 74.9 90.1 106.1 117.3 114.8 122.1

M 983.1 911.1 717.9 406.1 133.1 200.6 -0.0Total : M+ 2034.3 1782.5 1356.7 729.7 233.2 353.4 0.0

V 67.0 101.0 131.5 162.1 182.2 177.6 190.6Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 74.0 102.8 132.1 162.1 182.2 177.6 190.6

M 1917.4 1723.4 1326.7 729.7 235.9 356.6 0.0




Sheet # 82

Job #





Sheet # 83

Job #





Sheet # 84

Job #





Sheet # 85

Job #





Sheet # 86

Job #





Sheet # 87

Job #






Sheet # 88

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 45.0 29.7 93.4 175.7 234.5 269.8 281.6(Max) V 19.8 18.1 18.7 16.2 12.1 8.1 4.0 0.0Self wt. : M 0.0 32.4 21.4 67.2 126.5 168.9 194.3 202.7(Min) V 14.2 13.0 13.5 11.6 8.7 5.8 2.9 0.0DL-Prec. : M -0.0 8.4 5.5 17.3 32.4 42.9 49.1 51.1DC(Max) V 3.7 3.4 3.5 3.0 2.2 1.4 0.7 0.0DL-Prec. : M -0.0 6.0 4.0 12.5 23.3 30.9 35.3 36.8DC(Min) V 2.7 2.4 2.5 2.1 1.6 1.0 0.5 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 60.8 40.1 126.2 237.5 317.0 364.7 380.6Haunch (Max) V 26.7 24.5 25.3 21.9 16.4 10.9 5.5 0.0Deck + : M 0.0 43.8 28.9 90.9 171.0 228.2 262.6 274.0Haunch (Min) V 19.2 17.6 18.2 15.7 11.8 7.9 3.9 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 24.3 16.0 50.4 94.9 126.7 145.7 152.1DC(Max) V 10.7 9.8 10.1 8.7 6.5 4.4 2.2 0.0DL-Comp : M 0.0 17.5 11.5 36.3 68.3 91.2 104.9 109.5DC(Min) V 7.7 7.0 7.3 6.3 4.7 3.1 1.6 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 237.5 156.9 488.5 899.7 1167.1 1323.2 1350.8

V 106.2 99.8 102.0 92.2 77.9 63.5 46.1 31.7LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 106.2 99.8 102.0 92.2 78.4 65.1 52.2 39.7

M -0.0 241.3 160.1 488.5 863.6 1096.1 1182.6 1130.2Total : M+ 0.0 376.0 248.2 775.9 1440.2 1888.2 2152.6 2216.2

V 167.0 155.6 159.6 142.0 115.1 88.3 58.5 31.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 167.0 155.6 159.6 142.0 115.6 89.9 64.6 39.7

M 0.0 379.8 251.4 775.9 1404.1 1817.1 2012.0 1995.6


Sheet # 89

Job #







V 46.1 63.5 77.9 92.2 102.0 99.8 106.2LL + I : M- 0.0 0.0 0.0 0.0 -0.0 -0.0 -0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 52.2 65.1 78.4 92.2 102.0 99.8 106.2

M 1182.6 1096.1 863.6 488.5 160.1 241.3 -0.0Total : M+ 2152.6 1888.2 1440.2 775.9 248.2 376.0 0.0

V 58.5 88.3 115.1 142.0 159.6 155.6 167.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 64.6 89.9 115.6 142.0 159.6 155.6 167.0

M 2012.0 1817.1 1404.1 775.9 251.4 379.8 0.0




Sheet # 90

Job #





Sheet # 91

Job #





Sheet # 92

Job #





Sheet # 93

Job #





Sheet # 94

Job #





Sheet # 95

Job #




SHEAR AND MOMENT ENVELOPE : Span : 1, Beam : 1, FATIGUE IShears: kips, Moments: kft


Sheet # 96

Job #





V 43.4 40.5 41.5 37.1 30.7 24.4 18.0 16.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 43.4 40.5 41.5 37.1 30.7 24.8 19.5 16.0

M 0.0 95.4 63.3 192.5 337.8 417.5 442.9 455.6Total : M+ 0.0 206.2 136.3 422.4 770.2 1009.7 1134.1 1147.9

V 92.1 85.1 87.6 76.8 60.5 44.3 27.9 16.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 92.1 85.1 87.6 76.8 60.5 44.6 29.5 16.0

M 0.0 206.2 136.3 422.4 770.2 994.3 1106.4 1147.9


Sheet # 97

Job #





V 18.0 24.4 30.7 37.1 41.5 40.5 43.4LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 19.5 24.8 30.7 37.1 41.5 40.5 43.4

M 442.9 417.5 337.8 192.5 63.3 95.4 0.0Total : M+ 1134.1 1009.7 770.2 422.4 136.3 206.2 0.0

V 27.9 44.3 60.5 76.8 87.6 85.1 92.1Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 29.5 44.6 60.5 76.8 87.6 85.1 92.1

M 1106.4 994.3 770.2 422.4 136.3 206.2 0.0


Sheet # 98

Job #




BR01 - Precast Moment, Span 1, Beam 1, FATIGUE I

Sheet # 99

Job #




BR01 - Precast Shear, Span 1, Beam 1, FATIGUE I

Sheet # 100

Job #




BR01 - Composite Moment, Span 1, Beam 1, FATIGUE I

Sheet # 101

Job #




BR01 - Composite Shear, Span 1, Beam 1, FATIGUE I

Sheet # 102

Job #




BR01 - Live Moment, Span 1, Beam 1, FATIGUE I

Sheet # 103

Job #





BR01 - Live Shear, Span 1, Beam 1, FATIGUE I

Sheet # 104

Job #





V 50.0 46.6 47.8 42.6 35.3 28.1 20.7 18.4LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 50.0 46.6 47.8 42.6 35.3 28.5 22.5 18.4

M 0.0 79.3 52.6 160.0 280.8 347.0 368.2 378.8Total : M+ 0.0 204.1 134.9 418.9 767.9 1009.7 1138.7 1158.7

V 104.8 96.9 99.6 87.4 68.8 50.4 31.9 18.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 104.8 96.9 99.6 87.4 68.8 50.9 33.7 18.4

M 0.0 204.1 134.9 418.9 767.9 996.8 1115.6 1158.7


Sheet # 105

Job #





V 20.7 28.1 35.3 42.6 47.8 46.6 50.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 22.5 28.5 35.3 42.6 47.8 46.6 50.0

M 368.2 347.0 280.8 160.0 52.6 79.3 0.0Total : M+ 1138.7 1009.7 767.9 418.9 134.9 204.1 0.0

V 31.9 50.4 68.8 87.4 99.6 96.9 104.8Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 33.7 50.9 68.8 87.4 99.6 96.9 104.8

M 1115.6 996.8 767.9 418.9 134.9 204.1 0.0


Sheet # 106

Job #





Sheet # 107

Job #





Sheet # 108

Job #





Sheet # 109

Job #





Sheet # 110

Job #





Sheet # 111

Job #






Sheet # 112

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48Self wt. : M 0.0 36.0 23.7 74.7 140.6 187.6 215.8 225.3(Max) V 15.8 14.5 15.0 12.9 9.7 6.5 3.2 0.0Self wt. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M -0.0 6.7 4.4 13.9 25.9 34.3 39.3 40.9DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.1 0.6 0.0DL-Prec. : M -0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DC(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 48.7 32.1 101.0 190.0 253.6 291.8 304.5Haunch (Max) V 21.4 19.6 20.2 17.5 13.1 8.7 4.4 0.0Deck + : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Haunch (Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 19.4 12.8 40.3 75.9 101.3 116.6 121.7DC(Max) V 8.5 7.8 8.1 7.0 5.2 3.5 1.7 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DC(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 95.4 63.3 192.5 337.8 432.9 470.7 455.6

V 43.4 40.5 41.5 37.1 30.7 24.4 18.0 16.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 43.4 40.5 41.5 37.1 30.7 24.8 19.5 16.0

M 0.0 95.4 63.3 192.5 337.8 417.5 442.9 455.6Total : M+ 0.0 206.2 136.3 422.4 770.2 1009.8 1134.1 1147.9

V 92.1 85.1 87.6 76.8 60.5 44.3 27.9 16.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 92.1 85.1 87.6 76.8 60.5 44.6 29.5 16.0

M 0.0 206.2 136.3 422.4 770.2 994.3 1106.4 1147.9


Sheet # 113

Job #





V 18.0 24.4 30.7 37.1 41.5 40.5 43.4LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 19.5 24.8 30.7 37.1 41.5 40.5 43.4

M 442.9 417.5 337.8 192.5 63.3 95.4 0.0Total : M+ 1134.1 1009.8 770.2 422.4 136.3 206.2 0.0

V 27.9 44.3 60.5 76.8 87.6 85.1 92.1Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 29.5 44.6 60.5 76.8 87.6 85.1 92.1

M 1106.4 994.3 770.2 422.4 136.3 206.2 0.0


Sheet # 114

Job #





Sheet # 115

Job #





Sheet # 116

Job #





Sheet # 117

Job #





Sheet # 118

Job #





Sheet # 119

Job #





Sheet # 120

Job #




POSITIVE ENVELOPE STRESSES

Span : 1, Beam : 1, SERVICE I

RELEASE STRESSES, (ksi) (LOSS = 9.31 %)

Location, ft 3.00 5.82 11.64 17.46 23.28 29.10

Beam-SelfPrecast-top 0.172 0.316 0.562 0.738 0.844 0.879 Bottom -0.174 -0.321 -0.570 -0.748 -0.855 -0.891

PrestressPrecast-top -0.218 -0.339 -0.587 -0.835 -1.083 -1.083 Bottom 3.331 3.453 3.705 3.956 4.207 4.207

TotalPrecast-top -0.047 -0.022 -0.024 -0.097 -0.239 -0.204 Bottom 3.157 3.132 3.135 3.208 3.352 3.317

Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 121

Job #




SERVICE I

POSITIVE ENVELOPE STRESSES, (ksi) (LOSS = 12.26 %)

BR01 - Stresses at Release, Span 1, Beam 1, SERVICE I

Sheet # 122

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48

PrestressPrecast-top -0.024 -0.211 -0.128 -0.328 -0.568 -0.808 -1.048 -1.048Bottom 0.651 3.223 2.303 3.341 3.584 3.828 4.071 4.071

Self wt.Precast-top -0.000 0.134 0.089 0.279 0.525 0.701 0.806 0.841Bottom -0.000 -0.136 -0.090 -0.283 -0.532 -0.710 -0.817 -0.853

DL-Prec (DC)Precast-top 0.000 0.025 0.017 0.052 0.097 0.128 0.147 0.153Bottom -0.000 -0.025 -0.017 -0.053 -0.098 -0.130 -0.149 -0.155

DL-Prec (DW)Precast-top -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000Bottom -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000

DiaphragmPrecast-top -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000Bottom -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000

Deck + HaunchPrecast-top 0.000 0.182 0.120 0.377 0.710 0.947 1.090 1.137Bottom -0.000 -0.184 -0.121 -0.382 -0.719 -0.960 -1.105 -1.153

DL-Comp (DC)Precast-top 0.000 0.005 0.004 0.011 0.021 0.028 0.033 0.034Bottom -0.000 -0.038 -0.025 -0.079 -0.149 -0.198 -0.228 -0.238

DL-Comp (DW)Precast-top -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000Bottom -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000 -0.000

LL+I(+)Precast-top -0.000 0.038 0.025 0.078 0.143 0.186 0.211 0.215Bottom -0.000 -0.266 -0.175 -0.546 -1.006 -1.305 -1.480 -1.510

Final 1 (P/S + DL + LL)Precast-top -0.024 0.173 0.126 0.470 0.929 1.183 1.239 1.333 Bottom 0.651 2.573 1.874 1.998 1.080 0.524 0.293 0.162

Final 2 (P/S + DL)Precast-top -0.024 0.135 0.101 0.392 0.785 0.997 1.028 1.118 Bottom 0.651 2.839 2.050 2.544 2.086 1.829 1.772 1.672

Bearing Trans H/2 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 123

Job #






BR01 - Positive Stresses at Final 1, Span 1, Beam 1, SERVICE I

Location, ft 3.00 5.82 11.64 17.46 23.28 29.10




Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 124

Job #




SERVICE I



Sheet # 125

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48













0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 126

Job #







Location, ft 3.00 5.82 11.64 17.46 23.28 29.10




Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 127

Job #




SERVICE I



Sheet # 128

Job #




Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48



DL-Prec (DC)Precast-top -0.000 0.025 0.017 0.052 0.097 0.128 0.147 0.153Bottom 0.000 -0.025 -0.017 -0.053 -0.098 -0.130 -0.149 -0.155










0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 129

Job #




Span : 1, Beam : 1, SERVICE III



Sheet # 130

Job #




SERVICE III

Location, ft 3.00 5.82 11.64 17.46 23.28 29.10




As_top, in2 0.000 0.000 0.000 0.000 0.000 0.000 Ast_prvd, in2 0.000 0.000 0.000 0.000 0.000 0.000

Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

BR01 - Stresses at Release, Span 1, Beam 1, SERVICE III

Sheet # 131

Job #





Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48












0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 132

Job #






BR01 - Positive Stresses at Final 1, Span 1, Beam 1, SERVICE III

Sheet # 133

Job #




SERVICE III

Location, ft 3.00 5.82 11.64 17.46 23.28 29.10





Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan


Sheet # 134

Job #





Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48












0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 135

Job #







Sheet # 136

Job #




SERVICE III

Location, ft 3.00 5.82 11.64 17.46 23.28 29.10





Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan


Sheet # 137

Job #





Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48












0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 138

Job #




Span : 1, Beam : 1, FATIGUE IPOSITIVE ENVELOPE STRESSES, (ksi)


Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48

F_LL+I(+)Precast-top -0.000 0.027 0.018 0.054 0.094 0.121 0.131 0.127Bottom -0.000 -0.187 -0.124 -0.377 -0.661 -0.847 -0.921 -0.892

Final 3 ( 50% P/S + 50% DL + F_LL )Precast-top -0.012 0.094 0.068 0.250 0.487 0.619 0.645 0.686 Bottom 0.325 1.233 0.901 0.896 0.382 0.067 -0.035 -0.055


0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 139

Job #





BR01 - Positive Stresses at Final 1, Span 1, Beam 1, FATIGUE I

Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48




0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 140

Job #






Location, ft 0.00 2.38 1.54 5.20 11.02 16.84 22.66 28.48




0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 141

Job #





Sheet # 142

Job #




VERTICAL/HORIZONTAL SHEAR

VERTICAL SHEAR (Art. 5.8) - Span : 1, Beam : 1, STRENGTH IUsing General Beta Theta Equation procedure - Art.5.8.3.4.2

Sheet # 143

Job #




Bearing : 0.63167.0 6.00 34.25 0.408 2.3 6.00e-3 50.0 167.9 1.179 2.976 0.00

0.0 0.62 33.94 39.4 0.120 15.4 0.87 24.00 0.104 2.070 0.496

Transfer : 3.00155.6 6.00 34.25 3.472 11.0 -0.14e-3 28.5 70.3 0.233 0.800 0.00379.8 2.95 32.77 189.0 0.110 91.5 5.38 24.00 0.104 1.990 2.381

Critical : 3.35153.9 6.00 34.25 3.472 11.0 -0.14e-3 28.5 68.7 0.228 0.800 0.00421.7 3.01 32.75 189.0 0.109 91.2 5.36 24.00 0.104 2.008 2.427

0.1L : 5.82141.9 6.00 32.56 3.906 11.0 -0.12e-3 28.6 62.3 0.220 0.800 0.00775.9 3.41 30.85 189.0 0.106 84.4 5.27 24.00 0.104 2.041 3.098

0.2L : 11.64115.6 6.00 32.00 4.340 11.0 -0.06e-3 28.8 39.6 0.146 0.300 0.00

1404.1 4.29 29.85 189.0 0.087 77.8 5.02 24.00 0.104 1.326 4.340

0.3L : 17.4689.9 6.00 33.00 4.340 11.0 -0.01e-3 29.0 11.2 0.104 0.300 0.00

1817.1 4.30 30.85 189.0 0.064 77.7 4.85 24.00 0.104 1.725 4.340

0.4L : 23.2864.6 6.00 34.00 4.340 0.0 0.02e-3 29.1 0.0 0.104 0.300 0.00

2012.0 4.30 31.85 189.0 0.050 78.3 4.73 24.00 0.104 2.289 4.340

0.5L : 29.1039.7 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.0 0.104 0.445 0.00

1995.6 4.30 31.85 189.0 0.031 80.1 4.84 24.00 0.104 4.719 4.340

0.6L : 34.9364.6 6.00 34.00 4.340 0.0 0.02e-3 29.1 0.0 0.104 0.300 0.00

2012.0 4.30 31.85 189.0 0.050 78.3 4.73 24.00 0.104 2.289 4.340

0.7L : 40.7589.9 6.00 33.00 4.340 11.0 -0.01e-3 29.0 11.2 0.104 0.300 0.00

1817.1 4.30 30.85 189.0 0.064 77.7 4.85 24.00 0.104 1.725 4.340

0.8L : 46.57115.6 6.00 32.00 4.340 11.0 -0.06e-3 28.8 39.6 0.146 0.300 0.00

1404.1 4.29 29.85 189.0 0.087 77.8 5.02 24.00 0.104 1.326 4.340

0.9L : 52.39142.0 6.00 32.56 3.906 11.0 -0.12e-3 28.6 62.3 0.220 0.800 0.00775.9 3.41 30.85 189.0 0.106 84.4 5.27 24.00 0.104 2.041 3.098

Critical : 54.86153.9 6.00 34.25 3.472 11.0 -0.14e-3 28.5 68.7 0.228 0.800 0.00421.7 3.01 32.75 189.0 0.109 91.2 5.36 24.00 0.104 2.008 2.427

Transfer : 55.21155.6 6.00 34.25 3.472 11.0 -0.14e-3 28.5 70.3 0.233 2.976 0.00379.8 2.95 32.77 189.0 0.110 91.5 5.38 24.00 0.104 2.197 2.381

Bearing : 57.58167.0 6.00 34.25 0.408 2.3 6.00e-3 50.0 167.9 1.179 0.000 0.00

0.0 0.62 33.94 39.4 0.120 15.4 0.87 24.00 0.104 0.095* 0.496

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 144

Job #




ANCHORAGE ZONE REINFORCEMENT (Art. 5.10.10)Span : 1, Beam : 1

HORIZONTAL SHEAR (Art. 5.8.4) - Span : 1, Beam : 1(Beam and Slab effects are INCLUDED in Vu).Computed Interface width considered to be engaged in shear transfer, bvi = 30.00(in).

878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)

BR01 - Vertical Shear, Span 1, Beam 1, STRENGTH I

Sheet # 145

Job #





Bearing : 0.00167.0 5.47 34.25 0.62 33.94 24.00 0.300 1.073 0.000 2.976

Transfer : 2.38155.6 5.27 34.25 2.95 32.77 24.00 0.300 1.008 0.000 0.800

Critical : 2.73153.9 5.22 34.25 3.01 32.75 24.00 0.300 0.990 0.000 0.800

0.1L : 5.20141.9 5.11 32.56 3.41 30.85 24.00 0.300 0.954 0.000 0.800

0.2L : 11.02115.6 4.30 32.00 4.29 29.85 24.00 0.300 0.685 0.000 0.300

0.3L : 16.8489.9 3.24 33.00 4.30 30.85 24.00 0.300 0.329 0.000 0.300

0.4L : 22.6664.6 2.25 34.00 4.30 31.85 24.00 0.300 0.001 0.000 0.300

0.5L : 28.4839.7 1.38 34.00 4.30 31.85 24.00 0.300 0.000 0.000 0.445

0.6L : 34.3064.6 2.25 34.00 4.30 31.85 24.00 0.300 0.001 0.000 0.300

0.7L : 40.1289.9 3.24 33.00 4.30 30.85 24.00 0.300 0.329 0.000 0.300

0.8L : 45.94115.6 4.30 32.00 4.29 29.85 24.00 0.300 0.685 0.000 0.300

0.9L : 51.76142.0 5.11 32.56 3.41 30.85 24.00 0.300 0.954 0.000 0.800

Critical : 54.23153.9 5.22 34.25 3.01 32.75 24.00 0.300 0.990 0.000 0.800

Transfer : 54.58155.6 5.27 34.25 2.95 32.77 24.00 0.300 1.008 0.000 2.976

Bearing : 56.96167.0 5.47 34.25 0.62 33.94 24.00 0.300 1.073 0.000 0.000

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 146

Job #




Bearing : 0.63190.6 6.00 34.25 0.412 2.3 6.00e-3 50.0 194.1 1.360 2.976 0.00

0.0 0.46 34.02 39.4 0.137 15.4 0.87 12.00 0.104 1.818 0.492

Transfer : 3.00177.6 6.00 34.25 3.472 11.0 -0.11e-3 28.6 96.3 0.317 0.800 0.00356.6 2.22 33.14 189.0 0.125 90.0 5.23 24.00 0.104 1.743 2.362

Critical : 3.38175.5 6.00 34.25 3.472 11.0 -0.11e-3 28.6 93.9 0.309 0.800 0.00400.5 2.27 33.12 189.0 0.123 90.0 5.23 24.00 0.104 1.764 2.412

0.1L : 5.82162.1 6.00 32.56 3.906 11.0 -0.10e-3 28.6 84.5 0.295 0.800 0.00729.7 2.57 31.27 189.0 0.120 84.5 5.20 24.00 0.104 1.803 3.074

0.2L : 11.64132.1 6.00 32.00 4.340 11.0 -0.06e-3 28.8 56.6 0.205 0.300 0.00

1326.7 3.26 30.37 189.0 0.099 79.2 5.02 24.00 0.104 1.179 4.340

0.3L : 17.46102.8 6.00 33.00 4.340 11.0 -0.02e-3 28.9 23.6 0.104 0.300 0.00

1723.4 3.26 31.37 189.0 0.073 79.6 4.88 24.00 0.104 1.539 4.340

0.4L : 23.2874.0 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.8 0.104 0.300 0.00

1917.4 3.26 32.37 189.0 0.056 81.4 4.84 24.00 0.104 2.058 4.340

0.5L : 29.1045.6 6.00 34.00 4.340 0.0 -0.02e-3 28.9 0.0 0.104 0.445 0.00

1914.5 3.26 32.37 189.0 0.035 82.0 4.88 24.00 0.104 4.187 4.340

0.6L : 34.9374.0 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.8 0.104 0.300 0.00

1917.4 3.26 32.37 189.0 0.056 81.4 4.84 24.00 0.104 2.058 4.340

0.7L : 40.75102.8 6.00 33.00 4.340 11.0 -0.02e-3 28.9 23.6 0.104 0.300 0.00

1723.4 3.26 31.37 189.0 0.073 79.6 4.88 24.00 0.104 1.539 4.340

0.8L : 46.57132.1 6.00 32.00 4.340 11.0 -0.06e-3 28.8 56.6 0.205 0.300 0.00

1326.7 3.26 30.37 189.0 0.099 79.2 5.02 24.00 0.104 1.179 4.340

0.9L : 52.39162.1 6.00 32.56 3.906 11.0 -0.10e-3 28.6 84.5 0.295 0.800 0.00729.7 2.57 31.27 189.0 0.120 84.5 5.20 24.00 0.104 1.803 3.074

Critical : 54.83175.5 6.00 34.25 3.472 11.0 -0.11e-3 28.6 93.9 0.309 0.800 0.00400.5 2.27 33.12 189.0 0.123 90.0 5.23 24.00 0.104 1.764 2.412

Transfer : 55.21177.6 6.00 34.25 3.472 11.0 -0.11e-3 28.6 96.3 0.317 2.976 0.00356.6 2.22 33.14 189.0 0.125 90.0 5.23 24.00 0.104 1.945 2.362

Bearing : 57.58190.6 6.00 34.25 0.412 2.3 6.00e-3 50.0 194.1 1.360 0.000 0.00

0.0 0.46 34.02 39.4 0.137 15.4 0.87 12.00 0.104 0.084* 0.492

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 147

Job #






878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)


Sheet # 148

Job #





Bearing : 0.00190.6 6.23 34.25 0.46 34.02 24.00 0.300 1.326 0.000 2.976

Transfer : 2.38177.6 5.95 34.25 2.22 33.14 24.00 0.300 1.235 0.000 0.800

Critical : 2.76175.5 5.89 34.25 2.27 33.12 24.00 0.300 1.213 0.000 0.800

0.1L : 5.20162.1 5.76 32.56 2.57 31.27 24.00 0.300 1.170 0.000 0.800

0.2L : 11.02132.1 4.83 32.00 3.26 30.37 24.00 0.300 0.861 0.000 0.300

0.3L : 16.84102.8 3.64 33.00 3.26 31.37 24.00 0.300 0.464 0.000 0.300

0.4L : 22.6674.0 2.54 34.00 3.26 32.37 24.00 0.300 0.097 0.000 0.300

0.5L : 28.4845.6 1.57 34.00 3.26 32.37 24.00 0.300 0.000 0.000 0.445

0.6L : 34.3074.0 2.54 34.00 3.26 32.37 24.00 0.300 0.097 0.000 0.300

0.7L : 40.12102.8 3.64 33.00 3.26 31.37 24.00 0.300 0.464 0.000 0.300

0.8L : 45.94132.1 4.83 32.00 3.26 30.37 24.00 0.300 0.861 0.000 0.300

0.9L : 51.76162.1 5.76 32.56 2.57 31.27 24.00 0.300 1.170 0.000 0.800

Critical : 54.20175.5 5.89 34.25 2.27 33.12 24.00 0.300 1.213 0.000 0.800

Transfer : 54.58177.6 5.95 34.25 2.22 33.14 24.00 0.300 1.235 0.000 2.976

Bearing : 56.96190.6 6.23 34.25 0.46 34.02 24.00 0.300 1.326 0.000 0.000

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 149

Job #




Bearing : 0.63167.0 6.00 34.25 0.408 2.3 6.00e-3 50.0 167.9 1.179 2.976 0.00

0.0 0.62 33.94 39.4 0.120 15.4 0.87 24.00 0.104 2.070 0.496

Transfer : 3.00155.6 6.00 34.25 3.472 11.0 -0.14e-3 28.5 70.3 0.233 0.800 0.00379.8 2.95 32.77 189.0 0.110 91.5 5.38 24.00 0.104 1.990 2.381

Critical : 3.35153.9 6.00 34.25 3.472 11.0 -0.14e-3 28.5 68.7 0.228 0.800 0.00421.7 3.01 32.75 189.0 0.109 91.2 5.36 24.00 0.104 2.008 2.427

0.1L : 5.82142.0 6.00 32.56 3.906 11.0 -0.12e-3 28.6 62.3 0.220 0.800 0.00775.9 3.41 30.85 189.0 0.106 84.4 5.27 24.00 0.104 2.041 3.098

0.2L : 11.64115.6 6.00 32.00 4.340 11.0 -0.06e-3 28.8 39.6 0.146 0.300 0.00

1404.1 4.29 29.85 189.0 0.087 77.8 5.02 24.00 0.104 1.326 4.340

0.3L : 17.4689.9 6.00 33.00 4.340 11.0 -0.01e-3 29.0 11.2 0.104 0.300 0.00

1817.1 4.30 30.85 189.0 0.064 77.7 4.85 24.00 0.104 1.725 4.340

0.4L : 23.2864.6 6.00 34.00 4.340 0.0 0.02e-3 29.1 0.0 0.104 0.300 0.00

2012.0 4.30 31.85 189.0 0.050 78.3 4.73 24.00 0.104 2.289 4.340

0.5L : 29.1039.7 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.0 0.104 0.445 0.00

1995.6 4.30 31.85 189.0 0.031 80.1 4.84 24.00 0.104 4.719 4.340

0.6L : 34.9364.6 6.00 34.00 4.340 0.0 0.02e-3 29.1 0.0 0.104 0.300 0.00

2012.0 4.30 31.85 189.0 0.050 78.3 4.73 24.00 0.104 2.289 4.340

0.7L : 40.7589.9 6.00 33.00 4.340 11.0 -0.01e-3 29.0 11.2 0.104 0.300 0.00

1817.1 4.30 30.85 189.0 0.064 77.7 4.85 24.00 0.104 1.725 4.340

0.8L : 46.57115.6 6.00 32.00 4.340 11.0 -0.06e-3 28.8 39.6 0.146 0.300 0.00

1404.1 4.29 29.85 189.0 0.087 77.8 5.02 24.00 0.104 1.326 4.340

0.9L : 52.39142.0 6.00 32.56 3.906 11.0 -0.12e-3 28.6 62.3 0.220 0.800 0.00775.9 3.41 30.85 189.0 0.106 84.4 5.27 24.00 0.104 2.041 3.098

Critical : 54.86153.9 6.00 34.25 3.472 11.0 -0.14e-3 28.5 68.7 0.228 0.800 0.00421.7 3.01 32.75 189.0 0.109 91.2 5.36 24.00 0.104 2.008 2.427

Transfer : 55.21155.6 6.00 34.25 3.472 11.0 -0.14e-3 28.5 70.3 0.233 2.976 0.00379.8 2.95 32.77 189.0 0.110 91.5 5.38 24.00 0.104 2.197 2.381

Bearing : 57.58167.0 6.00 34.25 0.408 2.3 6.00e-3 50.0 167.9 1.179 0.000 0.00

0.0 0.62 33.94 39.4 0.120 15.4 0.87 24.00 0.104 0.095* 0.496

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 150

Job #






878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)


Sheet # 151

Job #




Bearing : 0.00167.0 5.47 34.25 0.62 33.94 24.00 0.300 1.073 0.000 2.976

Transfer : 2.38155.6 5.27 34.25 2.95 32.77 24.00 0.300 1.008 0.000 0.800

Critical : 2.73153.9 5.22 34.25 3.01 32.75 24.00 0.300 0.990 0.000 0.800

0.1L : 5.20142.0 5.11 32.56 3.41 30.85 24.00 0.300 0.954 0.000 0.800

0.2L : 11.02115.6 4.30 32.00 4.29 29.85 24.00 0.300 0.685 0.000 0.300

0.3L : 16.8489.9 3.24 33.00 4.30 30.85 24.00 0.300 0.329 0.000 0.300

0.4L : 22.6664.6 2.25 34.00 4.30 31.85 24.00 0.300 0.001 0.000 0.300

0.5L : 28.4839.7 1.38 34.00 4.30 31.85 24.00 0.300 0.000 0.000 0.445

0.6L : 34.3064.6 2.25 34.00 4.30 31.85 24.00 0.300 0.001 0.000 0.300

0.7L : 40.1289.9 3.24 33.00 4.30 30.85 24.00 0.300 0.329 0.000 0.300

0.8L : 45.94115.6 4.30 32.00 4.29 29.85 24.00 0.300 0.685 0.000 0.300

0.9L : 51.76142.0 5.11 32.56 3.41 30.85 24.00 0.300 0.954 0.000 0.800

Critical : 54.23153.9 5.22 34.25 3.01 32.75 24.00 0.300 0.990 0.000 0.800

Transfer : 54.58155.6 5.27 34.25 2.95 32.77 24.00 0.300 1.008 0.000 2.976

Bearing : 56.96167.0 5.47 34.25 0.62 33.94 24.00 0.300 1.073 0.000 0.000

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 152

Job #




CAMBER/DEFLECTION

CAMBER AND DEFLECTIONS: SERVICE I ( Span : 1, Beam : 1; Units: in )

At 0.1 x L = 5.20 ftPrestress 0.830 1.50 1.244 2.20 1.825Self Wt. -0.234 1.50 -0.351 2.40 -0.562Deck + Haunch -0.266 2.30 -0.611DL-Prec. (DC) -0.036 3.00 -0.108Diaphragm 0.000 3.00 0.000DL-Prec. (DW) 0.000 3.00 0.000DL-Comp. (DC) -0.032 3.00 -0.095DL-Comp. (DW) 0.000 3.00 0.000Live Load Not Included

Total 0.595 0.560 0.449

Release Mult Erection Mult Final


Total 1.070 0.936 0.631



Total 1.418 1.193 0.718



Total 1.631 1.346 0.757


Sheet # 153

Job #





Total 1.703 1.395 0.767



Total 1.631 1.346 0.757



Total 1.418 1.193 0.718



Total 1.070 0.936 0.631


Sheet # 154

Job #






Total 0.595 0.560 0.449



Total 0.595 0.486 0.284



Total 1.070 0.788 0.300



Total 1.418 0.986 0.255


Sheet # 155

Job #





Total 1.631 1.102 0.211



Total 1.703 1.139 0.191



Total 1.631 1.102 0.211



Total 1.418 0.986 0.255


Sheet # 156

Job #






Total 1.070 0.788 0.300



Total 0.595 0.486 0.284



Total 0.595 0.560 0.449



Total 1.070 0.936 0.631


Sheet # 157

Job #





Total 1.418 1.193 0.718



Total 1.631 1.346 0.757



Total 1.703 1.395 0.767



Total 1.631 1.346 0.757


Sheet # 158

Job #





Total 1.418 1.193 0.718



Total 1.070 0.936 0.631



Total 0.595 0.560 0.449


Sheet # 159

Job #




ULTIMATE MOMENT

ULTIMATE - Span : 1, Beam : 1, STRENGTH I (Mr-prvd computed by Strain Compatibility method. Ult. Conc. Strain = 0.00300)

Legend: C = Compression-Controlled (c/dt > 0.600) I = In-Transition ( 0.60 >= c/dt > 0.375) T = Tension-Controlled (c/dt <= 0.375)

Note : fr used for calculating Mcr is computed using AASHTO method (Art.5.4.2.6.)Consider Bottom Tension Steel Contribution : NO

Transfer 2.38376.0 30.5 2.976 268.0 3.5 3.0 1931.8 0.099T 1.00 - - - -

H/2 1.54248.2 30.4 2.149 268.6 2.5 2.1 1410.7 0.072T 1.00 - - - -

0.1L 5.20775.9 31.0 3.442 267.8 4.0 3.4 2251.4 0.115T 1.00 - - - -

0.2L 11.021440.2 32.0 4.340 267.4 5.1 4.3 2887.7 0.144T 1.00 - - - -

0.3L 16.841888.2 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2244.6 2244.6 1.33 -

0.4L 22.662152.5 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2314.6 2314.6 1.33 -

0.5L 28.482216.2 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2292.4 2292.4 1.34 -

0.6L 34.302152.5 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2314.6 2314.6 1.33 -

0.7L 40.121888.2 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2244.6 2244.6 1.33 -

0.8L 45.941440.2 32.0 4.340 267.4 5.1 4.3 2887.7 0.144T 1.00 2219.1 1915.5 1.30 -

0.9L 51.76775.9 31.0 3.442 267.8 4.0 3.4 2251.4 0.115T 1.00 - - - -

H/2 55.42248.2 30.4 2.149 268.6 2.5 2.1 1410.7 0.072T 1.00 - - - -

Transfer 54.58376.0 30.5 2.976 268.0 3.5 3.0 1931.8 0.099T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ftmin Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 160

Job #





BR01 - Ultimate Moment, Span 1, Beam 1, STRENGTH I

Sheet # 161

Job #






Transfer 2.38353.4 30.5 2.952 268.5 2.6 2.2 1943.9 0.075T 1.00 - - - -

H/2 1.54233.2 30.4 2.132 269.0 1.9 1.6 1413.7 0.054T 1.00 - - - -

0.1L 5.20729.7 31.0 3.416 268.4 3.0 2.6 2271.3 0.086T 1.00 - - - -

0.2L 11.021356.7 32.0 4.340 268.1 3.8 3.3 2945.5 0.110T 1.00 - - - -

0.3L 16.841782.5 33.0 4.340 268.2 3.8 3.3 3043.2 0.110T 1.00 2244.6 2244.6 1.36 -

0.4L 22.662034.3 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2303.7 2303.7 1.36 -

0.5L 28.482097.9 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2276.0 2276.0 1.38 -

0.6L 34.302034.3 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2303.7 2303.7 1.36 -

0.7L 40.121782.5 33.0 4.340 268.2 3.8 3.3 3043.2 0.110T 1.00 2244.6 2244.6 1.36 -

0.8L 45.941356.7 32.0 4.340 268.1 3.8 3.3 2945.5 0.110T 1.00 2241.1 1804.4 1.31 -

0.9L 51.76729.7 31.0 3.416 268.4 3.0 2.6 2271.3 0.086T 1.00 - - - -

H/2 55.42233.2 30.4 2.132 269.0 1.9 1.6 1413.7 0.054T 1.00 - - - -

Transfer 54.58353.4 30.5 2.952 268.5 2.6 2.2 1943.9 0.075T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ft

min Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 162

Job #






Sheet # 163

Job #






Transfer 2.38376.0 30.5 2.976 268.0 3.5 3.0 1931.8 0.099T 1.00 - - - -

H/2 1.54248.2 30.4 2.149 268.6 2.5 2.1 1410.7 0.072T 1.00 - - - -

0.1L 5.20775.9 31.0 3.442 267.8 4.0 3.4 2251.4 0.115T 1.00 - - - -

0.2L 11.021440.2 32.0 4.340 267.4 5.1 4.3 2887.7 0.144T 1.00 - - - -

0.3L 16.841888.2 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2244.6 2244.6 1.33 -

0.4L 22.662152.6 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2314.6 2314.6 1.33 -

0.5L 28.482216.2 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2292.4 2292.4 1.34 -

0.6L 34.302152.6 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2314.6 2314.6 1.33 -

0.7L 40.121888.2 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2244.6 2244.6 1.33 -

0.8L 45.941440.2 32.0 4.340 267.4 5.1 4.3 2887.7 0.144T 1.00 2219.1 1915.5 1.30 -

0.9L 51.76775.9 31.0 3.442 267.8 4.0 3.4 2251.4 0.115T 1.00 - - - -

H/2 55.42248.2 30.4 2.149 268.6 2.5 2.1 1410.7 0.072T 1.00 - - - -

Transfer 54.58376.0 30.5 2.976 268.0 3.5 3.0 1931.8 0.099T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ft

min Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 164

Job #





Sheet # 165

Job #




DESIGN SUMMARY

Span: 1, Beam: 1, Exterior beam

Positive Moment Envelope Stresses (ksi) (Art. 3.4.1 and 5.9.4.2)

Beam type:I-Girder, MnDOT 27M

Precast Length, ft 58.21Release Length, ft 58.21

Strand Pattern: Straight/Draped Depr. Point: 0.40 LStrand: 6/10-270K-LLStrand Es, ksi: 28500.0

No. of strands: 20Draped: 4Straight: 16

Concrete Strength: f'ci: 7.5 ksif'c: 7.5 ksif'ct: 4.0 ksi

Initial losses: 9.31 %Final losses: 12.26 %

Release Stresses (ksi) (Art. 5.9.4.1) (Using Advanced Settings)Precast Bot (compression) 4.500 3.352 0.4L/0.6L OKOuter 15.00 %Precast Top w/ no reinf. (tension) -0.260 -0.047 Trans Precast Top w/ reinf. (tension) -0.657Center 70.00 %Precast Top w/ no reinf. (tension) -0.260 -0.239 0.4L/0.6LPrecast Top w/ reinf. (tension) -0.657

Strength I (Art. 3.4.1, 5.7.3.1.1) Provided Required Location StatusUlt. Moment (k.ft) 3083.29 2216.20 Midspan OK

Debonding Limits (Art. 5.11.4.3) Allowable Computed StatusMax. Debond per Row 40.00 % 0.00 % OKMax. Debond Total 25.00 % 0.00 % OK

Specification Allowable Computed Location Status

Sheet # 166

Job #




CAMBER / DEFLECTION: (PCI Design Handbook - 4th Ed.- Table 4.6.2)0.5 x L = 28.48 ft

Positive values indicate upward deflection.

Span: 1, Beam: 2, Interior beam

Service I Limit State - Compressive Stresses OnlyPrecast Top 4.500 1.333 Midspan 3.375 1.118 MidspanPrecast Bot 4.500 2.573 Transfer 3.375 2.839 Transfer

Service III Limit State - Tensile Stresses OnlyPrecast Top -0.520 -0.024 BearingPrecast Bot -0.520 0.464 Midspan

Fatigue I Limit State - Compressive Stresses OnlyPrecast Top 3.000 0.686 MidspanPrecast Bot 3.000 1.233 Transfer

Specification AllowFinal 1Comp Loc. Allow

Final 2Comp Loc. Allow

Final 3Comp Loc.

Prestress 2.449 1.50 3.674 2.20 5.388Self Wt. -0.746 1.50 -1.119 2.40 -1.791Deck + Haunch -0.925 2.30 -2.127DL-Prec. (DC) -0.125 3.00 -0.374Diaphragm 0.000 3.00 0.000DL-Prec. (DW) 0.000 3.00 0.000DL-Comp. (DC) -0.110 3.00 -0.329DL-Comp. (DW) 0.000 3.00 0.000Live Load Not Included

Total 1.703 1.395 0.767








Sheet # 167

Job #

















Final 3Comp Loc.


Total 1.703 1.139 0.191


Sheet # 168

Job #




















Final 3Comp Loc.

Sheet # 169

Job #







Total 1.703 1.395 0.767


Sheet # 170

Job #




Project Name:

Client:

Comm. No.: Date: 1/27/16 By: DAP Chkd. By:

BEAM

1 5.388 1.791 0.000 0.767 0.767 2.830

2 5.388 1.791 0.000 0.191 0.191 3.406

3 5.388 1.791 0.000 0.767 0.767 2.830

AVE 5.388 1.791 0.000 0.575 0.575 3.022

AVERAGE DEFLECTIONS - 56' - 11 1/2" spanCAMBER DUE TO PRESTRESS (@ ERECTION) (IN.) "Cpe" "Erection

Prestress"

DEFLECTION DUE TO BEAM WEIGHT (@ ERECTION) (IN.)

"Csw" "Erection Self Wt."

FUTURE WEARING SURFACE DEFLECTION

(@ ERECTION) (IN.) "Sdwe" "Erection DL-Comp (DW)"

RESIDUAL CAMBER (INCLUDING FUTURE

WS) (@ ERECTION) (IN.) "Cte" "Erection Total"

RESIDUAL CAMBER (EXCLUDING FUTURE

WS) (@ ERECTION) (IN.)


SUPER IMPOSED DEAD LOAD

DEFLECTION (@ ERECTION) (IN.)

Filename: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\[FMM DIS CAMBER.xls]CAMBER SPAN 1 & 3

Fargo Moorhead Municipal Diversion Inlet StructureFargo Moorhead Diversion Authority

CAMBER SPAN 1 & 3188

Project Name:

Client:


PROFILE OFFSET X-SLOPE TOP OF SLAB BOT OF STOOL TOP OF BM RESID TOP OF STOOL

ELEV. FROM AVG. dH SLAB HEIGHT SLAB HEIGHT TANGENT CAMBER BEAM HEIGHT

PROFILE* ELEV. ELEV. LINE ELEV. ELEV.

(FT.) (FT.) (FT/FT) (FT.) (FT.) (IN.) (FT.) (IN.) (FT.) (FT.) (FT.) (IN.)

BRG @ ABUTMENT +0.00 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 3.000 929.813 0.00 929.813 3.00

1/4 PNT +14.19 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 - 929.813 0.04 929.849 2.57

1/2 PNT +28.38 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 - 929.813 0.05 929.861 2.43

3/4 PNT +42.56 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 - 929.813 0.04 929.850 2.57

BRG @ PIER +56.75 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 3.000 929.813 0.00 929.814 2.99

BRG-BRG L: 56.96 Ft. Residual Camber: 0.58 Inches Tangent Slope: 0.0034 ft./ft.

Profile:

Point Station Elevation G1 (%) G2 (%) Length M

START

0.00

PVC 0.00 0.000

PVI 0.000 0.000

PVT 0.00 #DIV/0!

0.00 MINIMUM STOOL IN SPANS 1 & 3

PVC 0.00 #DIV/0! 0.02

PVI 0.000 0.0000 0.000 1.80

PVT 0.00 #DIV/0! (MNDOT LRFD 5.4.1)

0.00

PVC 0.00 #DIV/0!

PVI 0.000 0.0000 0.000

PVT 0.00 #DIV/0!

0.00

END #DIV/0!

* Indicates information that must be known and entered

MIN. STOOL

THEORECTICAL STOOL HEIGHTS - SPANS 1 & 3 Beam 1 or 3


Use Minimum stool of 2"

Filename: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\VehicleService Bridge design\[FMM DIS CAMBER.xls]CAMBER SPAN 1 & 3

Fargo Moorhead Metro Dviersion Inlet Structure

Fargo Moorhead Diversion Authority

POINT STATION

CROSS SLOPE

189


Designed By: DAPChecked By: ___

Anchorage Zone Reinforcement:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle BridgeSpans 1 & 3


Input Output Designer notes Check results

Follows MnDOT LRFD example pg. 5-91 (AASHTO 5.10.10)

fpu 270 ksi tensile strength (conspan)

fpj 0.75 fpu fpj 202500.00 psi initial prestress

Nstd 20 number of strands in beam x-sec (conspan)

Astd 0.217 in2 area of one strand (conspan)

Aps Nstd Astd Aps 4.34 in2 area of prestressed steel

Pi fpj Aps total prestressing force at transfer

Pi 878850.00 lbf

Factored design splitting force:

Pb 1.0 0.04 Pi Pb 35.15 kip

Amount of splitting resistance reinforcement:

fs 20 ksi steel stress used for determining resisting reinf.

AsPb

fs As 1.76 in2

Steel should be located at the end of the beam within h/4:

h 27in height of beam

h

40.56 ft distance from end of beam to end of resisting reinf.

1/27/2016 FMM DIS Anchorage Zone Reinf spans 1 & 3.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure

\Design\Vehicle Service Bridge design\

190



Number of double legged stirrups:stirrup sizes:

Ab19 0.44 in2 Nstrps19As

2 Ab19 Nstrps19 2.00

Ab16 0.31in2 Nstrps16As




Select reinforcement:

Sedge 2in

Nsets 11

Soc 2.5in 2.5 inch min. spacing for bursting reinforcement

Check distance with stirrups used:

dist Sedge Nsets 1 Soc dist 2.25 ft h

40.56 ft

Checkdist if disth

4 "Adjust Stirrup spacing to fill h/4" "Stirrup spacing = 2.5 in."

Checkdist "Stirrup spacing = 2.5 in."

Provide 11 sets of #4 stirrups spaced at 0'-2 1/2" O.C. Placement starts at 0'-2" from the beam ends andends at 2'-3" from the beam ends. The first 1 is 2-G505E placed 0'-2" in from beam end. The remaining 10sets are 2-G508E each spaced at 2.5" O.C.

Confinement Reinforcement and Vertical Shear Reinforcement:

Starts at 0'-2" in from beam end to match bursting reinf and finishes at 1.5d minimum at 0'-6" spacing perAASHTO section 5.10.10.2.

d h h 27.00 in depth of beam 1.5d 3.37 ft



191



From 0' - 2" to 2' - 3": Provide 2-G403E and 1-G507E every 0'-2 1/2" O.C. to match G505E or G508E

From 2' - 3" to 6' - 3": Provide 2-G403E and 1-G507E every 0'-6" O.C. to match G508E

From 6' - 3" to 28 ' - 11": Provide 2-G403E every 1' - 4" O.C. to match G402E

From 28' - 11" to 29' - 0 1/2": Provide 2-G403E every 0' - 4.5" O.C. to match G402E

From 29' - 0 1/2" to 29' - 3 1/2": Provide 2-G403E every 0' - 4.5" O.C. to match G402E

From 29' - 3 1/2" to 51 ' - 11 1/2": Provide 2-G403E every 1' - 4" O.C. to match G402E

From 51' - 11 1/2" to 55' - 11 1/2": Provide 2-G403E and 1-G507E every 0'-6" O.C. to match G508E

From 55' -11 1/2" to 58' - 0 1/2": Provide 2-G403E and 1-G507E every 0'-2 1/2" O.C. to match G505E or G508E



192


Designed By: DAPChecked By:____

Beam Sheet Information 27M:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle Service BridgeSpans 1 & 3



Strand Location:

number of straight stands per row:

Qty in Row Row Height Qty in Row Row Height

R1 10 h1 2in R4 0 h4 8inR2 6 h2 4in R5 0 h5 10inR3 0 h3 6in

Sstr R1 R2 R3 R4 R5 Sstr 16 total number of straight strands

number of draped stands per row:


DR1 2 dh1 3in DR51 2 dh51 23inDR2 2 dh2 5in DR49 2 dh49 25inDR3 0 dh3 7in DR47 0 dh47 20inDR4 0 dh4 9inDR5 0 dh5 11inDR6 0 dh6 13inDR7 0 dh7 15in

Sdra DR1 DR2 DR3 DR4 DR5 DR6 DR7 Sdra 4 total number of draped strands

total number of strands:

Stot Sstr Sdra Stot 20 total number of stands

**Designer may need to adjust all Y-dist equations to incorporate all inputted values.

Straight strands Y-dist at center line of span:

Ystr_cntR1 h1 R2 h2 R3 h3 R4 h4 R5 h5

Sstr Ystr_cnt 2.75 in

1/28/2016 FMM DIS 27M Beam Sheet Information All Beams spans 1 & 3.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design


193



Draped strands Y-dist at center line of span:

Ydra_cntDR1 dh1 DR2 dh2 DR3 dh3 DR4 dh4 DR5 dh5 DR6 dh6 DR7 dh7

Sdra

Ydra_cnt 4.00 in

Draped strands Y-dist at ends of span:

Ydra_endDR51 dh51 DR49 dh49 DR47 dh47

Sdra

Ydra_end 24.00 in

Total strands Y-dist at center line of span:

YtotstrR1 h1 R2 h2 R3 h3 R4 h4 R5 h5

Stot Ytotstr 2.20 in

YtotdraDR1 dh1 DR2 dh2 DR3 dh3 DR4 dh4 DR5 dh5 DR6 dh6 DR7 dh7

Stot Ytotdra 0.80 in

Ytot Ytotstr Ytotdra Ytot 3.00 in

Camber Diagram

Beam B1 & B3

Cpe 5.388 in camber from prestress erection

Csw 1.791 in camber from self weight (beam) erection

Cint Cpe Csw Cint 3.60 in Initial Total Camber

Cte 0.767 in Residual camber (including future wearing surface)

CDWe 0.000 in camber from DL Comp DW erection

Cres Cte CDWe Cres 0.77 in Residual Camber

CDL Cint Cres CDL 2.83 in Est. Dead LoadDeflection



194



Approximate weight of beam: Initial Prestress:

ABM 516in2 cross-sectional area of beam fpu 270.0ksi initial tensile strength

As 0.217in2 area of one strand

γc 155lb

ft3 density of concrete Stot 20 number of strands

Pint 0.75 fpu As Stot Pint 878850.00 lbf

LBM 58.21ft beam length for Beams B1, B2 & B3

WtBM_B1 ABM γc LBM WtBM_B1 16.17 ton



195

OCTOBER 2006 LRFD BRIDGE DESIGN 3-15

Table 3.4.1.2 Maximum Unfactored HL-93 Live Load Moments, Shears, and Reactions Simple Spans, One Lane, w/o Dynamic Load Allowance

Moments Shears and End Reactions Span (ft) Truck

(kip-ft) Tandem (kip-ft)

Lane (kip-ft)

Span Pt. (%)

Truck (kip)

Tandem (kip)

Lane (kip)

42 485.2 474.8 139.7 0.45 56.0 47.6 13.4

44 520.9 499.5 153.3 0.45 56.7 47.7 14.1

46 556.5 524.3 167.6 0.45 57.4 47.8 14.7

48 592.2 549.0 182.5 0.45 58.0 47.9 15.4

50 627.8 573.8 198.0 0.45 58.6 48.0 16.0

52 663.4 598.5 214.2 0.45 59.1 48.1 16.6

54 699.1 623.3 230.9 0.45 59.6 48.1 17.3

56 734.7 648.0 248.4 0.45 60.0 48.2 17.9

58 770.4 672.8 266.4 0.45 60.4 48.3 18.6

60 806.0 697.5 285.1 0.45 60.8 48.3 19.2

62 841.6 722.3 304.4 0.45 61.2 48.4 19.8

64 877.3 747.0 324.4 0.45 61.5 48.4 20.5

66 912.9 771.8 345.0 0.45 61.8 48.5 21.1

68 948.6 796.5 366.2 0.45 62.1 48.5 21.8

70 984.2 821.3 388.1 0.45 62.4 48.6 22.4

75 1070.0 887.5 450.0 0.50 63.0 48.7 24.0

80 1160.0 950.0 512.0 0.50 63.6 48.8 25.6

85 1250.0 1012.5 578.0 0.50 64.1 48.8 27.2

90 1340.0 1075.0 648.0 0.50 64.5 48.9 28.8

95 1430.0 1137.5 722.0 0.50 64.9 48.9 30.4

100 1520.0 1200.0 800.0 0.50 65.3 49.0 32.0

110 1700.0 1325.0 968.0 0.50 65.9 49.1 35.2

120 1880.0 1450.0 1152.0 0.50 66.4 49.2 38.4

130 2060.0 1575.0 1352.0 0.50 66.8 49.2 41.6

140 2240.0 1700.0 1568.0 0.50 67.2 49.3 44.8

150 2420.0 1825.0 1800.0 0.50 67.5 49.3 48.0

160 2600.0 1950.0 2048.0 0.50 67.8 49.4 51.2

170 2780.0 2075.0 2312.0 0.50 68.0 49.4 54.4

180 2960.0 2200.0 2592.0 0.50 68.3 49.4 57.6

190 3140.0 2325.0 2888.0 0.50 68.5 49.5 60.8

200 3320.0 2450.0 3200.0 0.50 68.6 49.5 64.0

198

b6ecdap4

Highlight

United States ArmyCorps of Engineers


Expansion Bearing design:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle Bridge

MnDot LRFD Bridge Design ManualNDDOT LRFD Bridge Design Manual2014 AASHTO LRFD Bridge Design Specifications


*The figure is for a steel beam so for a prestressedbeam the sole plate is cast in the prestressedbeam.

Material Properties

Fy 36 ksi Yield strength of the steel plates

Geometry and Material Properties Temperatures

Lexpan 60 ft 0 in Expansion length (span length from bearing to bearing of expansion bearings)

αconc6.0 10 6

deg Coefficient of concrete thermal expansion per MnDOT LRFD Manual section

14.2.1 page 14-2

Design Loads

PDL 55.36 kip Maximum Dead Load

PDL_min 48.69 kip Minimum Dead Load - use for Minimum Compressive Load Check

PLL_max 56.09 kip Maximum Live Load

PLL_min 0 kip Minimum Live Load

Ps PDL PLL_max Ps 111.45 kip The Bearing Is Sized with Service Limit State Loads

1/27/2016 FMM DIS Expansion Bearing spans 1 & 3.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure


199



The Minimum Compressive Load Check Is Made WithStrength I Limit State LoadsPu 0.9 PDL_min 1.75 PLL_min Pu 43.82 kip

Design Temperatures

Tchange 80 deg Minimum temperature per NDDOT LRFD Manual section IV-04.14.02 Expansion Joints [Table3.4.1-1]. "For concrete bridge a temperature range of 80F (0F to 80F) shall be used.

Movement For Minimum Compressive Stress (Load Factor = 1.0)

Δu 1.0 Tchange αconc Lexpan Δu 0.35 in

Movement For Shear Deflection (Load Factor = 1.0) per NDDOT LRFD Manual section IV-04.14.02 ExpansionJoints [Table 3.4.1-1].

Per NDDOT LRFD Manual IV-04.14.03.02.01 "Based on pastperformance, a load factor equal to 1.0 is used with a 75Ftemperature change and the maximum shear modulus tocalculate Hu."

Δs 1.0 Δu Δs 0.35 in

Size The Elastomeric Bearing Pad

hrt 1.0 Δs hrt 0.35 in Per NDDOT LRFD Manual IV-04.14.03.02.01 "Based on pastperformance, a load factor equal to 1.0 is used with a 75Ftemperature change and the maximum shear modulus tocalculate Hu."

Material Thickness

tcover 0.25 in Thickness of elastomeric cover per MnDOT Standard Plate B311 "SectionThrough Elastomeric Bearing Pad" detail

tlam 0.50 in Thickness of internal laminate per MnDOT Table 14.7.2 page 14-14

tsteel 0.125 in Thickness of steel plate per MnDOT Standard Plate B311 Table.

Calculate The Number of Internal Laminates Needed

Nlamhrt 2 tcover

tlam Nlam 0.31

N_lam 1 Round the calculated number of laminates up



200



Calculate The Number of Steel Plates Needed

Nsteel N_lam 1 Nsteel 2

Total Elastomer Thickness

hrt_total 2 tcover N_lam tlam hrt_total 1.00 in

Height of Reinforced Elastomeric Bearing Pad

D hrt_total Nsteel tsteel D 1.250 in

Shape Factor for Internal Laminate & Cover Layer Check

a 10 in Bearing pad width per MnDOT Table 14.7.2 page 14-14

b 16 in Bearing pad length per MnDOT Table 14.7.2 page 14-14

Slama b

2 tlam a b Slam 6.2

Scheck if 5 Slam 10 "OK" "Redesign" Scheck "OK"

Scovera b

2 tcover a b Scover 12.3

Pad Dimensional/Stability Check

Stabiltycheck_1 if 3 hrt_total a "OK" "Redesign" Stabiltycheck_1 "OK"

Stabiltycheck_2 if 2.5 a b "OK" "Redesign" Stabiltycheck_2 "OK"

Maximum Compressive Stress Check

Gmin 0.115ksi minimum shear modulus for 55 durometer elastomer per NDDOTIV-04.14.03.02.

Gmax 0.165ksi maximum shear modulus for 55 durometer elastomer per NDDOTIV-04.14.03.02.

σs_max 1.0 Gmin Slam σs_max 0.71 ksi



201



σs if σs_max 1.0 ksi 1.0 ksi σs_max σs 0.71 ksi

Ps_max σs a b Ps_max 113.23 kip

CheckPs_max if Ps_max Ps "OK" "Redesign" CheckPs_max "OK"

Compressive Deflection Check

σDLPDL

a b σDL 0.35 ksi

σSLPs

a b σSL 0.70 ksi

The intial compressive deflection of a single interior laminate under total load is:

εtl 0.036 Total load strain Per 2014 AASHTO section 14.7.6.3.3 page 14-73 figure C14.7.6.3.3-1 ---Stress-StrainCurves with Shape Factor of 6.2

εdl 0.015 Dead load strain Per 2014 AASHTO section 14.7.6.3.3 page 14-73 figure C14.7.6.3.3-1 ---Stress-StrainCurves with Shape Factor of 12.3

εlimit 0.09 Per 2014 AASHTO section 14.7.6.3.3 page 14-73 1st paragraph

Check if εlimit εtl "OK" "Redesign" Check "OK"

With two interior laminate and two cover layers the dflection under total load is:

Δtl 2 tlam εtl 2 tcover εtl Δtl 0.05 in

With two interior laminate and two cover layers the deflection under total load is:

Δtl_cover 2 tlam εtl 2 tcover εtl Δtl_cover 0.05 in

The deflection under dead load is:

Δdl_cover 2 tlam εdl 2 tcover εdl Δdl_cover 0.02 in



202



The deflection due to creep is:

Δcreep 0.3 Δdl_cover Per 2014 AASHTO Table 14.7.6.2-1 - Correlated Material Properties page 14-71

Δcreep 0.01 in

The difference between the two deflections is the estimated live load deflection. The total deflection due to live load pluscreep should be no greater than 1/8 inch.

Δll Δtl Δdl_cover Δll 0.03 in

Δll Δcreep 0.04 in

Check if Δll Δcreep 0.125 in "OK" "Redesign" Check "OK"

Minimum Compressive Stress Check

Pu_min5 Gmax a b Δu

hrt_total Pu_min 45.62 kip

CheckPu_min if Pu_min 1.05Pu "OK" "Redesign" CheckPu_min "OK"

Check Service and Fatigue of Steel Plates

hmax tlam 0.50 inhs3 hmax σs

Fy

σsPs

a b σs 0.70 ksi

Min_hs3 hmax σs

Fy Min_hs 0.03 in

Checksteel_plates if Min_hs tsteel "OK" "Redesign" Checksteel_plates "OK"

hs2 hmax σL

ΔFTH

ΔFTH 24 ksi Detail Category per A AASHTO Table 6.6.1.2.3-1 page 6-37 and Table 6.6.1.2.5-3 page 6-51

Note that the live load used for this check is not based on reactions from the fatigue truck. Rather, it is the total live load forthe service limit state.



203



σLPLL_max

a b σL 0.35 ksi

Min_hs_LL2 hmax σL

ΔFTH Min_hs_LL 0.01 in

Checksteel_plates if Min_hs_LL tsteel "OK" "Redesign" Checksteel_plates "OK"

a 10.00 in Bearing pad width Nsteel 2.00 Number of steel laminates needed

b 16.00 in Bearing pad length tcover 0.25 in Thickness of elastomeric cover

tlam 0.50 in Thickness of internal laminate tsteel 0.125 in Thickness of steel plate

D 1.25 in Thickness of Reinforced Elastomeric Bearing Pad

Use a 10" x 16" x 1-1/4" bearing pad, composed of (2) two 1/4 inch cover laminates, (1) one 1/2" interior laminate and (2) two1/8 inch steel plates.

Curved Plate Design

The thickness of the plate is J. The curved plate has a width (H), which is equal to the width of the bearing pad. The length (G)is determined in an iterative process with the thickness. Begin by checking the thickness for a curved composite plate with alength of 4.5 inches. If thickness of the bearing plate is more than 2 inches, increase the length of the curved plate until thebearing plate thickness and composite plate thickness are approximately equal.

H 16 in Curved plate width Pintle 1.5 in Pintle diameter

Gplate 4.5 in Curved plate length Bevel_of_plate 0.25 in

First, determine the radius of the contact surface. The radius of the curved plate is a function of the yield strength of the steeland the load intensity. The contact length of the sole plate with the curved plate is equal to the curved plate width minus thepintles and bevels. Refer to figure below.

Contact length Lsp is equal to

Lsp H 2 Pintle 2 Bevel_of_plate 2 Bevel_of_plate

Lsp 12.00 in



204



Based on past satisfactory performance of curved plate bearing assemblies, the minimum radius permitted is determinedwith LRFD Equation C14.7.1.4-1 and C14.7.1.4-2. Start by assuming radius is 12.5 inches or less, so use the first equation.Rearranging the equation to solve for d, and dividing by 2 (to compute a radius) results in the following:

Rmin

10Ps

Lsp

0.6 Fy 13 ksi Rmin 6.730 in Rmin is less than 12.5 in so the assumption is correct

The radius of curved plates is to be no less than 16 inches. Therefore, specify the minimum radius for the curved plate to be16 inches.

The required thickness of the curved composite plate is found using a simple model where a uniform load is applied to thebottom of the plate and the reaction is a line load. See Figure 14.8.2.3.

Pressure on the composite plate is:

σcpPs

H Gplate σcp 1.55 ksi

The maximum moment on a 1 inch strip of the composite plate is:

Mcp σcpGplate

2

Gplate

4 Mcp 3.92 kip

in

in

The maximum allowable bending stress from Table 10.32.1A of the Standard Specifications is used to size the plate:

fs 0.55 Fy fs 19.80 ksi

The required composite plate thickness is found by finding the thickness of plate that has sufficient section modulus tocarry the moment.

Sreq_cpMcp

fs Sreq_cp 0.198

in3

in

Minimum_Hcp 6 Sreq_cp Minimum_Hcp 1.090 in

The standard curved plate thickness is 11/4 inches. Since composite action is assumed and the bearing plate thickness willbe more than 1/8 inch, use a 11/4 inch thick curved plate (J).

J 1.25 in



205



Bearing Plate Design

Now determine the thickness of the bearing plate. The bearing plate has plan dimensions that are slightly larger than thebearing pad to provide adequate space for the attachment of knock-off weld studs. One inch is provided on all sides for thispurpose.

E b 1 in 2 E 18.00 in Bearing Plate width

C a 1 in 2 C 12.00 in Bearing Plate length

The bearing plate is assumed to act as a cantilever that carries the bearing pad pressure back to the curved plate. Thecantilever length is half the difference in length between the bearing pad and the curved plate.

Lcra

2

Gplate

2 Lcr 2.75 in

Mbp σsLcr

2

2 Mbp 2.63 kip

in

in

Use the same procedure that was used to arrive at a curved plate thickness. Note that the minimum thickness for bearingplates is 11/2 inches per MnDOT.

Sreq_bpMbp

fs Sreq_bp 0.133

in3

in

Minimum_Hbp 6 Sreq_bp Minimum_Hbp 0.893 in

Use a 11/2 inch thick bearing plate. F 1.50 in

Expansion Bearing Summary

a 10.00 in C 12.00 in L D F J Expansion bearing assembly thickness

b 16.00 in E 18.00 in L 4.00 in

D 1.25 in F 1.50 in

Nsteel 2.00 Gplate 4.50 in

tsteel 0.125 in Slam 6.2

N_lam 1.00 H 16.00 in

tlam 0.50 in J 1.25 in



206



Fixed Bearing design:





Material Properties



Lexpan 60 ft 0 in Expansion length (span length from bearing to bearing of fixed bearings)

αconc6.0 10 6


14.2.1 page 14-2

bf 26 in Bottom flange width for a MnDOT 27M prestressed concrete beam

Design Loads





1/27/2016 FMM DIS Fixed Bearing spans 1 & 3.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure


207





Design Temperatures


Allowable Compressive Stress for Cotton-duck pads

σS 3.0 ksi Per AASHTO section 14.7.6.3.2 page 14-72 Eqn 14.7.6.3.2-5

σL 2.0 ksi Per AASHTO section 14.7.6.3.2 page 14-72 Eqn 14.7.6.3.2-6

B 16 in Bearing pad length

Allowable_σS 1.10 σS Allowable_σS 3.30 ksi

Using the vertical load, the allowable compressive stress, and width (B) of the bearing pad, a trial length (A) can be found.

APs

Allowable_σS B A 2.11 in

Try a bearing pad with the following dimensions:

A 10 in Bearing pad width

B 16.00 in Bearing pad length

D 0.50 in Bearing pad thickness

Then the maximum service load stress under total load is:

Actual_σSPs

A B Actual_σS 0.70 ksi



208



Checkcompressive_stress if Actual_σS Allowable_σS "OK" "Redesign"

Checkcompressive_stress "OK"

There are two geometric checks on the bearing pad to ensure that it has good proportions. First, in plan, the length of the longside can be no more the 2.5 times the length of the short side.

Checklongside_proportion if B 2.5 A "OK" "Redesign"

Checklongside_proportion "OK"

Second, the height of the elastomeric portion can be no more than 1/3 the length of the short side of the pad per AASHTO14.7.6.3.6 page 14-76.

Checkthickness_proportion ifA

3D "OK" "Redesign"

Checkthickness_proportion "OK"

MnDOT specifies a range of permissible values for the shape factor (S). The shape factor shall be between 5.0 and 8.0 perMnDOT page 14-23.

Actual_SA B

2 A B D Actual_S 6.15

Checkshape_factor if 5 Actual_S 8.0 "OK" "Redesign"

Checkshape_factor "OK"

Curved Plate Design

Set the curved plate width 2 inches wider than the bearing pad.

H B 2 in H 18.00 in

The all around weld, together with the friction between plates, causes the curved plate and bearing plate to act compositely.Therefore, the thickness for design can be considered to include the curved plate thickness plus the bearing plate thickness.

Begin by checking the thickness for a curved composite plate with a length of 4.5 inches. If the thickness of the bearing plateis more than 2 inches, increase the length of the curved plate until the bearing plate thickness and composite plate thicknessare approximately equal. After 4.5 inches, try 6 inches. If 6 inches does not work, increase length by increments of 2 inchesthereafter.

G 4.5 in Curved plate length



209



The radius of the contact surface is the first parameter to determine for the curved plate. The radius of the curved plate is afunction of the yield strength of the steel and the load intensity.

The contact length of the sole plate with the curved plate is equal to the sole plate width minus the chamfers at each side, thepintles, and the associated bevels around each of the pintles.


Lsp H 2 0.125 in 2 0.75 in 2 1.75 in 2 0.25 in Lsp 11.75 in


Rmin

10Ps

Lsp

0.6 Fy 13 ksi Rmin 6.87 in

Checkminimum_radius if Rmin 12.5 in "OK" "Redesign"

Checkminimum_radius "OK"

The radius of curved plates is to be no less than 16 inches. Therefore, specify the minimum radius for the curved plate to be16 inches. The required thickness of the curved composite plate is based on a simple model in which a uniform pressure isapplied to the bottom of the plate and the reaction is a line load.


σcpPs

G H σcp 1.38 ksi

Maximum moment on the composite plate on a 1 inch wide strip is:

Mcp σcpG

2

G

4 Mcp 3.48 kip

in

in

The required curved composite plate thickness is determined by finding the thickness of plate that has sufficient section moduluto carry the moment. (i.e., σ = M/S, rearranged to S = M/σ). Past designs based on allowable stress have performed well. Sizethe plate with the maximum allowable bending stress permitted in the Standard Specifications C14.7.1.4 page 14-44.

fs 0.55 Fy fs 19.80 ksi



210



The required section modulus is:

Sreq_cpMcp

fs Sreq_cp 0.18

in3

in

Solving for thickness, J

Jminimum_cp 6 Sreq_cp Jminimum_cp 1.03 in

Use curved plate with thickness J = 11/4 inches.

G 4.50 in H 18.00 in J 1.25 in


The length (C) is set at 2 inches longer than the pad length. This provides room for the keeper studs to be attached to thebottom of the bearing plate. The width (E) is set 8 inches greater than the beam bottom flange width. This provides room oneach side for the anchor rods.

E bf 8 in E 34.00 in Bearing plate length

C A 2 in C 12.00 in Bearing plate width


LcrA

2

G

2 Lcr 2.75 in

Mbp Actual_σSLcr

2

2 Mbp 2.63 kip

in

in

Use the same procedure that was used to arrive at a curved plate thickness. Note that the minimum thickness for bearingplates is 11/2 inches.


Sreq_bpMcp

fs Sreq_bp 0.18

in3

in




211



Jminimum_bp 6 Sreq_bp Jminimum_bp 1.03 in

Use bearing plate with thickness F = 11/2 inches. F 1.50 in

Anchor Rods /Pintles

The standard 11/2 inch anchor rods and pintles with Detail B310 have a service load capacity of 70 kips. For many projects,such as the superstructure assumed for this design example, the capacity of the anchor rods and pintles will be adequate byinspection. For projects where two or more piers are fixed or where significant longitudinal forces are anticipated, evaluatethe capacity of the anchor rods and pintles. The anchor rod offset dimension (M) is to be calculated such that the anchor rodsare located along the beam centerline of bearing. In this case, the skew is zero, so M = 0 inches.

Fixed Bearing Design Summary:

A 10.00 in G 4.50 in

B 16.00 in H 18.00 in

D 0.50 in J 1.25 in

Actual_S 6.2 L D F J Fixed bearing assembly thickness

C 12.00 in L 3.25 in

E 34.00 in

F 1.50 in



212

.?it Minnesota Department of Transportation

{~ ~ MS610 ~"vroFref>..~e;,q_o 3485 Hadley Avenue North

Oakdale, MN 55128

Memo TO:

FROM:

DATE:

Bridge Design Engineers Construction Managers Group (CMG) Resident Engineers

Kevin Western ~ -~ · State Bridge Des1gn Engineer

April 12, 2012

Office Tel: (651) 366-4506 Office Fax: (651) 366-4497

MEMO TO DESIGNERS (2012-01 ): Discontinued Usage of Plain Elastomeric Bearing Pads and Substitution with Cotton-Duck Bearing Pads

In light of some recent excessive deformations of plain elastomeric bearing pads (PEP), the use of PEP will be limited. At this time, the precise cause of the performance issue has not been determined. Further research is being completed by the AASHTO Bearing Committee to isolate the source of the issue. When the research is complete, final guidance on plain elastomeric bearing pads will be issued. The guidance provided in this memo should be used in the interim.

Plain elastomeric bearing pads are used at fixed bearing assemblies and at integral abutments. There will be no change to the use of PEP at integral abutments. Because the bearing pads are confined by the concrete and the polystyrene, the amount of deformation is limited and is not a concern.

For all fixed curved plate bearing assemblies for both steel and prestressed beams, replace the plain elastomeric bearing pad with a cotton-duck bearing pad (COP) of the same size as required for a PEP. COP are preformed pads that are produced in large sheets and cut to size for specific bridge applications. COP are reinforced with closely spaced layers of cotton-duck and typically display high compressive stiffness and strength, obtained by the use of very thin elastomeric layers. These pads are often used on railroad structures due to their high compressive strengths.

Cotton-duck pads must be manufactured and tested under compression in accordance with Military Specification MIL-C-882E, except where superseded by the current AASHTO LRFD Bridge Design Specifications Article 14.7.6.2 or by this memo. The minimum low-temperature grade of elastomer for cotton-duck pads is Grade 3.

This change to the bearing pads is effective for all bridges where the bearings have not yet been installed. For bridges still in the design phase that utilize standard detail B31 0 or B354, include revised special provision SB2012-37 41 that is attached to this memo. For projects that have been submitted to CO, but not yet let, an addendum will be necessary. For projects that have already been let, please coordinate and assist the districts to obtain COP through the

An Equal Opportunity Employer Page 1 of 2

0 0 0 213

supplemental agreement process. As a minimum, these changes will be in effect for the entire 2012 construction season. This guidance will remain in place until final guidance supersedes this memo.

If you have any questions contact myself or Arielle Ehrlich at (651) 366-4515.

Thank you.

cc: Dave Conkei/Local Consultants Dave Dufresne/PACAL Industries, LLC Bob Timpane/Construction Materials Inc. Craig Kirks/D.S. Brown Jim Kochsiek (MS 645) Steve Grover (MS 645)

An Equal Opportunity Employer

0 0 Page 2 of 2

0 214

Use on all jobs requiring Elastomeric Bearing Pads. (1) Use where standard details B310 and B354 are used.

SB- (3741) ELASTOMERIC BEARING PADS

Apply the provisions of 3741 except as modified below:

Replace the first sentence in 3 7 41.2A with the following:

Created: 3/22/2002 Revised: 4/12/2012 (7)

Provide elastomer for bearing pads meeting the requirements of AASHTO M 251 with durometer hardness of 60 ±5 on the Shore "A" scale. Provide elastomer compounds classified as low-temperature Grade 4 meeting the grade requirements of AASHTO LRFD Bridge Design Specifications, Table 14.7.5.2-1, "Low temperature Zones and Minimum Grade of Elastomer."

Delete all of 3 7 41.2B 1 except for the last paragraph.

Utilize cotton-duck bearing pads (CDP) where standard details B310 and B354 are used. Test and manufacture CDP in accordance with Military Specification MIL-C-882E, except where superseded by the current AASHTO LRFD Bridge Design Specifications Article 14.7.6.2 or by Memo to Designers (2012-01). For CDP, provide elastomer compounds classified as low-temperature Grade 3.

215

END OF CALCULATIONS

216

2015 Silverado 1500 Models & Specs

Follow Chevrolet

* The Manufacturer's Suggested Retail Price excludes destination freight charge, tax, title, license, dealer fees and optional equipment. Click here to see all Chevrolet vehicles' destination freight charges.Click here to see the 2015 City Express destination freight charge. Click here to see the 2015 Colorado destination freight charge.

***The Manufacturer's Suggested Retail Price excludes tax, title, license, dealer fees and optional equipment. Includes destination freight charge and gas guzzler tax.

Double Cab, Std. BoxMSRP from $30,130

WT LS LTZ Z71

Dimensions WT LS LTZ Z71





Cargo Box (Area) Height 21.10 in 21.10 in 21.10 in

Cargo Box Length @ Floor 78.87 in 78.87 in 78.87 in

Cargo Box Width @ Wheelhousings 51.03 in 51.03 in 51.03 in

Cargo Volume 61.0 ft 61.0 ft 61.0 ft

Cab to Axle 41.50 in 41.50 in 41.50 in

Front Bumper to Back of Cab 141.37 in 141.37 in 141.37 in

Length, Overall 230.03 in 230.03 in 230.03 in

Wheelbase 143.5 in 143.5 in 143.5 in

Width, Max w/o mirrors 80.0 in 80.0 in 80.0 in

Front Head Room 42.80 in 42.80 in 42.80 in

Front Hip Room 60.73 in 60.73 in 60.73 in

Front Leg Room 45.27 in 45.27 in 45.27 in

Front Shoulder Room 65.93 in 65.93 in 65.93 in

Passenger Capacity 6 6 6

Second Head Room 38.67 in 38.67 in 38.67 in

Second Hip Room 60.23 in 60.23 in 60.23 in

Second Leg Room 34.63 in 34.63 in 34.63 in

Second Shoulder Room 65.80 in 65.80 in 65.80 in

WT2WD MSRP Starting from $30,130


LS2WD MSRP Starting from $31,940


LTZ Z712WD MSRP Starting from $40,100


*

*

*

*

*

*

3 3 3

Page 1 of 32015 Silverado 1500: Pickup Truck Dimensions | Chevrolet

11/25/2014http://www.chevrolet.com/silverado-1500-pickup-truck/specs/dimensions.config%3Ddou...

221

b6ecdap4

Rectangle

Engine Highlights

Available Engines 2.7L EcoBoost® V6 3.5L EcoBoost® V6 3.5L Ti-VCT V6 5.0L Ti-VCT V8

Horsepower 325 @ 5750 rpm 365 @ 5000 rpm 282 @ 6250 rpm 385 @ 5750 rpm

Torque 375 @ 3000 rpm 420 @ 2500 rpm 253 @ 4250 rpm 387 @ 3850 rpm



Vehicle Capacity Highlights

Available Drive Types 4x2 4x4

Available Cab Types Regular Cab SuperCab SuperCrew

Max Seating Capacity 3 6 6

Wheelbase - 5.5' Box - - 145.0 in.

Wheelbase - 6.5' Box 122.4 in. 145.0 in. 156.8 in.

Wheelbase - 8' Box 141.1 in. 163.7 in. -

Available Trims XL XLT LARIAT King Ranch® Platinum

Transmission - 6-Speed Automatic Standard Standard - - -

Transmission - 6-Speed SelectShift Automatic Available Available Standard Standard Standard

Maximum Conventional Towing(When properly equipped) 12,200 lbs.

Maximum Payload(When properly equipped) (Regular Cab 4x2 with 5.0L V8 and Heavy Duty Payload Pkg) 3,300 lbs.



Warranties

Time Distance

Warranty - Bumper to Bumper 3 years 36,000 miles

Warranty - Powertrain 5 years 60,000 miles

Warranty - Safety Restraint System 5 years 60,000 miles

Warranty - Aluminum Body Panels 5 years Unlimited miles

Warranty - Corrosion - Sheet Metal (Perforation Only Excluding Aluminum) 5 years Unlimited miles

Warranty - Paint Adhesion 5 years Unlimited miles

Warranty - Roadside Assistance Program 5 years 60,000 miles

Regular Cab Exterior Dimensions

F-150 Specifications

Back to Top

Back to Top

Highlights Exterior Interior Capacities Engine Chassis Towing Payload Package Selector View All

Build & Price Request a Quote Search Inventory Payment Calculator Local OffersSHOPPING TOOLS 37201



222

Cab style Regular Cab






















Cab style SuperCab






















Cab style SuperCrew



Wheelbase 145.0 in. 145.0 in. 156.8.0 in. 156.8 in. - -Build & Price Request a Quote Search Inventory Payment Calculator Local OffersSHOPPING TOOLS 37201



223

b6ecdap4

Rectangle

b6ecdap4

Rectangle

PSC 7229 & PSC 8629Palfinger Service Cranes

The service crane solution

The PSC 7229 and PSC 8629 were designed especially for crane body vehicles, allowing for maximum utilization of body

compartment space and rear-bumper access to the bed. PALFINGER service cranes offer superior lift-to-weight ratios,

while utilizing the full 29ft of hydraulic reach with its‘ self centering hexagonal booms. North American manufacturing

and components including SAE hoses using JIC fittings, standard wireless remote control in conjunction with an industry

leading 24-month warranty on all major components guarantee years of worry free usage.

224

Applications shown in the leaflet do not always correspond to the standard specifications. Design and specification are subject to change without prior notice.

www.palfinger-northamerica.com

PSC

02

.10


Max. lifting moment 79,959 ft.lbsMax. lifting capacity (Double Line) 12,500 lbsMax. hydraulic outreach ‚29‘ 0“Lifting height from base of crane 28‘ 6“Slewing angle 4000




Max. lifting moment 94,628 ft.lbsMax. lifting capacity (Double Line) 13,986 lbsMax. hydraulic outreach 29‘ 0“Lifting height from base of crane 28‘ 6“Slewing angle 4000



PSC 8629PSC 7229

Omaha Standard Palfinger

3501 S. 11th St.

Council Bluffs, IA

51501

Phone: 1-712-328-7444

Toll-Free: 1-800-279-2201

Fax: 1-800-568-7444

www.omahastd.com

Combining North American manufacturing, service and support with European technology

225


5.4 Pretensioned

Concrete

5.4.1 Geometry

Check live load deflections using the effective moment of inertia. The

effective moment of inertia may be approximated as one half of the gross

moment of inertia. The maximum live load deflection is L/800 for vehicular

bridges that do not carry pedestrians and L/1000 for vehicular bridges that

carry pedestrians.

Consider the concrete wearing course to be functioning compositely with

the slab for live load deflection. Assume the riding surface has lost 1/2 inch of thickness due to wear.

Use a live load distribution factor equal to the number of lanes times the

multiple presence factor and divide by the width of the slab for the

deflection check.

The details of pretensioned concrete beams are presented on standard

Bridge Details Part II sheets incorporated into a set of plans. Prepare a

separate sheet for each type of beam in the project. Beams are identical

if they have the same cross-section, strand layout, concrete strengths,

and a similar length. To simplify fabrication and construction, try to

minimize the number of beam types incorporated into a project. Design

exterior beams with a strength equal to or greater than the interior

beams.

Provide a minimum stool along centerline of beam that is based on

11/2 inches of minimum stool at edge of flange. For dead load

computations assume an average stool height equal to the minimum

stool height plus 1 inch. Deck cross slopes, horizontal curves, and

vertical curves all impact the stool height.

There are several Bridge Office practices regarding the type and location

of diaphragms or cross frames for prestressed beam bridges:

1) Design prestressed I-beam bridges without continuity over the piers,

except in the following situations:

a) Bridge is over water with pile bent piers supported by unstable

soils such as fat clay.

b) Bridge is over water with pile bent piers at risk for large ice or

debris loading and pier does not have an encasement wall.

2) Intermediate diaphragms are not required for 14RB, 18RB, 22RB, and

27M beams. For all other beam sizes, the following applies.

Intermediate diaphragms are not required for single spans of 45'-0"

or less. Provide one diaphragm per every 45 feet of span length,

spaced evenly along the span as stated in Table 5.4.1.1.

226

b6ecdap4

Highlight


Table 5.4.1.1

Span length (ft) Base number of intermediate

diaphragms

Less than 45’-0” 0

45’-0” to 90’-0” 1 located at midspan

90’-0” to 135’-0” 2 located at the third points

135’-0” to 180’-0” 3 located at the quarter points

Greater than 180’-0”

4 plus an additional diaphragm for

each additional 45 ft of span length

greater than 180’-0”

For spans over traffic, place additional diaphragms in the fascia bay

approached by traffic to provide bracing against impact from over-

height traffic loads. For two-lane roadways, place one diaphragm

approximately over each shoulder. For additional lanes, space

additional diaphragms at intervals of about 25'-0" over the roadway.

3) Figure 5.4.1.1 illustrates the typical layout of intermediate

diaphragms at piers for bridges without continuity over the piers.

Locate the centerline of bearing 71/2 inches from the end of the beam for

RB, M, and MN shapes. Locate the centerline of bearing 81/2 inches from

the end of the beam for MW shapes. For MW shapes, this dimension can

be adjusted if used with higher movement bearings, as opposed to the

typical curved plate elastomeric bearings shown in Section 14 of this

manual. However, if the 81/2 inch dimension is exceeded, a special design

for the bearing, sole plate, and beam end region must be completed.

At piers of two span bridges, provide 2 inches of clearance between the

ends of RB, M, and MN beams. Provide 3 inches clearance for structures

with three or more spans. Provide 4 inches of clearance between the

ends of MW beams regardless of the number of spans. Note that the

fabrication length tolerance for pretensioned I-beams is 1/8" per 10 feet

of length. It may be necessary to cope beam flanges at piers for bridges

with tight horizontal curves or at skewed abutments.

For bridges on significant grades %3 the sloped length of the beam

will be significantly longer than the horizontal length between

substructure units. If the sloped length is 1/2 inch or more than the

horizontal length, identify the sloped length dimension on the beam detail

plan sheets.

227

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight


Figure 5.4.6.2

40@

5.7

36@

4.6

34@

4.5

34@

5.2

32@

4.4

34@

4.9

34@

5.6

32@

5.4

32@

5.8

30@

5.2

30@

6.7

30@

6.7

30@

6.7

30@

6.7

30@

6.7

26@

5.7

26@

5.7

26@

5.7

26@

5.7

26@

5.7

20@

4.4

20@

4.4

20@

4.4

20@

4.4

20@

4.4

50@

5.4

50@

5.4

48@

5.3

46@

5.0

44@

4.8

54@

5.6

54@

5.6

52@

5.2

50@

4.9

48@

4.7

54@

5.3

54@

5.3

54@

5.3

54@

5.3

54@

6.1

20406080100

120

140

160

180

45

67

89

1011

1213

14

SPAN LENGTH [FEET]

BE

AM

SP

AC

ING

[F

EE

T]

PR

ES

TR

ES

SE

D C

ON

CR

ET

E B

EA

M C

HA

RT

FO

R R

B,

M, &

MN

SE

RIE

S(C

hart

is f

or

pre

lim

inary

us

e o

nly

. S

ee F

igu

re 5

.4.6

.1 f

or

de

sig

n a

ssu

mp

tio

ns

.)

DE

SIG

NC

RIT

ER

IA

HL-

93 L

OA

DIN

G

f'c=

9ksi

f'

ci=7

.5ks

i

0.6"

fS

TRA

ND

S

NU

MB

ER

S A

DJA

CE

NT

TO L

IMIT

CU

RV

ES

RE

PR

ES

EN

T A

N A

PP

RO

XIM

ATE

D

ES

IGN

NU

MB

ER

OF

STR

AN

DS

AN

D C

EN

TER

OF

GR

AV

ITY

AT

MID

SP

AN

.

VE

RIF

Y

SH

IPP

ING

MN

63

MN

54

MN

45

36M

27M

22R

B

14R

B

18R

B

228

b6ecdap4

Line

b6ecdap4

Line


Beam Properties

BEAM h SHAPE AREA W I BS cA

(in) (in 2 ) (lb/ft) (in) (in 4 ) (in 3 ) (in 2 )

14RB 14 Rect. 364 392 7.00 5,945 849 312

18RB 18 Rect. 468 504 9.00 12,640 1,404 364

22RB 22 Rect. 572 616 11.00 23,070 2,097 416

27M 27 I-Beam 516 555 13.59 43,080 3,170 296

36M 36 I-Beam 570 614 17.96 93,530 5,208 323

MN45 45 I-Beam 690 743 20.58 178,780 8,687 427

MN54 54 I-Beam 749 806 24.63 285,230 11,580 457

MN63 63 I-Beam 807 869 28.74 421,750 14,670 486

Based on 155 pounds per cubic foot.

Based on a 9" slab with 1/2" of wear and 11/2" stool. See LRFD 5.8.3.4.2 for Ac definition.

DESIGN ASSUMPTIONS FOR PRESTRESSED CONCRETE BEAM CHART: 2012 AASHTO LRFD Bridge Design Specifications, 6th Edition. HL-93 Live Load Beam Concrete: ksi0.9fc ksi5.7fci 155.0wbm kips/ft3

ksi1000f1265E cc

Deck Concrete: ksi0.4fc ksi3644Ec

wc = 0.145 kcf for Ec computation

wc = 0.150 kcf for dead load computation

0.6" diameter low relaxation strands, ksi500,28Es

ksi270fpu with initial pull of puf75.0

Simple supports with six beams and deck without wearing course. Deck carries two F-Rails with no sidewalk or median, skew = 0 degrees. Effective deck thickness is total deck thickness minus 1/2" of wear. 11/2" stool height used for composite beam section properties. 21/2" average stool height used for dead load calculations. Rail dead load applied equally to all beams. Dead load includes 0.020 ksf future wearing course. Approximate long term losses are used per LRFD 5.9.5.3. Service Concrete Tensile Stress Limits:

After Initial Losses: ksi2.0f094.0 ci

After All Losses: cf19.0

Figure 5.4.6.1

Precast Prestressed Concrete Beam Data (RB, M, MN)

229

MARCH 2010 LRFD BRIDGE DESIGN 9-9

REINFORCEMENT FOR DECK ON PRESTRESSED CONCRETE BEAMS (Negative Moment @ 10 inches from CL I-Beam & 8.7 inches from CL Rectangular Beam)

Maximum

Beam

Spacing 1

Transverse Reinforcement Deck

Thickness 2

Longitudinal

Reinforcement

Bottom 3

Longitudinal

Reinforcement

Top 3

Bottom Top

w/ Wearing

Course

w/o Wearing

Course

Deck on

I-Beam

Deck on

Rect. Beam

5'-0" 13 @ 5" 13 @ 6.5" 13 @ 10" 13 @ 9.5" 9'' 13 @ 7" 13 @ 1'-6"

5'-6" 13 @ 5" 13 @ 6" 13 @ 9" 13 @ 8.5" 9'' 13 @ 7" 13 @ 1'-6"

6'-0" 16 @ 7" 13 @ 6" 13 @ 8.5" 13 @ 7.5" 9'' 16 @ 10" 13 @ 1'-6"

6'-6" 16 @ 7" 13 @ 6" 13 @ 7.5" 13 @ 7" 9'' 16 @ 10" 13 @ 1'-6"

7'-0" 16 @ 7" 13 @ 6" 13 @ 6.5" 13 @ 6" 9'' 16 @ 10" 13 @ 1'-6"

7'-6" 16 @ 7" 13 @ 6" 13 @ 6" 13 @ 5.5" 9'' 16 @ 10" 13 @ 1'-6"

8'-0" 16 @ 7" 13 @ 6" 13 @ 5.5" 13 @ 5" 9'' 16 @ 10" 13 @ 1'-6"

8'-6" 16 @ 7" 13 @ 6" 13 @ 5" 13 @ 5" 9'' 16 @ 10" 13 @ 1'-6"

9'-0" 16 @ 7" 13 @ 6" 13 @ 5" 16 @ 7" 9'' 16 @ 10" 13 @ 1'-6"

9'-6" 16 @ 6.5" 13 @ 5.5" 16 @ 7" 16 @ 7" 9'' 16 @ 9" 13 @ 1'-6"

10'-0" 16 @ 6" 13 @ 5" 16 @ 7" 16 @ 6.5" 9'' 16 @ 8" 13 @ 1'-6"

10'-6" 16 @ 6" 13 @ 5" 16 @ 6.5" 16 @ 6" 9'' 16 @ 8" 13 @ 1'-6"

11'-0" 16 @ 5.5" 16 @ 7.5" 16 @ 6" 16 @ 6" 9'' 16 @ 8" 13 @ 1'-6"

11'-6" 16 @ 5.5" 16 @ 7" 16 @ 5.5" 16 @ 5.5" 9'' 16 @ 8" 13 @ 1'-6"

12'-0" 19 @ 7" 16 @ 6.5" 16 @ 5.5" 16 @ 5" 9'' 16 @ 7" 13 @ 1'-6"

12'-6" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9'' 16 @ 7" 13 @ 1'-6"

13'-0" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9 1/2'' 16 @ 7" 13 @ 1'-6"

13'-6" 19 @ 7" 16 @ 6.5" 16 @ 5" 16 @ 5" 9 3/4'' 16 @ 7" 13 @ 1'-6"

14'-0" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10'' 16 @ 7" 13 @ 1'-6"

14'-6" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10 1/4'' 16 @ 7" 13 @ 1'-6"

15'-0" 19 @ 7.5" 16 @ 6.5" 16 @ 5" 19 @ 6" 10 1/2'' 16 @ 7" 13 @ 1'-6" 1 For skews ≤ 20o, beam spacing is measured along the skew. For skews > 20o, beam spacing is measured normal to roadway centerline. 2 Deck thickness includes wearing course. 3 Reinforcement shown is for bridges where beams are not continuous at piers. Note that additional reinforcement may be

required when beams are continuous at piers. See Figure 9.2.1.6 for additional top reinforcement required at piers when only deck is continuous.

Design Assumptions: − Live load moments are from LRFD Table A4.1-1. − The 2" wearing course is sacrificial and is not used in determining a structural depth d for bottom steel. − The control of cracking by distribution of flexural reinforcement requirements have been met using a clear cover of 1"

for bottom steel and limiting clear cover for calculations of dc to 2" for top steel with a γe=0.75. − The LRFD code (under empirical design) states the ratio of the effective beam spacing to slab thickness should be less

than 18 (Ontario uses 15); this slab thickness increase fits these requirements and is similar to what we have used successfully in the past.

− A future wearing course of 20 psf with a load factor of 1.25 has been used. − Concrete strength of 4 ksi; reinforcing steel strength of 60 ksi.

Table 9.2.1.1

230

b6ecdap4

Rectangle

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Highlight

b6ecdap4

Callout

Use #13 @ 5" to match top reinforcement



Load Input Calculations For CONSPAN Software:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle BridgeSpan 2 (Middle span)


Input Output

N 3 Number of beams

bflange 2ft 6in Width of top beam flange

se_upstream 2ft 3in Slab projection from centerline of the upstream exterior beam

se_downstream 2ft 3in Slab projection from centerline of the downstream exterior beam

L1 57ft 6 in Span length



lsw1 0 ft Width of Sidewalk No. 1 from interior edge to barrier (walking width)

lsw2 0ft Width of Sidewalk No. 2 from interior edge to barrier (walking width)

h10in 0in


h20in 0in


dmed 0ft 0in Width of Median

hmed 0in Height of Median

W 22ft 0 in Total width of bridge

Total clear width of bridge used to determine the future wearing course load. Total width(22'-0") - (2) Kansas Corral concrete barrier (1'-0") - = 20' - 0" clear bridge deck widthWclear 20.00 ft

1/28/2016 FMM DIS Load Input Calcs For CONSPAN span 2.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design


231



Railing Dead Load:

worail 0lb

ft Total ornamental railing weight per linear foot

Norail 0 Total number of ornamental railings on bridge

Concrete Parapet/Barrier Dead Load:

Barrier_beam 59 ft 9 in 2 ft 5 in 1 ft in 0.15kip

ft3

Barrier_beam 23.46 kip Weight of concrete barrier horizontal beam

Barrier_post 1 ft 1 in 0 ft 10 in 3 ft 0 in 0.15kip

ft3

6

Barrier_post 2.44 kip

wparBarrier_beam Barrier_post

L1

wpar 0.45kip

ft Total concrete barrier weight per foot

Npar 2 Total number of concrete barriers on bridge

Dead Load on Non-Composite:

Non-Composite Diaphragms:

Intermediate diaphragms are not needed.

Non-Composite Stool:

Stoolend 1.50 in 3.00" is the assumed stool height at the ends of the beams, accounting for the 2% roadway cross slope,minus 1.50" of stool height already accounted for in the CONSPAN model.

wstoolncint Stoolend bflange 150lb

ft3

Weight of 1.50" not used in Composite Section at the end of the beam.

wstoolncint 46.88lb




232



Stoolmid 1.00 in 2.50" is the assumed total stool height at the midspan of the beams. Subtract 1.50" ofstool height already accounted for in the CONSPAN model to get stool_mid

wstoolncintm Stoolmid bflange 150lb

ft3

Weight of 0.50" not used in Composite Section at the midspan of the beam.

wstoolncintm 31.25lb


Weight of additional deck concrete inoverhang at end, considered with 3.00"stool height for end of beam design.

wohe_upstream1

2se_upstream

1

2bflange


lb

ft3

wohe_upstream 25.00lb


Weight of additional deck concrete inoverhang at midspan, considered with2.50" stool height for midspan of beamdesign.

wohm_upstream1

2se_upstream

1

2bflange


lb

ft3

wohm_upstream 21.87lb


Weight of additional deck concretein overhang at end, considered with3.00" stool height for end of beamdesign.

wohe_downstream1

2se_downstream

1

2bflange


lb

ft3

wohe_downstream 25.00lb


Weight of additional deck concretein overhang at midspan, consideredwith 2.50" stool height for midspanof beam design.

wohm_downstream1

2se_downstream

1

2bflange


lb

ft3

wohm_downstream 21.87lb




233



Barriers:

woraili Norail worail woraili 0.00 Total dead load from ornamental railings on bridge

wpari Npar wpar wpari 0.90kip

ft Total dead load from parapets/barriers on bridge

wdli woraili wpari Total dead load from barriers

wdli 0.90kip

ft Enter in CONSPAN for the entire bridge (Select "Composite"

for Beam #) under Composite DC, Line Load

Median:

Total dead load from median distributed to beams evenlywmed 150lb

ft3dmed hmed

wmed 0.00 Enter in CONSPAN for the entire bridge (Select "Composite"for Beam #) under Composite DC, Line Load

Future Wearing Surface:

wfws 0lb

ft2 Wclear Dead load from future wearing surface

wfws 0.00lb

ft Enter in CONSPAN for the entire bridge (Select "Composite" for Beam #) under Composite DW, Line

Load

Sidewalk Dead Loading: (MnDOT 4.2.1)


wsw1 150lb

ft3dsw1 h1 wsw1 0

wsw2 150lb

ft3dsw2 h2 wsw2 0

Dead load of sidewalk to be distributed to the underlyingbeams by simple distribution. Enter in CONSPAN for the entire bridge(Select "Composite" for Beam #) under Composite DC, Line Load. Seebelow for distribution calculation.

wsw_c1 wsw1 wsw2 wsw_c1 0



234



Total Composite Dead Load (Excluding Sidewalk):

wcdl wdli wmed wcdl_bmwcdl

N

Total Composite Dead Load over entire bridge(not including sidewalk or fws load)wcdl 0.90

kip

ft

Total Composite Dead Load distributed to eachbeam (not including sidewalk or fws load)wcdl_bm 0.30

kip

ft


Enter total sidewalk load, as shown above, into CONSPAN as 'Composite' under 'Beam #' and 'Composite DC'under components with the load type as a 'Line Load'

Sidewalk Live Loading: (AASHTO 3.6.1.6 & MnDOT 4.2.3)


wll1 75lb

ft2lsw1 wll1 0.00

wll2 75lb

ft2lsw2 wll2 0.00

Pedestrian live load on sidewalk to be distributed to the underlying beams by simple distribution. See below fordistribution calculation.

wll wll1 wll2 wll 0


Place vehicular live load on the bridge with no pedestrian live load or sidewalk load.



235

PROJECT DATA

Project: Fargo Moorhead Municipal Diversion Inlet StructureDesigner: DAPDate: Jan/14/2015Checked By:Date Checked:User job number:State: North Dakota, State Job #:State Specification: None Design Code: AASHTO LRFD - [6th Edition, 2012]Units: USSpan Type: Simple SpanFlared Girder: NoComments: Vehicle service bridge on the diversion inlet control structure

3 spans (2 outside spans 56.96 feet and middle span 57.50 feet)20 foot clear bridge deck width with concrete barriers9" reinforced cast in place deckEpoxy coated reinforcementSimple span with concrete deckBeam design is for 57.50 span beams ONLYDiaphragms at the supports only

File Name: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\FMM DIS vehicle service bridge span 2.csl

Sheet # 1

Job #


www.bentley.com Phone: 1-800-778-4277 CheckedFile Name: FMM DIS vehicle service bridge span 2.csl Date


GEOMETRY DATABRIDGE LAYOUT

SPAN DATA

BEAM DATA

Overall Width (ft) 22.000Left curb (ft) 1.000Right curb (ft) 1.000Curb-to-curb width (ft) 20.000Number of spans 1Number of lanes 1 Lane width (ft) 12.000Eff Deck thick (in) 8.500Sacrificial thick (in) 0.500Haunch thickness (in) 1.500Haunch width (in) 30.000Bridge c/s,MI(Ixx) (in4) 449790.97

Precast length, ft = 58.750Bearing-to-bearing, ft = 57.500Release span, ft = 58.750

BR01 - Bridge elevation

1 MnDOT 27M 2.250 516.0 43075.2 27.00 13.59 30.00 6.6252 MnDOT 27M 8.750 516.0 43075.2 27.00 13.59 30.00 8.7503 MnDOT 27M 8.750 516.0 43075.2 27.00 13.59 30.00 6.625

No ID Loc-prevft

Areain2

MI(Ixx)in4

Heightin

Ybin

B-topgin

B-tribft

Sheet # 2

Job #




As defined in Material Tab. For beam level properties look at Beam Specific output.

CONCRETE PROPERTIES

STRAND AND REBAR PROPERTIES

PRESTRESSED STEEL:6/10-270K-LL, Low relaxation strands

Depressed at 0.40LStrand Diameter = 0.600 inTensile Strength(fpu) = 270.0 ksi

Use transformed strand and rebar: No

REINFORCING STEEL:Tension/Shear steel: fy = 60.0 ksi Es = 29000 ksi

BR01 - Bridge cross section

MATERIAL DATA - Project Level

f'c (ksi) 7.500 7.500 4.000Wc (pcf) 155.000 155.000 150.000Ec (ksi) 4464.300 4464.300 3644.150K1 1.000 1.000 1.000Thermal coeff.(1/°F) 0.00000600

PrecastRelease

PrecastFinal C.I.P

Sheet # 3

Job #




LOADS DATA

Loads generated using Permanent Load Wizard: NODEAD LOADS ON PRECASTUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf)

DIAPHRAGM LOADS - NONE

DEAD LOADS ON COMPOSITEUNITS: (Point: kips, Location: ft, Line: klf, Trapez: klf, Area: ksf, Width: ft)

TEMPERATURE LOADS - NONE

LIVE LOADSLive load deflection: not included.

Pedestrian Load - NONE

1 1 DC Line 0.041 0.000 0.041 57.500 Sacrificial Wearing Surface1 1 DC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middle1 1 DC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to end1 1 DC Trapez 0.025 0.000 0.022 28.750 US ext beam overhang end to mi1 1 DC Trapez 0.022 28.750 0.025 57.500 US ext beam overhang mid to en1 2 DC Line 0.055 0.000 0.055 57.500 Sacrificial Wearing Surface1 2 DC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middle1 2 DC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to end1 3 DC Line 0.041 0.000 0.041 57.500 Sacrificial Wearing Surface1 3 DC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middle1 3 DC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to end1 3 DC Trapez 0.025 0.000 0.022 28.750 DS ext beam overhang end to mi1 3 DC Trapez 0.022 28.750 0.025 57.500 DS ext beam overhang mid to en

Span Beam DC/DW Type Mag.1 Loc.1 Mag.2 Loc.2 Description

1 DC Line 0.900 0.000 0.900 57.500 Barrier line loadSpan DC/DW Type Mag.1 Loc.1/Width Mag.2 Loc.2 Description

Design Lane Design LaneDesign Tandem Design TandemDesign Truck Design Truck

ID Type

Sheet # 4

Job #




LIVE LOADS USEDLIVE LOAD LIBRARY: default.cs3

RATING LOADS - NONE

1 ID: Design LaneDescription: Design Lane as in AASHTO-LRFDType: Design Lane

Lane Load: Intensity = 0.64 klf, Width = 10.00 ft

2 ID: Design TandemDescription: Design Tandem as in AASHTO-LRFDType: Design Tandem


1 25.00 4.00 4.00 0.00# Magnitude,

kMax Spacing,

ftMin Spacing,

ftIncrement,

ft

3 ID: Design TruckDescription: Design Truck as in AASHTO-LRFDType: Design Truck


1 32.00 14.00 14.00 0.002 32.00 30.00 14.00 2.00

# Magnitude,k

Max Spacing,ft

Min Spacing,ft

Increment,ft

4 ID: Fatigue TruckDescription: Fatigue Truck as in AASHTO-LRFDType: Fatigue Truck


1 32.00 14.00 14.00 0.002 32.00 30.00 30.00 0.00

# Magnitude,k

Max Spacing,ft

Min Spacing,ft

Increment,ft

Sheet # 5

Job #




ANALYSIS DATAANALYSIS PARAMETERS DATA

DISTRIBUTION FACTORS (Art. 4.6.2.2):

NOTE: Beam specific dead and live load DFs are printed in beam level reports.

LOAD FACTORS: (Table 3.4.1-1 & 3.4.1-2)

Truck impact: 1.330Lane impact: 1.000Strength II impact: 1.330Fatigue impact: 1.150

Include sacrificial deck thick in ts: NOIs Span Post-tensioned: NOInclude Rigid Cross Section Assumption (Art. 4.6.2.2.2d): NOADTT (Average Daily Truck Traffic) : 100Percent of the specified force effect : 0.90Apply reduction of Moment for skew: NO

Service I: 1.00 1.00 - 1.00 -Service III: 0.80 1.00 - 1.00 -Strength I: 1.75 1.25 0.90 1.50 0.65Fatigue I: 1.50 - - - -

Live DC(max) DC(min) DW(max) DW(min)

Ductility Factor: 1.00Redundancy Factor: 1.00Importance Factor: 1.00

Sheet # 6

Job #




PROJECT DESIGN PARAMETERSMULTIPLIERS:

Camber & Deflection Multiplier (PCI ref.)

MOMENT AND SHEAR PROVISIONS:

STRESS LIMITS (Art. 5.9.4):STRESS LIMITS AT RELEASE BEFORE LOSSES (Using Advanced Settings):






Trans len mult: Bonded 1.00Debonded 1.00

Dev len mult: Bonded 1.60Debonded 2.00

Prestress: 1.50 2.20Self. Wt: 1.50 2.40Deck + Haunch: 2.30Diaphragm: 3.00DL-Prec.: 3.00DL-Comp.: 3.00

Erection Final

Ultimate Moment Capacity, Mr-prvd computed: Strain Compatibility method.Ultimate Concrete Strain: 0.0030Horizontal Shear, Beam and Slab effects in Vu: INCLUDED


PRECAST


PRECAST DECK




Sheet # 7

Job #




RESISTANCE FACTORS (Art. 5.5.4.2):

PRESTRESS LOSSES:




Shear 0.90

Time Dependent Losses, Approximate Method (Art.5.9.5.3)Days to release = 0.75

Rel. Humid.(RH) = 70.0 %

Sheet # 8

Job #




BEAM REINFORCEMENTBEAM SPECIFIC MATERIAL PROPERTIES:

Span:1, Beam:1




(B) Straight:

REINFORCING STEEL:

Stirrups:

Span:1, Beam:2

PRESTRESSED STEEL: 20 strands, 6/10-270K-LL, Low relaxation strands

Span:1, Beam:1 6/10-270K-LL 7.50 7.50 4.00Span:1, Beam:2 6/10-270K-LL 7.50 7.50 4.00Span:1, Beam:3 6/10-270K-LL 7.50 7.50 4.00

Span#, Beam# Tendon-ID Girder-f'ciksi

Girder-f'cksi

Deck-f'cksi

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Tension steel:

2 US#5[M16] 60.0 0.62 2.00 0.0000 0.1667 Yes2 US#5[M16] 60.0 0.62 2.50 0.1667 2.2500 Yes2 US#4[M13] 60.0 0.40 6.00 2.2500 6.2500 Yes2 US#4[M13] 60.0 0.40 16.00 6.2500 28.9199 Yes2 US#4[M13] 60.0 0.40 2.16 28.9199 29.1001 Yes2 US#4[M13] 60.0 0.40 2.16 29.1099 29.2900 Yes2 US#4[M13] 60.0 0.40 16.00 29.2900 51.9600 Yes2 US#4[M13] 60.0 0.40 6.00 51.9600 55.9600 Yes2 US#5[M16] 60.0 0.62 2.50 55.9600 58.0433 Yes2 US#5[M16] 60.0 0.62 2.00 58.0433 58.2100 Yes

# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

Sheet # 9

Job #




Depressed at 0.40L ( 23.50 ft from member end )



(B) Straight:

REINFORCING STEEL:

Stirrups:

Span:1, Beam:3




(B) Straight:

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in

Sheet # 10

Job #




REINFORCING STEEL:

Stirrups:


Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck

Sheet # 11

Job #




PROPERTIESSpan:1, Beam:1PRECAST DATA:






Sheet # 12

Job #






Sheet # 13

Job #




TOPPING DATA:



GENERAL SPAN DATA:

KERN POINTS:







DC Line 0.041 0.000 0.041 57.500 Sacrificial Wearing SurfaceDC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middleDC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to endDC Trapez 0.025 0.000 0.022 28.750 US ext beam overhang end to miDC Trapez 0.022 28.750 0.025 57.500 US ext beam overhang mid to en





Sheet # 14

Job #





SECTION PROPERTIES:









Shear 0.90


PRECAST COMPOSITE


PRECAST


PRECAST DECK


Sheet # 15

Job #










(B) Straight:




10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Sheet # 16

Job #






Sheet # 17

Job #





Stirrups:


AASHTO LOSSES


Prestressing Stress Limit Check (Table 5.9.3.1) initial fpi = 202.5 ksi < 0.75 fpu, OK initial fpe = 178.0 ksi < 0.80 fpy, OK Span:1, Beam:2

1175.472 740 869.849 7.797 32630.797 312.549 0.000



BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)



Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck








Initial Final

Sheet # 18

Job #




PRECAST DATA:






Sheet # 19

Job #






Sheet # 20

Job #




TOPPING DATA:



GENERAL SPAN DATA:

KERN POINTS:



Bridge Width 22.00 ftCurb-to-curb 20.00 ftBeam Spac. Lt./Rt 8.75/ 8.75 ftLane width 12.00 ftNumber of lanes 1Interior/Exterior InteriorStart Skew Angle 0.00 degreesEnd Skew Angle 0.00 degrees




DC Line 0.055 0.000 0.055 57.500 Sacrificial Wearing SurfaceDC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middleDC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to end




Live Moment (2+ lanes loaded) 0.702 (Calculated)Live Moment (1 lane loaded) 0.511 (Calculated)Live Shear (2+ lanes loaded) 0.836 (Calculated) (#)Live Shear (1 lane loaded) 0.710 (Calculated) (#)



Sheet # 21

Job #





SECTION PROPERTIES:








Shear 0.90


PRECAST COMPOSITE


PRECAST


PRECAST DECK



Sheet # 22

Job #









(B) Straight:



Stirrups:



10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


1175.472 740 869.849 7.797 32630.797 312.549 0.000



BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)



Tension steel:

Sheet # 23

Job #





AASHTO LOSSES





# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck








Initial Final





Sheet # 24

Job #






Sheet # 25

Job #




TOPPING DATA:



GENERAL SPAN DATA:

KERN POINTS:







DC Line 0.041 0.000 0.041 57.500 Sacrificial Wearing SurfaceDC Trapez 0.047 0.000 0.031 28.750 Stool concrete end to middleDC Trapez 0.031 28.750 0.047 57.500 Stool concrete middle to endDC Trapez 0.025 0.000 0.022 28.750 DS ext beam overhang end to miDC Trapez 0.022 28.750 0.025 57.500 DS ext beam overhang mid to en





Sheet # 26

Job #





SECTION PROPERTIES:









Shear 0.90


PRECAST COMPOSITE


PRECAST


PRECAST DECK


Sheet # 27

Job #










(B) Straight:




10 @ 2.000 in 6 @ 4.000 in 2 @ 23.000 in 2 @ 25.000 in

2 @ 3.000 in 2 @ 5.000 in

10 @ 2.000 in 6 @ 4.000 in


Sheet # 28

Job #






Sheet # 29

Job #





Stirrups:


AASHTO LOSSES


Prestressing Stress Limit Check (Table 5.9.3.1) initial fpi = 202.5 ksi < 0.75 fpu, OK initial fpe = 178.0 ksi < 0.80 fpy, OK

1175.472 740 869.849 7.797 32630.797 312.549 0.000



BeamVol(C.Y.)

ConcreteWt(LB)

Stirrups(LB)



Tension steel:


# legs Size fy(ksi)

Area(in2)

Spacing(in)

Start(ft)

End(ft)

Extendsinto Deck








Initial Final

Sheet # 30

Job #




SHEAR/MOMENT ENVELOPE (&REACTIONS)


Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 36.4 24.0 76.2 143.3 191.2 220.0 229.5(Max) V 16.0 14.6 15.1 13.1 9.8 6.5 3.3 0.0DL-Prec. : M -0.0 6.8 4.5 14.1 26.4 35.0 40.0 41.7DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.2 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 49.1 32.4 103.0 193.7 258.5 297.3 310.3Haunch (Max) V 21.6 19.8 20.4 17.6 13.2 8.8 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 19.6 12.9 41.1 77.4 103.3 118.8 124.0DC(Max) V 8.6 7.9 8.2 7.1 5.3 3.5 1.8 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 136.3 90.0 283.0 521.1 676.2 766.7 782.9

V 60.9 57.2 58.5 52.9 44.6 36.4 26.4 18.2LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.9 57.2 58.5 52.9 45.0 37.3 30.0 22.8

M -0.0 138.5 91.8 283.0 500.1 634.8 685.2 655.4Total : M+ 0.0 248.2 163.7 517.5 961.9 1264.1 1442.8 1488.4

V 110.0 102.3 105.0 93.0 74.7 56.4 36.4 18.2Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 110.0 102.3 105.0 93.0 75.0 57.4 40.0 22.8

M 0.0 250.4 165.6 517.5 940.8 1222.7 1361.3 1360.8



V 26.4 36.4 44.6 52.9 58.5 57.2 60.9LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 30.0 37.3 45.0 52.9 58.5 57.2 60.9

M 685.2 634.8 500.1 283.0 91.8 138.5 0.0Total : M+ 1442.8 1264.1 961.9 517.5 163.7 248.2 0.0

V 36.4 56.4 74.7 93.0 105.0 102.3 110.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 40.0 57.4 75.0 93.0 105.0 102.3 110.0

M 1361.3 1222.7 940.8 517.5 165.6 250.4 0.0


Sheet # 31

Job #









Sheet # 32

Job #





Sheet # 33

Job #





Sheet # 34

Job #





Sheet # 35

Job #





Sheet # 36

Job #






Sheet # 37

Job #






V 70.0 65.8 67.3 60.8 51.3 41.9 30.4 20.9LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 70.0 65.8 67.3 60.8 51.7 42.9 34.4 26.2

M -0.0 114.7 76.1 234.5 414.3 525.9 567.7 543.0Total : M+ 0.0 238.9 157.6 498.5 928.2 1222.5 1396.9 1443.5

V 125.4 116.6 119.7 106.0 85.2 64.5 41.7 20.9Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 125.4 116.6 119.7 106.0 85.6 65.5 45.7 26.2

M -0.0 240.8 159.1 498.5 910.8 1188.2 1329.4 1337.8



V 30.4 41.9 51.3 60.8 67.3 65.8 70.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 34.4 42.9 51.7 60.8 67.3 65.8 70.0

M 567.7 525.9 414.3 234.5 76.1 114.7 0.0Total : M+ 1396.9 1222.5 928.2 498.5 157.6 238.9 0.0

V 41.7 64.5 85.2 106.0 119.7 116.6 125.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 45.7 65.5 85.6 106.0 119.7 116.6 125.4

M 1329.4 1188.2 910.8 498.5 159.1 240.8 0.0


Sheet # 38

Job #








Sheet # 39

Job #





Sheet # 40

Job #





Sheet # 41

Job #





Sheet # 42

Job #





Sheet # 43

Job #






Sheet # 44

Job #





Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 36.4 24.0 76.2 143.3 191.2 220.0 229.5(Max) V 16.0 14.6 15.1 13.1 9.8 6.5 3.3 0.0DL-Prec. : M 0.0 6.8 4.5 14.1 26.4 35.0 40.0 41.7DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.2 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 49.1 32.4 103.0 193.7 258.5 297.3 310.3Haunch (Max) V 21.6 19.8 20.4 17.6 13.2 8.8 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 19.6 12.9 41.1 77.4 103.3 118.8 124.0DC(Max) V 8.6 7.9 8.2 7.1 5.3 3.5 1.8 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 136.3 90.0 283.0 521.1 676.2 766.7 782.9

V 60.9 57.2 58.5 52.9 44.6 36.4 26.4 18.2LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.9 57.2 58.5 52.9 45.0 37.3 30.0 22.8

M -0.0 138.5 91.8 283.0 500.1 634.8 685.2 655.4Total : M+ 0.0 248.2 163.7 517.5 961.9 1264.1 1442.8 1488.4

V 110.0 102.3 105.0 93.0 74.7 56.4 36.4 18.2Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 110.0 102.3 105.0 93.0 75.0 57.4 40.0 22.8

M 0.0 250.4 165.6 517.5 940.8 1222.7 1361.3 1360.8



V 26.4 36.4 44.6 52.9 58.5 57.2 60.9LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 30.0 37.3 45.0 52.9 58.5 57.2 60.9

M 685.2 634.8 500.1 283.0 91.8 138.5 0.0Total : M+ 1442.8 1264.1 961.9 517.5 163.7 248.2 0.0

V 36.4 56.4 74.7 93.0 105.0 102.3 110.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 40.0 57.4 75.0 93.0 105.0 102.3 110.0

M 1361.3 1222.7 940.8 517.5 165.6 250.4 0.0


Sheet # 45

Job #








Sheet # 46

Job #





Sheet # 47

Job #





Sheet # 48

Job #





Sheet # 49

Job #





Sheet # 50

Job #






Sheet # 51

Job #





V 48.7 45.8 46.8 42.3 35.7 29.1 21.1 14.5LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 48.7 45.8 46.8 42.3 36.0 29.9 24.0 18.2

M -0.0 110.8 73.5 226.4 400.1 507.8 548.2 524.3Total : M+ 0.0 220.9 145.7 460.9 857.6 1128.8 1289.5 1331.8

V 97.9 90.9 93.3 82.5 65.8 49.2 31.1 14.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 97.9 90.9 93.3 82.5 66.0 49.9 34.0 18.2

M 0.0 222.7 147.2 460.9 840.8 1095.7 1224.3 1229.8



V 21.1 29.1 35.7 42.3 46.8 45.8 48.7LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 24.0 29.9 36.0 42.3 46.8 45.8 48.7

M 548.2 507.8 400.1 226.4 73.5 110.8 0.0Total : M+ 1289.5 1128.8 857.6 460.9 145.7 220.9 0.0

V 31.1 49.2 65.8 82.5 93.3 90.9 97.9Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 34.0 49.9 66.0 82.5 93.3 90.9 97.9

M 1224.3 1095.7 840.8 460.9 147.2 222.7 0.0


Sheet # 52

Job #





Sheet # 53

Job #





Sheet # 54

Job #





Sheet # 55

Job #





Sheet # 56

Job #





Sheet # 57

Job #






Sheet # 58

Job #





V 56.0 52.7 53.8 48.6 41.1 33.5 24.3 16.7LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 56.0 52.7 53.8 48.6 41.4 34.4 27.6 21.0

M -0.0 91.8 60.9 187.6 331.5 420.7 454.2 434.4Total : M+ 0.0 216.4 142.7 451.6 841.8 1110.4 1269.9 1313.7

V 111.4 103.4 106.2 93.9 75.0 56.1 35.6 16.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 111.4 103.4 106.2 93.9 75.2 56.9 38.8 21.0

M -0.0 217.8 143.9 451.6 827.9 1083.0 1215.8 1229.2



V 24.3 33.5 41.1 48.6 53.8 52.7 56.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 27.6 34.4 41.4 48.6 53.8 52.7 56.0

M 454.2 420.7 331.5 187.6 60.9 91.8 0.0Total : M+ 1269.9 1110.4 841.8 451.6 142.7 216.4 0.0

V 35.6 56.1 75.0 93.9 106.2 103.4 111.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 38.8 56.9 75.2 93.9 106.2 103.4 111.4

M 1215.8 1083.0 827.9 451.6 143.9 217.8 0.0


Sheet # 59

Job #





Sheet # 60

Job #





Sheet # 61

Job #





Sheet # 62

Job #





Sheet # 63

Job #





Sheet # 64

Job #






Sheet # 65

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 36.4 24.0 76.2 143.3 191.2 220.0 229.5(Max) V 16.0 14.6 15.1 13.1 9.8 6.5 3.3 0.0DL-Prec. : M 0.0 6.8 4.5 14.1 26.4 35.0 40.0 41.7DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.2 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 49.1 32.4 103.0 193.7 258.5 297.3 310.3Haunch (Max) V 21.6 19.8 20.4 17.6 13.2 8.8 4.4 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 19.6 12.9 41.1 77.4 103.3 118.8 124.0DC(Max) V 8.6 7.9 8.2 7.1 5.3 3.5 1.8 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 109.0 72.0 226.4 416.9 540.9 613.4 626.4

V 48.7 45.8 46.8 42.3 35.7 29.1 21.1 14.5LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 48.7 45.8 46.8 42.3 36.0 29.9 24.0 18.2

M -0.0 110.8 73.5 226.4 400.1 507.8 548.2 524.3Total : M+ 0.0 220.9 145.7 460.9 857.6 1128.8 1289.5 1331.8

V 97.9 90.9 93.3 82.4 65.8 49.2 31.1 14.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 97.9 90.9 93.3 82.4 66.0 49.9 34.0 18.2

M 0.0 222.7 147.2 460.9 840.8 1095.7 1224.3 1229.8



V 21.1 29.1 35.7 42.3 46.8 45.8 48.7LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 24.0 29.9 36.0 42.3 46.8 45.8 48.7

M 548.2 507.8 400.1 226.4 73.5 110.8 0.0Total : M+ 1289.5 1128.8 857.6 460.9 145.7 220.9 0.0

V 31.1 49.2 65.8 82.4 93.3 90.9 97.9Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 34.0 49.9 66.0 82.4 93.3 90.9 97.9

M 1224.3 1095.7 840.8 460.9 147.2 222.7 0.0


Sheet # 66

Job #





Sheet # 67

Job #





Sheet # 68

Job #





Sheet # 69

Job #





Sheet # 70

Job #





Sheet # 71

Job #






Sheet # 72

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 45.4 29.9 95.2 179.1 239.0 274.9 286.9(Max) V 20.0 18.3 18.9 16.3 12.2 8.2 4.1 0.0Self wt. : M 0.0 32.7 21.6 68.6 128.9 172.1 198.0 206.6(Min) V 14.4 13.2 13.6 11.7 8.8 5.9 2.9 0.0DL-Prec. : M -0.0 8.5 5.6 17.7 33.0 43.7 50.0 52.1DC(Max) V 3.7 3.4 3.5 3.0 2.2 1.4 0.7 0.0DL-Prec. : M -0.0 6.1 4.0 12.7 23.7 31.5 36.0 37.5DC(Min) V 2.7 2.5 2.5 2.2 1.6 1.0 0.5 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 61.4 40.5 128.7 242.1 323.1 371.7 387.9Haunch (Max) V 27.0 24.8 25.5 22.1 16.5 11.0 5.5 0.0Deck + : M 0.0 44.2 29.1 92.7 174.3 232.6 267.6 279.3Haunch (Min) V 19.4 17.8 18.4 15.9 11.9 7.9 4.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 24.5 16.2 51.4 96.7 129.1 148.5 155.0DC(Max) V 10.8 9.9 10.2 8.8 6.6 4.4 2.2 0.0DL-Comp : M -0.0 17.7 11.6 37.0 69.6 92.9 106.9 111.6DC(Min) V 7.8 7.1 7.3 6.3 4.8 3.2 1.6 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 238.5 157.5 495.3 912.0 1183.3 1341.7 1370.1

V 106.5 100.2 102.4 92.5 78.1 63.7 46.2 31.8LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 106.5 100.2 102.4 92.5 78.7 65.3 52.4 39.9

M -0.0 242.3 160.7 495.3 875.2 1110.9 1199.1 1146.9Total : M+ 0.0 378.4 249.7 788.4 1462.9 1918.1 2186.9 2252.0

V 168.0 156.5 160.6 142.7 115.7 88.8 58.7 31.8Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 168.0 156.5 160.6 142.7 116.3 90.4 64.9 39.9

M 0.0 382.2 252.9 788.4 1426.1 1845.7 2044.2 2028.7


Sheet # 73

Job #







V 46.2 63.7 78.1 92.5 102.4 100.2 106.5LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 52.4 65.3 78.7 92.5 102.4 100.2 106.5

M 1199.1 1110.9 875.2 495.3 160.7 242.3 0.0Total : M+ 2186.9 1918.1 1462.9 788.4 249.7 378.4 0.0

V 58.7 88.8 115.7 142.7 160.6 156.5 168.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 64.9 90.4 116.3 142.7 160.6 156.5 168.0

M 2044.2 1845.7 1426.1 788.4 252.9 382.2 0.0




Sheet # 74

Job #





Sheet # 75

Job #





Sheet # 76

Job #





Sheet # 77

Job #





Sheet # 78

Job #





Sheet # 79

Job #






Sheet # 80

Job #





V 122.5 115.2 117.8 106.4 89.9 73.3 53.2 36.6LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 122.5 115.2 117.8 106.4 90.5 75.1 60.3 45.9

M -0.0 200.8 133.2 410.4 725.1 920.4 993.5 950.2Total : M+ 0.0 355.1 234.3 740.4 1376.1 1808.2 2063.8 2128.7

V 191.7 178.7 183.2 162.9 132.2 101.5 67.3 36.6Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 191.7 178.7 183.2 162.9 132.8 103.4 74.4 45.9

M -0.0 358.3 237.0 740.4 1345.6 1748.2 1945.6 1943.7


Sheet # 81

Job #







V 53.2 73.3 89.9 106.4 117.8 115.2 122.5LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 60.3 75.1 90.5 106.4 117.8 115.2 122.5

M 993.5 920.4 725.1 410.4 133.2 200.8 0.0Total : M+ 2063.8 1808.2 1376.1 740.4 234.3 355.1 0.0

V 67.3 101.5 132.2 162.9 183.2 178.7 191.7Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 74.4 103.4 132.8 162.9 183.2 178.7 191.7

M 1945.6 1748.2 1345.6 740.4 237.0 358.3 0.0




Sheet # 82

Job #





Sheet # 83

Job #





Sheet # 84

Job #





Sheet # 85

Job #





Sheet # 86

Job #





Sheet # 87

Job #






Sheet # 88

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 45.4 29.9 95.2 179.1 239.0 274.9 286.9(Max) V 20.0 18.3 18.9 16.3 12.2 8.2 4.1 0.0Self wt. : M 0.0 32.7 21.6 68.6 128.9 172.1 198.0 206.6(Min) V 14.4 13.2 13.6 11.7 8.8 5.9 2.9 0.0DL-Prec. : M 0.0 8.5 5.6 17.7 33.0 43.7 50.0 52.1DC(Max) V 3.7 3.4 3.5 3.0 2.2 1.4 0.7 0.0DL-Prec. : M 0.0 6.1 4.0 12.7 23.7 31.5 36.0 37.5DC(Min) V 2.7 2.5 2.5 2.2 1.6 1.0 0.5 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 61.4 40.5 128.7 242.1 323.1 371.7 387.9Haunch (Max) V 27.0 24.8 25.5 22.1 16.5 11.0 5.5 0.0Deck + : M 0.0 44.2 29.1 92.7 174.3 232.6 267.6 279.3Haunch (Min) V 19.4 17.8 18.4 15.9 11.9 7.9 4.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 24.5 16.2 51.4 96.7 129.1 148.5 155.0DC(Max) V 10.8 9.9 10.2 8.8 6.6 4.4 2.2 0.0DL-Comp : M -0.0 17.7 11.6 37.0 69.6 92.9 106.9 111.6DC(Min) V 7.8 7.1 7.3 6.3 4.8 3.2 1.6 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 238.5 157.5 495.3 912.0 1183.3 1341.7 1370.1

V 106.5 100.2 102.4 92.5 78.1 63.7 46.2 31.8LL + I : M- -0.0 -0.0 -0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 106.5 100.2 102.4 92.5 78.7 65.3 52.4 39.9

M -0.0 242.3 160.7 495.3 875.2 1110.9 1199.1 1146.9Total : M+ 0.0 378.4 249.7 788.4 1462.9 1918.1 2186.9 2252.0

V 168.0 156.5 160.6 142.7 115.7 88.8 58.7 31.8Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 168.0 156.5 160.6 142.7 116.3 90.4 64.9 39.9

M 0.0 382.2 252.9 788.4 1426.1 1845.7 2044.2 2028.7


Sheet # 89

Job #







V 46.2 63.7 78.1 92.5 102.4 100.2 106.5LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 52.4 65.3 78.7 92.5 102.4 100.2 106.5

M 1199.1 1110.9 875.2 495.3 160.7 242.3 0.0Total : M+ 2186.9 1918.1 1462.9 788.4 249.7 378.4 0.0

V 58.7 88.8 115.7 142.7 160.6 156.5 168.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 64.9 90.4 116.3 142.7 160.6 156.5 168.0

M 2044.2 1845.7 1426.1 788.4 252.9 382.2 0.0




Sheet # 90

Job #





Sheet # 91

Job #





Sheet # 92

Job #





Sheet # 93

Job #





Sheet # 94

Job #





Sheet # 95

Job #






Sheet # 96

Job #





V 43.6 40.7 41.8 37.2 30.9 24.5 18.1 16.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 43.6 40.7 41.8 37.2 30.9 24.9 19.6 16.0

M 0.0 95.9 63.6 195.5 343.3 423.9 447.5 460.4Total : M+ 0.0 207.8 137.4 430.0 784.0 1028.0 1155.0 1165.9

V 92.8 85.8 88.3 77.4 60.9 44.6 28.1 16.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 92.8 85.8 88.3 77.4 60.9 45.0 29.6 16.0

M 0.0 207.8 137.4 430.0 784.0 1011.8 1123.6 1165.9


Sheet # 97

Job #





V 18.1 24.5 30.9 37.2 41.8 40.7 43.6LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 19.6 24.9 30.9 37.2 41.8 40.7 43.6

M 447.5 423.9 343.3 195.5 63.6 95.9 0.0Total : M+ 1155.0 1028.0 784.0 430.0 137.4 207.8 0.0

V 28.1 44.6 60.9 77.4 88.3 85.8 92.8Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 29.6 45.0 60.9 77.4 88.3 85.8 92.8

M 1123.6 1011.8 784.0 430.0 137.4 207.8 0.0


Sheet # 98

Job #





Sheet # 99

Job #





Sheet # 100

Job #





Sheet # 101

Job #





Sheet # 102

Job #





Sheet # 103

Job #






Sheet # 104

Job #





V 50.2 46.9 48.0 42.8 35.5 28.2 20.9 18.4LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 50.2 46.9 48.0 42.8 35.5 28.7 22.5 18.4

M 0.0 79.4 52.7 162.0 284.4 351.2 370.8 381.5Total : M+ 0.0 205.5 135.8 426.0 780.8 1026.9 1158.5 1176.3

V 105.5 97.6 100.4 88.1 69.4 50.8 32.1 18.4Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 105.5 97.6 100.4 88.1 69.4 51.2 33.8 18.4

M 0.0 205.5 135.8 426.0 780.8 1013.4 1132.5 1176.3


Sheet # 105

Job #





V 20.9 28.2 35.5 42.8 48.0 46.9 50.2LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 22.5 28.7 35.5 42.8 48.0 46.9 50.2

M 370.8 351.2 284.4 162.0 52.7 79.4 0.0Total : M+ 1158.5 1026.9 780.8 426.0 135.8 205.5 0.0

V 32.1 50.8 69.4 88.1 100.4 97.6 105.5Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 33.8 51.2 69.4 88.1 100.4 97.6 105.5

M 1132.5 1013.4 780.8 426.0 135.8 205.5 0.0


Sheet # 106

Job #





Sheet # 107

Job #





Sheet # 108

Job #





Sheet # 109

Job #





Sheet # 110

Job #





Sheet # 111

Job #






Sheet # 112

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75Self wt. : M 0.0 36.4 24.0 76.2 143.3 191.2 220.0 229.5(Max) V 16.0 14.6 15.1 13.1 9.8 6.5 3.3 0.0Self wt. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 6.8 4.5 14.1 26.4 35.0 40.0 41.7DC(Max) V 3.0 2.7 2.8 2.4 1.8 1.2 0.6 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DC(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Prec. : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Deck + : M 0.0 49.1 32.4 103.0 193.7 258.5 297.3 310.3Haunch (Max) V 21.6 19.8 20.4 17.6 13.2 8.8 4.4 0.0Deck + : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Haunch (Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Diaphragm : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M -0.0 19.6 12.9 41.1 77.4 103.3 118.8 124.0DC(Max) V 8.6 7.9 8.2 7.1 5.3 3.5 1.8 0.0DL-Comp : M -0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DC(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Max) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DL-Comp : M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0DW(Min) V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : M+ 0.0 95.9 63.6 195.5 343.3 440.1 478.9 460.4

V 43.6 40.7 41.8 37.2 30.9 24.5 18.1 16.0LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 43.6 40.7 41.8 37.2 30.9 24.9 19.6 16.0

M 0.0 95.9 63.6 195.5 343.3 423.9 447.5 460.4Total : M+ 0.0 207.8 137.4 430.0 784.0 1028.0 1155.0 1165.9

V 92.8 85.8 88.3 77.4 60.9 44.6 28.1 16.0Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 92.8 85.8 88.3 77.4 60.9 45.0 29.6 16.0

M 0.0 207.8 137.4 430.0 784.0 1011.8 1123.6 1165.9


Sheet # 113

Job #





V 18.1 24.5 30.9 37.2 41.8 40.7 43.6LL + I : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0LL + I : Vmx 19.6 24.9 30.9 37.2 41.8 40.7 43.6

M 447.5 423.9 343.3 195.5 63.6 95.9 0.0Total : M+ 1155.0 1028.0 784.0 430.0 137.4 207.8 0.0

V 28.1 44.6 60.9 77.4 88.3 85.8 92.8Total : M- 0.0 0.0 0.0 0.0 0.0 0.0 0.0

V 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total : Vmx 29.6 45.0 60.9 77.4 88.3 85.8 92.8

M 1123.6 1011.8 784.0 430.0 137.4 207.8 0.0


Sheet # 114

Job #





Sheet # 115

Job #





Sheet # 116

Job #





Sheet # 117

Job #





Sheet # 118

Job #





Sheet # 119

Job #





Sheet # 120

Job #




POSITIVE ENVELOPE STRESSES



Location, ft 3.00 5.88 11.75 17.63 23.50 29.38




Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 121

Job #




SERVICE I



Sheet # 122

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75













0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 123

Job #







Location, ft 3.00 5.88 11.75 17.63 23.50 29.38




Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 124

Job #




SERVICE I



Sheet # 125

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75






Deck + HaunchPrecast-top -0.000 0.239 0.157 0.500 0.941 1.256 1.445 1.508Bottom -0.000 -0.242 -0.159 -0.507 -0.954 -1.273 -1.464 -1.528







0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 126

Job #







Location, ft 3.00 5.88 11.75 17.63 23.50 29.38




Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 127

Job #




SERVICE I



Sheet # 128

Job #




Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75













0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 129

Job #







Sheet # 130

Job #




SERVICE III

Location, ft 3.00 5.88 11.75 17.63 23.50 29.38





Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan


Sheet # 131

Job #





Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75












0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 132

Job #







Sheet # 133

Job #




SERVICE III

Location, ft 3.00 5.88 11.75 17.63 23.50 29.38





Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan


Sheet # 134

Job #





Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75






Deck + HaunchPrecast-top -0.000 0.239 0.157 0.500 0.941 1.256 1.445 1.508Bottom -0.000 -0.242 -0.159 -0.507 -0.954 -1.273 -1.464 -1.528






0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 135

Job #







Sheet # 136

Job #




SERVICE III

Location, ft 3.00 5.88 11.75 17.63 23.50 29.38





Trans 0.10L/0.90L

0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan


Sheet # 137

Job #





Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75












0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 138

Job #






Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75




0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 139

Job #






Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75




0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 140

Job #






Location, ft 0.00 2.38 1.54 5.25 11.13 17.00 22.88 28.75




0.20L/0.80L

0.30L/0.70L

0.40L/0.60L Midspan

Sheet # 141

Job #





Sheet # 142

Job #




VERTICAL/HORIZONTAL SHEAR


Sheet # 143

Job #




Bearing : 0.63168.0 6.00 34.25 0.407 2.3 6.00e-3 50.0 169.0 1.187 2.976 0.00

0.0 0.62 33.94 39.4 0.121 15.4 0.87 24.00 0.104 2.058 0.497

Transfer : 3.00156.5 6.00 34.25 3.472 10.9 -0.14e-3 28.5 71.5 0.237 0.800 0.00382.2 2.95 32.77 189.0 0.111 91.5 5.37 24.00 0.104 1.977 2.385

Critical : 3.35154.8 6.00 34.25 3.472 10.9 -0.14e-3 28.5 70.0 0.232 0.800 0.00424.3 3.01 32.74 189.0 0.109 91.1 5.36 24.00 0.104 1.995 2.431

0.1L : 5.88142.7 6.00 32.56 3.906 10.9 -0.12e-3 28.6 63.4 0.224 0.800 0.00788.4 3.42 30.84 189.0 0.106 84.2 5.26 24.00 0.104 2.028 3.109

0.2L : 11.75116.3 6.00 32.00 4.340 10.9 -0.05e-3 28.8 40.6 0.150 0.300 0.00

1426.1 4.29 29.85 189.0 0.088 77.6 5.01 24.00 0.104 1.316 4.340

0.3L : 17.6390.4 6.00 33.00 4.340 10.9 -0.01e-3 29.0 12.1 0.104 0.300 0.00

1845.7 4.30 30.85 189.0 0.064 77.4 4.83 24.00 0.104 1.712 4.340

0.4L : 23.5064.9 6.00 34.00 4.340 0.0 0.12e-3 29.4 0.0 0.104 0.300 0.00

2044.2 4.30 31.85 189.0 0.050 72.9 4.40 24.00 0.104 2.184 4.340

0.5L : 29.3839.9 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.0 0.104 0.300 0.00

2028.7 4.30 31.85 189.0 0.031 79.8 4.82 24.00 0.104 3.746 4.340

0.6L : 35.2564.9 6.00 34.00 4.340 0.0 0.12e-3 29.4 0.0 0.104 0.300 0.00

2044.2 4.30 31.85 189.0 0.050 72.9 4.40 24.00 0.104 2.184 4.340

0.7L : 41.1390.4 6.00 33.00 4.340 10.9 -0.01e-3 29.0 12.1 0.104 0.300 0.00

1845.7 4.30 30.85 189.0 0.064 77.4 4.83 24.00 0.104 1.712 4.340

0.8L : 47.00116.3 6.00 32.00 4.340 10.9 -0.05e-3 28.8 40.6 0.150 0.300 0.00

1426.1 4.29 29.85 189.0 0.088 77.6 5.01 24.00 0.104 1.316 4.340

0.9L : 52.88142.7 6.00 32.56 3.906 10.9 -0.12e-3 28.6 63.4 0.224 0.800 0.00788.4 3.42 30.84 189.0 0.106 84.2 5.26 24.00 0.104 2.028 3.109

Critical : 55.40154.8 6.00 34.25 3.472 10.9 -0.14e-3 28.5 70.0 0.232 0.800 0.00424.3 3.01 32.74 189.0 0.109 91.1 5.36 24.00 0.104 1.995 2.431

Transfer : 55.75156.5 6.00 34.25 3.472 10.9 -0.14e-3 28.5 71.5 0.237 0.800 0.00382.2 2.95 32.77 189.0 0.111 91.5 5.37 24.00 0.104 1.977 2.385

Bearing : 58.13168.0 6.00 34.25 0.407 2.3 6.00e-3 50.0 169.0 1.187 3.720 0.00

0.0 0.62 33.94 39.4 0.121 15.4 0.87 24.00 0.104 2.058 0.497

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 144

Job #






878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)


Sheet # 145

Job #





Bearing : 0.00168.0 5.50 34.25 0.62 33.94 24.00 0.300 1.083 0.000 2.976

Transfer : 2.38156.5 5.31 34.25 2.95 32.77 24.00 0.300 1.019 0.000 0.800

Critical : 2.73154.8 5.25 34.25 3.01 32.74 24.00 0.300 1.002 0.000 0.800

0.1L : 5.25142.7 5.14 32.56 3.42 30.84 24.00 0.300 0.964 0.000 0.800

0.2L : 11.13116.3 4.33 32.00 4.29 29.85 24.00 0.300 0.692 0.000 0.300

0.3L : 17.0090.4 3.26 33.00 4.30 30.85 24.00 0.300 0.335 0.000 0.300

0.4L : 22.8864.9 2.26 34.00 4.30 31.85 24.00 0.300 0.005 0.000 0.300

0.5L : 28.7539.9 1.39 34.00 4.30 31.85 24.00 0.300 0.000 0.000 0.300

0.6L : 34.6364.9 2.26 34.00 4.30 31.85 24.00 0.300 0.005 0.000 0.300

0.7L : 40.5090.4 3.26 33.00 4.30 30.85 24.00 0.300 0.335 0.000 0.300

0.8L : 46.38116.3 4.33 32.00 4.29 29.85 24.00 0.300 0.692 0.000 0.300

0.9L : 52.25142.7 5.14 32.56 3.42 30.84 24.00 0.300 0.964 0.000 0.800

Critical : 54.77154.8 5.25 34.25 3.01 32.74 24.00 0.300 1.002 0.000 0.800

Transfer : 55.13156.5 5.31 34.25 2.95 32.77 24.00 0.300 1.019 0.000 0.800

Bearing : 57.50168.0 5.50 34.25 0.62 33.94 24.00 0.300 1.083 0.000 3.720

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 146

Job #




Bearing : 0.63191.7 6.00 34.25 0.411 2.3 6.00e-3 50.0 195.3 1.368 2.976 0.00

0.0 0.47 34.02 39.4 0.138 15.4 0.87 12.00 0.104 1.808 0.493

Transfer : 3.00178.7 6.00 34.25 3.472 10.9 -0.11e-3 28.6 97.7 0.322 0.800 0.00358.3 2.22 33.14 189.0 0.126 89.9 5.22 12.00 0.104 1.732 2.365

Critical : 3.38176.6 6.00 34.25 3.472 10.9 -0.11e-3 28.6 95.3 0.314 0.800 0.00402.3 2.27 33.11 189.0 0.124 90.0 5.23 24.00 0.104 1.752 2.416

0.1L : 5.88162.9 6.00 32.56 3.906 10.9 -0.10e-3 28.6 85.7 0.299 0.800 0.00740.4 2.58 31.27 189.0 0.121 84.4 5.20 24.00 0.104 1.791 3.086

0.2L : 11.75132.8 6.00 32.00 4.340 10.9 -0.06e-3 28.8 57.6 0.209 0.300 0.00

1345.6 3.26 30.37 189.0 0.100 79.0 5.01 24.00 0.104 1.171 4.340

0.3L : 17.63103.4 6.00 33.00 4.340 10.9 -0.02e-3 28.9 24.5 0.104 0.300 0.00

1748.2 3.26 31.37 189.0 0.074 79.4 4.87 24.00 0.104 1.528 4.340

0.4L : 23.5074.4 6.00 34.00 4.340 0.0 -0.01e-3 29.0 1.4 0.104 0.300 0.00

1945.6 3.26 32.37 189.0 0.057 81.2 4.83 24.00 0.104 2.044 4.340

0.5L : 29.3845.9 6.00 34.00 4.340 0.0 -0.02e-3 28.9 0.0 0.104 0.300 0.00

1943.7 3.26 32.37 189.0 0.035 81.8 4.87 24.00 0.104 3.328 4.340

0.6L : 35.2574.4 6.00 34.00 4.340 0.0 -0.01e-3 29.0 1.4 0.104 0.300 0.00

1945.6 3.26 32.37 189.0 0.057 81.2 4.83 24.00 0.104 2.044 4.340

0.7L : 41.13103.4 6.00 33.00 4.340 10.9 -0.02e-3 28.9 24.5 0.104 0.300 0.00

1748.2 3.26 31.37 189.0 0.074 79.4 4.87 24.00 0.104 1.528 4.340

0.8L : 47.00132.8 6.00 32.00 4.340 10.9 -0.06e-3 28.8 57.6 0.209 0.300 0.00

1345.6 3.26 30.37 189.0 0.100 79.0 5.01 24.00 0.104 1.171 4.340

0.9L : 52.88162.9 6.00 32.56 3.906 10.9 -0.10e-3 28.6 85.7 0.299 0.800 0.00740.4 2.58 31.27 189.0 0.121 84.4 5.20 24.00 0.104 1.791 3.086

Critical : 55.37176.6 6.00 34.25 3.472 10.9 -0.11e-3 28.6 95.3 0.314 0.800 0.00402.3 2.27 33.11 189.0 0.124 90.0 5.23 24.00 0.104 1.752 2.416

Transfer : 55.75178.7 6.00 34.25 3.472 10.9 -0.11e-3 28.6 97.7 0.322 0.800 0.00358.3 2.22 33.14 189.0 0.126 89.9 5.22 12.00 0.104 1.732 2.365

Bearing : 58.13191.7 6.00 34.25 0.411 2.3 6.00e-3 50.0 195.3 1.368 3.720 0.00

0.0 0.47 34.02 39.4 0.138 15.4 0.87 12.00 0.104 1.808 0.493

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 147

Job #






878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)


Sheet # 148

Job #





Bearing : 0.00191.7 6.26 34.25 0.47 34.02 24.00 0.300 1.337 0.000 2.976

Transfer : 2.38178.7 5.99 34.25 2.22 33.14 24.00 0.300 1.247 0.000 0.800

Critical : 2.76176.6 5.92 34.25 2.27 33.11 24.00 0.300 1.225 0.000 0.800

0.1L : 5.25162.9 5.79 32.56 2.58 31.27 24.00 0.300 1.180 0.000 0.800

0.2L : 11.13132.8 4.86 32.00 3.26 30.37 24.00 0.300 0.870 0.000 0.300

0.3L : 17.00103.4 3.66 33.00 3.26 31.37 24.00 0.300 0.470 0.000 0.300

0.4L : 22.8874.4 2.55 34.00 3.26 32.37 24.00 0.300 0.101 0.000 0.300

0.5L : 28.7545.9 1.57 34.00 3.26 32.37 24.00 0.300 0.000 0.000 0.300

0.6L : 34.6374.4 2.55 34.00 3.26 32.37 24.00 0.300 0.101 0.000 0.300

0.7L : 40.50103.4 3.66 33.00 3.26 31.37 24.00 0.300 0.470 0.000 0.300

0.8L : 46.38132.8 4.86 32.00 3.26 30.37 24.00 0.300 0.870 0.000 0.300

0.9L : 52.25162.9 5.79 32.56 2.58 31.27 24.00 0.300 1.180 0.000 0.800

Critical : 54.74176.6 5.92 34.25 2.27 33.11 24.00 0.300 1.225 0.000 0.800

Transfer : 55.13178.7 5.99 34.25 2.22 33.14 24.00 0.300 1.247 0.000 0.800

Bearing : 57.50191.7 6.26 34.25 0.47 34.02 24.00 0.300 1.337 0.000 3.720

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 149

Job #




Bearing : 0.63168.0 6.00 34.25 0.407 2.3 6.00e-3 50.0 169.0 1.187 2.976 0.00

0.0 0.62 33.94 39.4 0.121 15.4 0.87 24.00 0.104 2.058 0.497

Transfer : 3.00156.5 6.00 34.25 3.472 10.9 -0.14e-3 28.5 71.5 0.237 0.800 0.00382.2 2.95 32.77 189.0 0.111 91.5 5.37 24.00 0.104 1.977 2.385

Critical : 3.35154.8 6.00 34.25 3.472 10.9 -0.14e-3 28.5 70.0 0.232 0.800 0.00424.3 3.01 32.74 189.0 0.109 91.1 5.36 24.00 0.104 1.995 2.431

0.1L : 5.88142.7 6.00 32.56 3.906 10.9 -0.12e-3 28.6 63.4 0.224 0.800 0.00788.4 3.42 30.84 189.0 0.106 84.2 5.26 24.00 0.104 2.028 3.109

0.2L : 11.75116.3 6.00 32.00 4.340 10.9 -0.05e-3 28.8 40.6 0.150 0.300 0.00

1426.1 4.29 29.85 189.0 0.088 77.6 5.01 24.00 0.104 1.316 4.340

0.3L : 17.6390.4 6.00 33.00 4.340 10.9 -0.01e-3 29.0 12.1 0.104 0.300 0.00

1845.7 4.30 30.85 189.0 0.064 77.4 4.83 24.00 0.104 1.712 4.340

0.4L : 23.5064.9 6.00 34.00 4.340 0.0 0.12e-3 29.4 0.0 0.104 0.300 0.00

2044.2 4.30 31.85 189.0 0.050 72.9 4.40 24.00 0.104 2.184 4.340

0.5L : 29.3839.9 6.00 34.00 4.340 0.0 -0.01e-3 29.0 0.0 0.104 0.300 0.00

2028.7 4.30 31.85 189.0 0.031 79.8 4.82 24.00 0.104 3.746 4.340

0.6L : 35.2564.9 6.00 34.00 4.340 0.0 0.12e-3 29.4 0.0 0.104 0.300 0.00

2044.2 4.30 31.85 189.0 0.050 72.9 4.40 24.00 0.104 2.184 4.340

0.7L : 41.1390.4 6.00 33.00 4.340 10.9 -0.01e-3 29.0 12.1 0.104 0.300 0.00

1845.7 4.30 30.85 189.0 0.064 77.4 4.83 24.00 0.104 1.712 4.340

0.8L : 47.00116.3 6.00 32.00 4.340 10.9 -0.05e-3 28.8 40.6 0.150 0.300 0.00

1426.1 4.29 29.85 189.0 0.088 77.6 5.01 24.00 0.104 1.316 4.340

0.9L : 52.88142.7 6.00 32.56 3.906 10.9 -0.12e-3 28.6 63.4 0.224 0.800 0.00788.4 3.42 30.84 189.0 0.106 84.2 5.26 24.00 0.104 2.028 3.109

Critical : 55.40154.8 6.00 34.25 3.472 10.9 -0.14e-3 28.5 70.0 0.232 0.800 0.00424.3 3.01 32.74 189.0 0.109 91.1 5.36 24.00 0.104 1.995 2.431

Transfer : 55.75156.5 6.00 34.25 3.472 10.9 -0.14e-3 28.5 71.5 0.237 0.800 0.00382.2 2.95 32.77 189.0 0.111 91.5 5.37 24.00 0.104 1.977 2.385

Bearing : 58.13168.0 6.00 34.25 0.407 2.3 6.00e-3 50.0 169.0 1.187 3.720 0.00

0.0 0.62 33.94 39.4 0.121 15.4 0.87 24.00 0.104 2.058 0.497

Location(ft)

Vu(kips)

Mcor(kft)

bv(in)

a(in)

de(in)

dv(in)

Aps(in2)

fpo(ksi)

Vp(kips)

vu/fc

eps_x

Vc-com(kips)

Theta

Beta

Vs-reqd(kips)

Max.spc.(in)

Av/s(in2/ft)

min.Av/s(in2/ft)

Av-prvd(in2/ft)

pVn/Vu

Al_reqd(in2)

Aps*(in2)

Sheet # 150

Job #






878.85 20.00 6.75 1.76

Fpi(kips)

fs(ksi)

h/4(in)

Abrst_rqrd(in2)


Sheet # 151

Job #




Bearing : 0.00168.0 5.50 34.25 0.62 33.94 24.00 0.300 1.083 0.000 2.976

Transfer : 2.38156.5 5.31 34.25 2.95 32.77 24.00 0.300 1.019 0.000 0.800

Critical : 2.73154.8 5.25 34.25 3.01 32.74 24.00 0.300 1.002 0.000 0.800

0.1L : 5.25142.7 5.14 32.56 3.42 30.84 24.00 0.300 0.964 0.000 0.800

0.2L : 11.13116.3 4.33 32.00 4.29 29.85 24.00 0.300 0.692 0.000 0.300

0.3L : 17.0090.4 3.25 33.00 4.30 30.85 24.00 0.300 0.335 0.000 0.300

0.4L : 22.8864.9 2.26 34.00 4.30 31.85 24.00 0.300 0.005 0.000 0.300

0.5L : 28.7539.9 1.39 34.00 4.30 31.85 24.00 0.300 0.000 0.000 0.300

0.6L : 34.6364.9 2.26 34.00 4.30 31.85 24.00 0.300 0.005 0.000 0.300

0.7L : 40.5090.4 3.25 33.00 4.30 30.85 24.00 0.300 0.335 0.000 0.300

0.8L : 46.38116.3 4.33 32.00 4.29 29.85 24.00 0.300 0.692 0.000 0.300

0.9L : 52.25142.7 5.14 32.56 3.42 30.84 24.00 0.300 0.964 0.000 0.800

Critical : 54.77154.8 5.25 34.25 3.01 32.74 24.00 0.300 1.002 0.000 0.800

Transfer : 55.13156.5 5.31 34.25 2.95 32.77 24.00 0.300 1.019 0.000 0.800

Bearing : 57.50168.0 5.50 34.25 0.62 33.94 24.00 0.300 1.083 0.000 3.720

Location (ft)

Vu(kips)

Vnh-req(kips/in)

de(in)

a(in)

dv(in)

s_max(in)

Avh-min(in2/ft)

Avh-sm(in2/ft)

Avh-rg(in2/ft)

Avh-prvd(in2/ft)

Sheet # 152

Job #




CAMBER/DEFLECTION



Total 0.602 0.557 0.431



Total 1.082 0.928 0.592



Total 1.433 1.181 0.661



Total 1.649 1.330 0.688


Sheet # 153

Job #





Total 1.722 1.379 0.693



Total 1.649 1.330 0.688



Total 1.433 1.181 0.661



Total 1.082 0.928 0.592


Sheet # 154

Job #






Total 0.602 0.557 0.431



Total 0.602 0.481 0.260



Total 1.082 0.775 0.247



Total 1.433 0.966 0.180


Sheet # 155

Job #





Total 1.649 1.077 0.121



Total 1.722 1.112 0.096



Total 1.649 1.077 0.121



Total 1.433 0.966 0.180


Sheet # 156

Job #






Total 1.082 0.775 0.247



Total 0.602 0.481 0.260



Total 0.602 0.557 0.431



Total 1.082 0.928 0.592


Sheet # 157

Job #





Total 1.433 1.181 0.661



Total 1.649 1.330 0.688



Total 1.722 1.379 0.693



Total 1.649 1.330 0.688


Sheet # 158

Job #





Total 1.433 1.181 0.661



Total 1.082 0.928 0.592



Total 0.602 0.557 0.431


Sheet # 159

Job #




ULTIMATE MOMENT




Transfer 2.38378.4 30.5 2.981 268.0 3.5 3.0 1934.4 0.099T 1.00 - - - -

H/2 1.54249.7 30.4 2.153 268.6 2.5 2.1 1412.7 0.072T 1.00 - - - -

0.1L 5.25788.4 31.0 3.455 267.7 4.0 3.4 2259.4 0.115T 1.00 - - - -

0.2L 11.131462.9 32.0 4.340 267.4 5.1 4.3 2887.8 0.144T 1.00 - - - -

0.3L 17.001918.1 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2239.6 2239.6 1.33 -

0.4L 22.882186.9 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2308.6 2308.6 1.34 -

0.5L 28.752252.0 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2286.0 2286.0 1.35 -

0.6L 34.632186.9 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2308.6 2308.6 1.34 -

0.7L 40.501918.1 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2239.6 2239.6 1.33 -

0.8L 46.381462.9 32.0 4.340 267.4 5.1 4.3 2887.8 0.144T 1.00 2216.0 1945.7 1.30 -

0.9L 52.25788.4 31.0 3.455 267.7 4.0 3.4 2259.4 0.115T 1.00 - - - -

H/2 55.96249.7 30.4 2.153 268.6 2.5 2.1 1412.7 0.072T 1.00 - - - -

Transfer 55.13378.4 30.5 2.981 268.0 3.5 3.0 1934.4 0.099T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ftmin Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 160

Job #






Sheet # 161

Job #






Transfer 2.38355.1 30.5 2.957 268.5 2.6 2.2 1946.6 0.075T 1.00 - - - -

H/2 1.54234.3 30.4 2.136 269.0 1.9 1.6 1415.8 0.054T 1.00 - - - -

0.1L 5.25740.4 31.0 3.428 268.4 3.0 2.6 2279.4 0.087T 1.00 - - - -

0.2L 11.131376.1 32.0 4.340 268.1 3.8 3.3 2945.5 0.110T 1.00 - - - -

0.3L 17.001808.2 33.0 4.340 268.2 3.8 3.3 3043.2 0.110T 1.00 2237.6 2237.6 1.36 -

0.4L 22.882063.8 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2295.4 2295.4 1.37 -

0.5L 28.752128.7 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2267.2 2267.2 1.39 -

0.6L 34.632063.8 34.0 4.340 268.3 3.8 3.3 3140.9 0.110T 1.00 2295.4 2295.4 1.37 -

0.7L 40.501808.2 33.0 4.340 268.2 3.8 3.3 3043.2 0.110T 1.00 2237.6 2237.6 1.36 -

0.8L 46.381376.1 32.0 4.340 268.1 3.8 3.3 2945.5 0.110T 1.00 2236.5 1830.2 1.32 -

0.9L 52.25740.4 31.0 3.428 268.4 3.0 2.6 2279.4 0.087T 1.00 - - - -

H/2 55.96234.3 30.4 2.136 269.0 1.9 1.6 1415.8 0.054T 1.00 - - - -

Transfer 55.13355.1 30.5 2.957 268.5 2.6 2.2 1946.6 0.075T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ft

min Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 162

Job #






Sheet # 163

Job #






Transfer 2.38378.4 30.5 2.981 268.0 3.5 3.0 1934.4 0.099T 1.00 - - - -

H/2 1.54249.7 30.4 2.153 268.6 2.5 2.1 1412.7 0.072T 1.00 - - - -

0.1L 5.25788.4 31.0 3.455 267.7 4.0 3.4 2259.4 0.115T 1.00 - - - -

0.2L 11.131462.9 32.0 4.340 267.4 5.1 4.3 2887.8 0.144T 1.00 - - - -

0.3L 17.001918.1 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2239.6 2239.6 1.33 -

0.4L 22.882186.9 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2308.6 2308.6 1.34 -

0.5L 28.752252.0 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2286.0 2286.0 1.35 -

0.6L 34.632186.9 34.0 4.340 267.7 5.1 4.3 3083.3 0.144T 1.00 2308.6 2308.6 1.34 -

0.7L 40.501918.1 33.0 4.340 267.5 5.1 4.3 2985.5 0.144T 1.00 2239.6 2239.6 1.33 -

0.8L 46.381462.9 32.0 4.340 267.4 5.1 4.3 2887.8 0.144T 1.00 2216.0 1945.6 1.30 -

0.9L 52.25788.4 31.0 3.455 267.7 4.0 3.4 2259.4 0.115T 1.00 - - - -

H/2 55.96249.7 30.4 2.153 268.6 2.5 2.1 1412.7 0.072T 1.00 - - - -

Transfer 55.13378.4 30.5 2.981 268.0 3.5 3.0 1934.4 0.099T 1.00 - - - -

Location(ft)

Mu k.ftdp in

Aps in2

fps ksi

c in

a in

Mr-prvd

k.ftc/dt Phi Mcr

k.ft

min Mr

k.ft

Crkg

Ratio

Mu-p/r

Ratio

Sheet # 164

Job #





Sheet # 165

Job #




DESIGN SUMMARY













Sheet # 166

Job #






Span: 1, Beam: 2, Interior beam






Final 3Comp Loc.


Total 1.722 1.379 0.693








Sheet # 167

Job #

















Final 3Comp Loc.


Total 1.722 1.112 0.096


Sheet # 168

Job #




















Final 3Comp Loc.

Sheet # 169

Job #







Total 1.722 1.379 0.693


Sheet # 170

Job #




Project Name:Client:


BEAM

1 5.491 1.858 0.000 0.693 0.693 2.940

2 5.491 1.858 0.000 0.096 0.096 3.537

3 5.491 1.858 0.000 0.693 0.693 2.940


SUPER IMPOSED DEAD LOAD

DEFLECTION (@ ERECTION) (IN.)

Filename: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\[FMM DIS CAMBER.xls]CAMBER SPAN 2

Fargo Moorhead Municipal Diversion Inlet StructureFargo Moorhead Diversion Authority

AVERAGE DEFLECTIONS - 57' - 6" spanCAMBER DUE TO PRESTRESS (@ ERECTION) (IN.) "Cpe" "Erection

Prestress"

DEFLECTION DUE TO BEAM WEIGHT (@ ERECTION) (IN.)

"Csw" "Erection Self Wt "

FUTURE WEARING SURFACE DEFLECTION

(@ ERECTION) (IN.) "Sdwe" "Erection DL-Comp (DW)"

RESIDUAL CAMBER (INCLUDING FUTURE

WS) (@ ERECTION) (IN.) "Cte" "Erection Total"

RESIDUAL CAMBER (EXCLUDING FUTURE

WS) (@ ERECTION) (IN.)

CAMBER SPAN 2406

Project Name:

Client:


PROFILE OFFSET X-SLOPE TOP OF SLAB BOT OF STOOL TOP OF BM RESID TOP OF STOOL

ELEV. FROM AVG. dH SLAB HEIGHT SLAB HEIGHT TANGENT CAMBER BEAM HEIGHT

PROFILE* ELEV. ELEV. LINE ELEV. ELEV.

(FT.) (FT.) (FT/FT) (FT.) (FT.) (IN.) (FT.) (IN.) (FT.) (FT.) (FT.) (IN.) T1 VC1 T2 VC2 T3 VC3

BRG @ ABUTMENT +0.00 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 3.000 929.813 0.00 929.813 3.00 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

1/4 PNT +15.13 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 - 929.813 0.03 929.845 2.62 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!



BRG @ PIER +60.50 931.000 9.333 -0.020 -0.187 930.813 9.000 930.063 3.000 929.813 -0.01 929.804 3.11 0.000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

BRG-BRG L: 57.50 Ft. Residual Camber: 0.49 Inches Tangent Slope: 0.0029 ft./ft.

Profile:

Point Station Elevation G1 (%) G2 (%) Length M

START

0.00

PVC 0.00 0.000

PVI 0.000 0.000

PVT 0.00 #DIV/0!

0.00 MINIMUM STOOL IN SPAN 2

PVC 0.00 #DIV/0! 0.02

PVI 0.000 0.0000 0.000 1.80

PVT 0.00 #DIV/0! (MNDOT LRFD 5.4.1)

0.00

PVC 0.00 #DIV/0!

PVI 0.000 0.0000 0.000

PVT 0.00 #DIV/0!

0.00

END #DIV/0!

* Indicates information that must be known and entered

Filename: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\[FMM DIS CAMBER.xls]Summary Spans 2

STATION

CROSS SLOPE


MIN. STOOL Use Minimum stool of 2"

Fargo Moorhead Metro Dviersion Inlet Structure

Fargo Moorhead Diversion Authority

THEORECTICAL STOOL HEIGHTS - SPAN 2 Beam 2POINT

407



Anchorage Zone Reinforcement:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle BridgeSpan 2



Follows MnDOT LRFD example pg. 5-91 (AASHTO 5.10.10)

fpu 270 ksi tensile strength (conspan)

fpj 0.75 fpu fpj 202500.00 psi initial prestress

Nstd 20 number of strands in beam x-sec (conspan)

Astd 0.217 in2 area of one strand (conspan)

Aps Nstd Astd Aps 4.34 in2 area of prestressed steel

Pi fpj Aps total prestressing force at transfer

Pi 878850.00 lbf

Factored design splitting force:

Pb 1.0 0.04 Pi Pb 35.15 kip

Amount of splitting resistance reinforcement:

fs 20 ksi steel stress used for determining resisting reinf.

AsPb

fs As 1.76 in2

Steel should be located at the end of the beam within h/4:

h 27in height of beam

h

40.56 ft distance from end of beam to end of resisting reinf.

1/27/2016 FMM DIS Anchorage Zone Reinf span 2.xmcdC:\Users\b6ecdap4\Desktop\Vehicle Service Bridge design\

408



Number of double legged stirrups:stirrup sizes:

Ab19 0.44 in2 Nstrps19As






Select reinforcement:

Sedge 2in

Nsets 11

Soc 2.5in 2.5 inch min. spacing for bursting reinforcement

Check distance with stirrups used:

dist Sedge Nsets 1 Soc dist 2.25 ft h

40.56 ft

Checkdist if disth

4 "Adjust Stirrup spacing to fill h/4" "Stirrup spacing = 2.5 in."

Checkdist "Stirrup spacing = 2.5 in."

Provide 11 sets of #4 stirrups spaced at 0'-2 1/2" O.C. Placement starts at 0'-2" from the beam ends andends at 2'-3" from the beam ends. The first 1 is 2-G505E placed 0'-2" in from beam end. The remaining 10sets are 2-G508E each spaced at 2.5" O.C.

Confinement Reinforcement and Vertical Shear Reinforcement:

Starts at 0'-2" in from beam end to match bursting reinf and finishes at 1.5d minimum at 0'-6" spacing perAASHTO section 5.10.10.2.

d h h 27.00 in depth of beam 1.5d 3.37 ft


409



From 0' - 2" to 2' - 3": Provide 2-G403E and 1-G507E every 0'-2 1/2" O.C. to match G505E or G508E


From 6' - 3" to 28 ' - 11": Provide 2-G403E every 1' - 4" O.C. to match G402E

From 28' - 11" to 29' - 4 1/2": Provide 2-G403E every 0' - 5.5" O.C. to match G402E

From 29' - 4 1/2" to 29' - 10": Provide 2-G403E every 0' - 5.5" O.C. to match G402E

From 29' - 10" to 52 ' -6": Provide 2-G403E every 1' - 4" O.C. to match G402E


From 56' -6" to 58' - 7": Provide 2-G403E and 1-G507E every 0'-2 1/2" O.C. to match G505E or G508E


410



Beam Sheet Information 27M:


Fargo Moorhead MetropolitanDiversion Inlet Structure Vehicle Service BridgeSpan 2



Strand Location:

number of straight stands per row:


R1 10 h1 2in R4 0 h4 8inR2 6 h2 4in R5 0 h5 10inR3 0 h3 6in

Sstr R1 R2 R3 R4 R5 Sstr 16 total number of straight strands

number of draped stands per row:


DR1 2 dh1 3in DR51 2 dh51 25inDR2 2 dh2 5in DR49 2 dh49 23inDR3 0 dh3 7in DR47 0 dh47 20inDR4 0 dh4 9inDR5 0 dh5 11inDR6 0 dh6 13inDR7 0 dh7 15in

Sdra DR1 DR2 DR3 DR4 DR5 DR6 DR7 Sdra 4 total number of draped strands

total number of strands:

Stot Sstr Sdra Stot 20 total number of stands

**Designer may need to adjust all Y-dist equations to incorporate all inputted values.

Straight strands Y-dist at center line of span:

Ystr_cntR1 h1 R2 h2 R3 h3 R4 h4 R5 h5

Sstr Ystr_cnt 2.75 in

1/28/2016 FMM DIS 27M Beam Sheet Information All Beams span 2.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design


411



Draped strands Y-dist at center line of span:

Ydra_cntDR1 dh1 DR2 dh2 DR3 dh3 DR4 dh4 DR5 dh5 DR6 dh6 DR7 dh7

Sdra

Ydra_cnt 4.00 in

Draped strands Y-dist at ends of span:

Ydra_endDR51 dh51 DR49 dh49 DR47 dh47

Sdra

Ydra_end 24.00 in

Total strands Y-dist at center line of span:

YtotstrR1 h1 R2 h2 R3 h3 R4 h4 R5 h5

Stot Ytotstr 2.20 in

YtotdraDR1 dh1 DR2 dh2 DR3 dh3 DR4 dh4 DR5 dh5 DR6 dh6 DR7 dh7

Stot Ytotdra 0.80 in

Ytot Ytotstr Ytotdra Ytot 3.00 in

Camber Diagram

Beam B1 & B3

Cpe 5.491 in camber from prestress erection

Csw 1.858 in camber from self weight (beam) erection

Cint Cpe Csw Cint 3.63 in Initial Total Camber

Cte 0.693 in Residual camber (including future wearing surface)

CDWe 0.000 in camber from DL Comp DW erection

Cres Cte CDWe Cres 0.69 in Residual Camber

CDL Cint Cres CDL 2.94 in Est. Dead LoadDeflection



412



Approximate weight of beam: Initial Prestress:

ABM 516in2 cross-sectional area of beam fpu 270.0ksi initial tensile strength

As 0.217in2 area of one strand

γc 155lb

ft3 density of concrete Stot 20 number of strands

Pint 0.75 fpu As Stot Pint 878850.00 lbf

LBM 58.75ft beam length for Beams B1, B2 & B3

WtBM_B1 ABM γc LBM WtBM_B1 16.32 ton



413

OCTOBER 2006 LRFD BRIDGE DESIGN 3-15

Table 3.4.1.2 Maximum Unfactored HL-93 Live Load Moments, Shears, and Reactions Simple Spans, One Lane, w/o Dynamic Load Allowance

Moments Shears and End Reactions Span (ft) Truck

(kip-ft) Tandem (kip-ft)

Lane (kip-ft)

Span Pt. (%)

Truck (kip)

Tandem (kip)

Lane (kip)

42 485.2 474.8 139.7 0.45 56.0 47.6 13.4

44 520.9 499.5 153.3 0.45 56.7 47.7 14.1

46 556.5 524.3 167.6 0.45 57.4 47.8 14.7

48 592.2 549.0 182.5 0.45 58.0 47.9 15.4

50 627.8 573.8 198.0 0.45 58.6 48.0 16.0

52 663.4 598.5 214.2 0.45 59.1 48.1 16.6

54 699.1 623.3 230.9 0.45 59.6 48.1 17.3

56 734.7 648.0 248.4 0.45 60.0 48.2 17.9

58 770.4 672.8 266.4 0.45 60.4 48.3 18.6

60 806.0 697.5 285.1 0.45 60.8 48.3 19.2

62 841.6 722.3 304.4 0.45 61.2 48.4 19.8

64 877.3 747.0 324.4 0.45 61.5 48.4 20.5

66 912.9 771.8 345.0 0.45 61.8 48.5 21.1

68 948.6 796.5 366.2 0.45 62.1 48.5 21.8

70 984.2 821.3 388.1 0.45 62.4 48.6 22.4

75 1070.0 887.5 450.0 0.50 63.0 48.7 24.0

80 1160.0 950.0 512.0 0.50 63.6 48.8 25.6

85 1250.0 1012.5 578.0 0.50 64.1 48.8 27.2

90 1340.0 1075.0 648.0 0.50 64.5 48.9 28.8

95 1430.0 1137.5 722.0 0.50 64.9 48.9 30.4

100 1520.0 1200.0 800.0 0.50 65.3 49.0 32.0

110 1700.0 1325.0 968.0 0.50 65.9 49.1 35.2

120 1880.0 1450.0 1152.0 0.50 66.4 49.2 38.4

130 2060.0 1575.0 1352.0 0.50 66.8 49.2 41.6

140 2240.0 1700.0 1568.0 0.50 67.2 49.3 44.8

150 2420.0 1825.0 1800.0 0.50 67.5 49.3 48.0

160 2600.0 1950.0 2048.0 0.50 67.8 49.4 51.2

170 2780.0 2075.0 2312.0 0.50 68.0 49.4 54.4

180 2960.0 2200.0 2592.0 0.50 68.3 49.4 57.6

190 3140.0 2325.0 2888.0 0.50 68.5 49.5 60.8

200 3320.0 2450.0 3200.0 0.50 68.6 49.5 64.0

416

b6ecdap4

Highlight



Expansion Bearing design:





*The figure is for a steel beam so for a prestressedbeam the sole plate is cast in the prestressedbeam.

Material Properties



Lexpan 60 ft 0 in Expansion length (span length from bearing to bearing of expansion bearings)

αconc6.0 10 6


14.2.1 page 14-2

Design Loads






1/28/2016 FMM DIS Expansion Bearing span 2.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure


417




Design Temperatures


Movement For Minimum Compressive Stress (Load Factor = 1.0)

Δu 1.0 Tchange αconc Lexpan Δu 0.35 in

Movement For Shear Deflection (Load Factor = 1.0) per NDDOT LRFD Manual section IV-04.14.02 ExpansionJoints [Table 3.4.1-1].

Per NDDOT LRFD Manual IV-04.14.03.02.01 "Based on pastperformance, a load factor equal to 1.0 is used with a 75Ftemperature change and the maximum shear modulus tocalculate Hu."

Δs 1.0 Δu Δs 0.35 in

Size The Elastomeric Bearing Pad

hrt 1.0 Δs hrt 0.35 in Per NDDOT LRFD Manual IV-04.14.03.02.01 "Based on pastperformance, a load factor equal to 1.0 is used with a 75Ftemperature change and the maximum shear modulus tocalculate Hu."

Material Thickness

tcover 0.25 in Thickness of elastomeric cover per MnDOT Standard Plate B311 "SectionThrough Elastomeric Bearing Pad" detail

tlam 0.50 in Thickness of internal laminate per MnDOT Table 14.7.2 page 14-14

tsteel 0.125 in Thickness of steel plate per MnDOT Standard Plate B311 Table.

Calculate The Number of Internal Laminates Needed

Nlamhrt 2 tcover

tlam Nlam 0.31

N_lam 1 Round the calculated number of laminates up



418



Calculate The Number of Steel Plates Needed

Nsteel N_lam 1 Nsteel 2

Total Elastomer Thickness

hrt_total 2 tcover N_lam tlam hrt_total 1.00 in

Height of Reinforced Elastomeric Bearing Pad

D hrt_total Nsteel tsteel D 1.250 in

Shape Factor for Internal Laminate & Cover Layer Check

a 10 in Bearing pad width per MnDOT Table 14.7.2 page 14-14

b 16 in Bearing pad length per MnDOT Table 14.7.2 page 14-14

Slama b

2 tlam a b Slam 6.2

Scheck if 5 Slam 10 "OK" "Redesign" Scheck "OK"

Scovera b

2 tcover a b Scover 12.3

Pad Dimensional/Stability Check

Stabiltycheck_1 if 3 hrt_total a "OK" "Redesign" Stabiltycheck_1 "OK"

Stabiltycheck_2 if 2.5 a b "OK" "Redesign" Stabiltycheck_2 "OK"

Maximum Compressive Stress Check

Gmin 0.115ksi minimum shear modulus for 55 durometer elastomer per NDDOTIV-04.14.03.02.

Gmax 0.165ksi maximum shear modulus for 55 durometer elastomer per NDDOTIV-04.14.03.02.

σs_max 1.0 Gmin Slam σs_max 0.71 ksi



419



σs if σs_max 1.0 ksi 1.0 ksi σs_max σs 0.71 ksi

Ps_max σs a b Ps_max 113.23 kip

CheckPs_max if Ps_max Ps "OK" "Redesign" CheckPs_max "OK"

Compressive Deflection Check

σDLPDL

a b σDL 0.35 ksi

σSLPs

a b σSL 0.70 ksi

The intial compressive deflection of a single interior laminate under total load is:

εtl 0.036 Total load strain Per 2014 AASHTO section 14.7.6.3.3 page 14-73 figure C14.7.6.3.3-1 ---Stress-StrainCurves with Shape Factor of 6.2

εdl 0.015 Dead load strain Per 2014 AASHTO section 14.7.6.3.3 page 14-73 figure C14.7.6.3.3-1 ---Stress-StrainCurves with Shape Factor of 12.3

εlimit 0.09 Per 2014 AASHTO section 14.7.6.3.3 page 14-73 1st paragraph

Check if εlimit εtl "OK" "Redesign" Check "OK"

With two interior laminate and two cover layers the dflection under total load is:

Δtl 2 tlam εtl 2 tcover εtl Δtl 0.05 in

With two interior laminate and two cover layers the deflection under total load is:

Δtl_cover 2 tlam εtl 2 tcover εtl Δtl_cover 0.05 in

The deflection under dead load is:

Δdl_cover 2 tlam εdl 2 tcover εdl Δdl_cover 0.02 in



420



The deflection due to creep is:

Δcreep 0.3 Δdl_cover Per 2014 AASHTO Table 14.7.6.2-1 - Correlated Material Properties page 14-71

Δcreep 0.01 in

The difference between the two deflections is the estimated live load deflection. The total deflection due to live load pluscreep should be no greater than 1/8 inch.

Δll Δtl Δdl_cover Δll 0.03 in

Δll Δcreep 0.04 in

Check if Δll Δcreep 0.125 in "OK" "Redesign" Check "OK"

Minimum Compressive Stress Check

Pu_min5 Gmax a b Δu

hrt_total Pu_min 45.62 kip

CheckPu_min if Pu_min 1.05Pu "OK" "Redesign" CheckPu_min "OK"

Check Service and Fatigue of Steel Plates

hmax tlam 0.50 inhs3 hmax σs

Fy

σsPs

a b σs 0.70 ksi

Min_hs3 hmax σs

Fy Min_hs 0.03 in

Checksteel_plates if Min_hs tsteel "OK" "Redesign" Checksteel_plates "OK"

hs2 hmax σL

ΔFTH

ΔFTH 24 ksi Detail Category per A AASHTO Table 6.6.1.2.3-1 page 6-37 and Table 6.6.1.2.5-3 page 6-51

Note that the live load used for this check is not based on reactions from the fatigue truck. Rather, it is the total live load forthe service limit state.



421



σLPLL_max

a b σL 0.35 ksi

Min_hs_LL2 hmax σL

ΔFTH Min_hs_LL 0.01 in

Checksteel_plates if Min_hs_LL tsteel "OK" "Redesign" Checksteel_plates "OK"

a 10.00 in Bearing pad width Nsteel 2.00 Number of steel laminates needed

b 16.00 in Bearing pad length tcover 0.25 in Thickness of elastomeric cover

tlam 0.50 in Thickness of internal laminate tsteel 0.125 in Thickness of steel plate

D 1.25 in Thickness of Reinforced Elastomeric Bearing Pad

Use a 10" x 16" x 1-1/4" bearing pad, composed of (2) two 1/4 inch cover laminates, (1) one 1/2" interior laminate and (2) two1/8 inch steel plates.

Curved Plate Design

The thickness of the plate is J. The curved plate has a width (H), which is equal to the width of the bearing pad. The length (G)is determined in an iterative process with the thickness. Begin by checking the thickness for a curved composite plate with alength of 4.5 inches. If thickness of the bearing plate is more than 2 inches, increase the length of the curved plate until thebearing plate thickness and composite plate thickness are approximately equal.

H 16 in Curved plate width Pintle 1.5 in Pintle diameter

Gplate 4.5 in Curved plate length Bevel_of_plate 0.25 in

First, determine the radius of the contact surface. The radius of the curved plate is a function of the yield strength of the steeland the load intensity. The contact length of the sole plate with the curved plate is equal to the curved plate width minus thepintles and bevels. Refer to figure below.


Lsp H 2 Pintle 2 Bevel_of_plate 2 Bevel_of_plate

Lsp 12.00 in



422




Rmin

10Ps

Lsp

0.6 Fy 13 ksi Rmin 6.758 in Rmin is less than 12.5 in so the assumption is correct

The radius of curved plates is to be no less than 16 inches. Therefore, specify the minimum radius for the curved plate to be16 inches.

The required thickness of the curved composite plate is found using a simple model where a uniform load is applied to thebottom of the plate and the reaction is a line load. See Figure 14.8.2.3.


σcpPs

H Gplate σcp 1.55 ksi

The maximum moment on a 1 inch strip of the composite plate is:

Mcp σcpGplate

2

Gplate

4 Mcp 3.93 kip

in

in

The maximum allowable bending stress from Table 10.32.1A of the Standard Specifications is used to size the plate:

fs 0.55 Fy fs 19.80 ksi

The required composite plate thickness is found by finding the thickness of plate that has sufficient section modulus tocarry the moment.

Sreq_cpMcp

fs Sreq_cp 0.199

in3

in

Minimum_Hcp 6 Sreq_cp Minimum_Hcp 1.092 in

The standard curved plate thickness is 11/4 inches. Since composite action is assumed and the bearing plate thickness willbe more than 1/8 inch, use a 11/4 inch thick curved plate (J).

J 1.25 in



423




Now determine the thickness of the bearing plate. The bearing plate has plan dimensions that are slightly larger than thebearing pad to provide adequate space for the attachment of knock-off weld studs. One inch is provided on all sides for thispurpose.

E b 1 in 2 E 18.00 in Bearing Plate width

C a 1 in 2 C 12.00 in Bearing Plate length


Lcra

2

Gplate

2 Lcr 2.75 in

Mbp σsLcr

2

2 Mbp 2.64 kip

in

in

Use the same procedure that was used to arrive at a curved plate thickness. Note that the minimum thickness for bearingplates is 11/2 inches per MnDOT.

Sreq_bpMbp

fs Sreq_bp 0.134

in3

in

Minimum_Hbp 6 Sreq_bp Minimum_Hbp 0.895 in

Use a 11/2 inch thick bearing plate. F 1.50 in

Expansion Bearing Summary

a 10.00 in C 12.00 in L D F J Expansion bearing assembly thickness

b 16.00 in E 18.00 in L 4.00 in

D 1.25 in F 1.50 in

Nsteel 2.00 Gplate 4.50 in

tsteel 0.125 in Slam 6.2

N_lam 1.00 H 16.00 in

tlam 0.50 in J 1.25 in



424



Fixed Bearing design:





Material Properties



Lexpan 60 ft 0 in Expansion length (span length from bearing to bearing of fixed bearings)

αconc6.0 10 6


14.2.1 page 14-2

bf 26 in Bottom flange width for a MnDOT 27M prestressed concrete beam

Design Loads





1/28/2016 FMM DIS Fixed Bearing span 2.xmcd\\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure


425





Design Temperatures


Allowable Compressive Stress for Cotton-duck pads

σS 3.0 ksi Per AASHTO section 14.7.6.3.2 page 14-72 Eqn 14.7.6.3.2-5

σL 2.0 ksi Per AASHTO section 14.7.6.3.2 page 14-72 Eqn 14.7.6.3.2-6

B 16 in Bearing pad length

Allowable_σS 1.10 σS Allowable_σS 3.30 ksi

Using the vertical load, the allowable compressive stress, and width (B) of the bearing pad, a trial length (A) can be found.

APs

Allowable_σS B A 2.12 in

Try a bearing pad with the following dimensions:

A 10 in Bearing pad width

B 16.00 in Bearing pad length

D 0.50 in Bearing pad thickness

Then the maximum service load stress under total load is:

Actual_σSPs

A B Actual_σS 0.70 ksi



426



Checkcompressive_stress if Actual_σS Allowable_σS "OK" "Redesign"

Checkcompressive_stress "OK"

There are two geometric checks on the bearing pad to ensure that it has good proportions. First, in plan, the length of the longside can be no more the 2.5 times the length of the short side.

Checklongside_proportion if B 2.5 A "OK" "Redesign"

Checklongside_proportion "OK"

Second, the height of the elastomeric portion can be no more than 1/3 the length of the short side of the pad per AASHTO14.7.6.3.6 page 14-76.

Checkthickness_proportion ifA

3D "OK" "Redesign"

Checkthickness_proportion "OK"

MnDOT specifies a range of permissible values for the shape factor (S). The shape factor shall be between 5.0 and 8.0 perMnDOT page 14-23.

Actual_SA B

2 A B D Actual_S 6.15

Checkshape_factor if 5 Actual_S 8.0 "OK" "Redesign"

Checkshape_factor "OK"

Curved Plate Design

Set the curved plate width 2 inches wider than the bearing pad.

H B 2 in H 18.00 in

The all around weld, together with the friction between plates, causes the curved plate and bearing plate to act compositely.Therefore, the thickness for design can be considered to include the curved plate thickness plus the bearing plate thickness.

Begin by checking the thickness for a curved composite plate with a length of 4.5 inches. If the thickness of the bearing plateis more than 2 inches, increase the length of the curved plate until the bearing plate thickness and composite plate thicknessare approximately equal. After 4.5 inches, try 6 inches. If 6 inches does not work, increase length by increments of 2 inchesthereafter.

G 4.5 in Curved plate length



427



The radius of the contact surface is the first parameter to determine for the curved plate. The radius of the curved plate is afunction of the yield strength of the steel and the load intensity.

The contact length of the sole plate with the curved plate is equal to the sole plate width minus the chamfers at each side, thepintles, and the associated bevels around each of the pintles.


Lsp H 2 0.125 in 2 0.75 in 2 1.75 in 2 0.25 in Lsp 11.75 in


Rmin

10Ps

Lsp

0.6 Fy 13 ksi Rmin 6.90 in

Checkminimum_radius if Rmin 12.5 in "OK" "Redesign"

Checkminimum_radius "OK"

The radius of curved plates is to be no less than 16 inches. Therefore, specify the minimum radius for the curved plate to be16 inches. The required thickness of the curved composite plate is based on a simple model in which a uniform pressure isapplied to the bottom of the plate and the reaction is a line load.


σcpPs

G H σcp 1.38 ksi

Maximum moment on the composite plate on a 1 inch wide strip is:

Mcp σcpG

2

G

4 Mcp 3.50 kip

in

in

The required curved composite plate thickness is determined by finding the thickness of plate that has sufficient section moduluto carry the moment. (i.e., σ = M/S, rearranged to S = M/σ). Past designs based on allowable stress have performed well. Sizethe plate with the maximum allowable bending stress permitted in the Standard Specifications C14.7.1.4 page 14-44.

fs 0.55 Fy fs 19.80 ksi



428




Sreq_cpMcp

fs Sreq_cp 0.18

in3

in


Jminimum_cp 6 Sreq_cp Jminimum_cp 1.03 in

Use curved plate with thickness J = 11/4 inches.

G 4.50 in H 18.00 in J 1.25 in


The length (C) is set at 2 inches longer than the pad length. This provides room for the keeper studs to be attached to thebottom of the bearing plate. The width (E) is set 8 inches greater than the beam bottom flange width. This provides room oneach side for the anchor rods.

E bf 8 in E 34.00 in Bearing plate length

C A 2 in C 12.00 in Bearing plate width


LcrA

2

G

2 Lcr 2.75 in

Mbp Actual_σSLcr

2

2 Mbp 2.64 kip

in

in

Use the same procedure that was used to arrive at a curved plate thickness. Note that the minimum thickness for bearingplates is 11/2 inches.


Sreq_bpMcp

fs Sreq_bp 0.18

in3

in




429



Jminimum_bp 6 Sreq_bp Jminimum_bp 1.03 in

Use bearing plate with thickness F = 11/2 inches. F 1.50 in

Anchor Rods /Pintles

The standard 11/2 inch anchor rods and pintles with Detail B310 have a service load capacity of 70 kips. For many projects,such as the superstructure assumed for this design example, the capacity of the anchor rods and pintles will be adequate byinspection. For projects where two or more piers are fixed or where significant longitudinal forces are anticipated, evaluatethe capacity of the anchor rods and pintles. The anchor rod offset dimension (M) is to be calculated such that the anchor rodsare located along the beam centerline of bearing. In this case, the skew is zero, so M = 0 inches.

Fixed Bearing Design Summary:

A 10.00 in G 4.50 in

B 16.00 in H 18.00 in

D 0.50 in J 1.25 in

Actual_S 6.2 L D F J Fixed bearing assembly thickness

C 12.00 in L 3.25 in

E 34.00 in

F 1.50 in



430

.?it Minnesota Department of Transportation

{~ ~ MS610 ~"vroFref>..~e;,q_o 3485 Hadley Avenue North

Oakdale, MN 55128

Memo TO:

FROM:

DATE:

Bridge Design Engineers Construction Managers Group (CMG) Resident Engineers

Kevin Western ~ -~ · State Bridge Des1gn Engineer

April 12, 2012

Office Tel: (651) 366-4506 Office Fax: (651) 366-4497

MEMO TO DESIGNERS (2012-01 ): Discontinued Usage of Plain Elastomeric Bearing Pads and Substitution with Cotton-Duck Bearing Pads

In light of some recent excessive deformations of plain elastomeric bearing pads (PEP), the use of PEP will be limited. At this time, the precise cause of the performance issue has not been determined. Further research is being completed by the AASHTO Bearing Committee to isolate the source of the issue. When the research is complete, final guidance on plain elastomeric bearing pads will be issued. The guidance provided in this memo should be used in the interim.

Plain elastomeric bearing pads are used at fixed bearing assemblies and at integral abutments. There will be no change to the use of PEP at integral abutments. Because the bearing pads are confined by the concrete and the polystyrene, the amount of deformation is limited and is not a concern.

For all fixed curved plate bearing assemblies for both steel and prestressed beams, replace the plain elastomeric bearing pad with a cotton-duck bearing pad (COP) of the same size as required for a PEP. COP are preformed pads that are produced in large sheets and cut to size for specific bridge applications. COP are reinforced with closely spaced layers of cotton-duck and typically display high compressive stiffness and strength, obtained by the use of very thin elastomeric layers. These pads are often used on railroad structures due to their high compressive strengths.

Cotton-duck pads must be manufactured and tested under compression in accordance with Military Specification MIL-C-882E, except where superseded by the current AASHTO LRFD Bridge Design Specifications Article 14.7.6.2 or by this memo. The minimum low-temperature grade of elastomer for cotton-duck pads is Grade 3.

This change to the bearing pads is effective for all bridges where the bearings have not yet been installed. For bridges still in the design phase that utilize standard detail B31 0 or B354, include revised special provision SB2012-37 41 that is attached to this memo. For projects that have been submitted to CO, but not yet let, an addendum will be necessary. For projects that have already been let, please coordinate and assist the districts to obtain COP through the

An Equal Opportunity Employer Page 1 of 2

0 0 0 431

supplemental agreement process. As a minimum, these changes will be in effect for the entire 2012 construction season. This guidance will remain in place until final guidance supersedes this memo.

If you have any questions contact myself or Arielle Ehrlich at (651) 366-4515.

Thank you.

cc: Dave Conkei/Local Consultants Dave Dufresne/PACAL Industries, LLC Bob Timpane/Construction Materials Inc. Craig Kirks/D.S. Brown Jim Kochsiek (MS 645) Steve Grover (MS 645)

An Equal Opportunity Employer

0 0 Page 2 of 2

0 432

Use on all jobs requiring Elastomeric Bearing Pads. (1) Use where standard details B310 and B354 are used.

SB- (3741) ELASTOMERIC BEARING PADS

Apply the provisions of 3741 except as modified below:

Replace the first sentence in 3 7 41.2A with the following:

Created: 3/22/2002 Revised: 4/12/2012 (7)

Provide elastomer for bearing pads meeting the requirements of AASHTO M 251 with durometer hardness of 60 ±5 on the Shore "A" scale. Provide elastomer compounds classified as low-temperature Grade 4 meeting the grade requirements of AASHTO LRFD Bridge Design Specifications, Table 14.7.5.2-1, "Low temperature Zones and Minimum Grade of Elastomer."

Delete all of 3 7 41.2B 1 except for the last paragraph.

Utilize cotton-duck bearing pads (CDP) where standard details B310 and B354 are used. Test and manufacture CDP in accordance with Military Specification MIL-C-882E, except where superseded by the current AASHTO LRFD Bridge Design Specifications Article 14.7.6.2 or by Memo to Designers (2012-01). For CDP, provide elastomer compounds classified as low-temperature Grade 3.

433

WEIGHT BASED ON:BILL OF REINFORCEMENT : BAR UNIT METRIC

SIZE WGT BAR SIZE3 0.376 10

USER NOTES: 4 0.668 13(1) COPY MASTER FILE TO ANOTHER DIRECTORY AND EDIT. DO NOT ENTER DATA ON MASTER. 5 1.043 16(2) TO DELETE ROWS; UNPROTECT SPREADSHEET, DELETE ROWS AND PROTECT SPREADSHEET. 6 1.502 19

(a) DO NOT delete the first 50 rows of the MASTER. (Doing so will cause errors!) 7 2.044 22(b) DO NOT delete the last 4 rows of the MASTER. (Doing so will cause errors!) 8 2.670 25

(3) TO INSERT ROWS; UNPROTECT SPREADSHEET, INSERT ROWS AND PROTECT SPREADSHEET. 9 3.400 29(a) INSERT ROWS ONLY BETWEEN the second and last bar marks of the MASTER. (To avoid errors!) 10 4.303 32(b) COPY existing rows to new rows. 11 5.313 36

(4) DO NOT "MOVE" DATA. USE "COPY" AND "ERASE" ONLY! ("MOVE" will cause errors!) 14 7.650 43(5) INPUT NUMBER OF SERIES BARS INTO APPROPRIATE CELL! 18 13.600 57

EXAMPLE:(6) INPUT THE NUMBER 1 INTO THE FIRST COLUMN FOR EPOXY COATED BARS.(7) REVIEW THE MATH CHECK. (Messages may appear if there is an error.) (8) USE "SRF" STANDARD BAR SHAPES. Add shapes only as required.(9) USE METRIC BAR MARKS

MATH CHECK: (Note: Spreadsheet will round up to the nearest ten pounds.)

0 Pounds CHECK #1 OF TOTAL REINFORCEMENT BARS31477 Pounds CHECK #1 OF TOTAL REINFORCEMENT BARS (EPOXY-COATED)

0 Pounds CHECK #2 OF TOTAL REINFORCEMENT BARS31477 Pounds CHECK #2 OF TOTAL REINFORCEMENT BARS (EPOXY-COATED)

0 Pounds USE: TOTAL REINFORCEMENT BARS31480 Pounds USE: TOTAL REINFORCEMENT BARS (EPOXY COATED)

NO. NO. SUBTOTAL SUBTOTALIN UNIT BAR OF WEIGHT WEIGHT

EPOXY MARK NO SIZE SHAPE LOCATION SERIES WEIGHT LENGTH BARS NON-EPOXY EPOXY

1 SVSB401E 425 4 21 - 9 STR SPAN 1, 2 & 3 T & B TRANSVERSE 0.668 21.75 425 0.00 6174.831 SVSB502E 52 5 58 - 11 STR SPAN 1& 3 BOTTOM LONGITUDINAL 1.043 58.92 52 0.00 3195.401 SVSB403E 30 4 58 - 11 STR SPAN 1 & 3 TOP LONGITUDINAL 0.668 58.92 30 0.00 1180.691 SVSB504E 192 5 7 - 5 BENT BARRIER POST REINF 1.043 7.42 192 0.00 1485.231 SVSB605E 448 6 3 10 STR BARRIER POST REINF 1 502 3 83 448 0 00 2579 43

Filename: \\mvd\mvp\PROJECTS\SA\SA_Fargo_Moorhead_Metro(PED)-370365\5_COE_Elements\Diversion_Inlet\02-Structures\Diversion Inlet Structure\Design\Vehicle Service Bridge design\[Vehicle Service Bridge Bill of Reinforcement.xlsx]BILL

Vehicle Service Bridge Bill of Reinforcement

SHEET:PROJECT TITLE:

FMM Diversion Inlet StructureDATE:

07/31/15DATE:

US Army Corps of Engineers

Saint Paul District

COMPUTED BY:

DAPCHECKED BY:SUBJECT TITLE:

Vehicle Service Bridge Bill of Reinforcement

BILL OF REINFORCEMENT: Vehicle Service Bridge Bill of Reinforcement

[FT - IN] LENGTH

1 SVSB605E 448 6 3 - 10 STR BARRIER POST REINF. 1.502 3.83 448 0.00 2579.431 SVSB706E 288 7 9 - 5 BENT POST INSIDE FACE DOWELS 2.044 9.42 288 0.00 5543.331 SVSB407E 288 4 4 - 1 BENT POST OUTSIDE FACE DOWELS 0.668 4.08 288 0.00 785.571 SVSB508E 26 5 59 - 6 STR SPAN #2 BOTTOM LONGITUDINAL 1.043 59.50 26 0.00 1613.521 SVSB409E 15 4 59 - 6 STR SPAN #2 TOP LONGITUDINAL 0.668 59.50 15 0.00 596.191 SVSB310E 256 3 4 - 6 BENT BARRIER POST REINF. 0.376 4.50 256 0.00 433.151 SVSB311E 16 3 7 - 10 BENT BARRIER POST REINF AT BRIDGE DECK CORNERS 0.376 7.83 16 0.00 47.131 SVSB312E 16 3 8 - 10 BENT BARRIER POST REINF AT BRIDGE DECK CORNERS 0.376 8.83 16 0.00 53.141 SVSB313E 470 3 6 - 6 BENT BARRIER BEAM STIRRUPS 0.376 6.50 470 0.00 1148.681 SVSB614E 16 6 5 - 10 BENT BARRIER BEAM CORNER LONGITUDINAL BARS 1.502 5.83 16 0.00 140.191 SVSB615E 16 6 5 - 2 BENT BARRIER BEAM CORNER LONGITUDINAL BARS 1.502 5.17 16 0.00 124.171 SVSB616E 32 6 11 - 11 STR BARRIER BEAM LONGITUDINAL BARS (SPANS 1 & 3) 1.502 11.92 32 0.00 572.761 SVSB617E 128 6 10 - 5 STR BARRIER BEAM LONGITUDINAL BARS (SPANS 1 & 3) 1.502 10.42 128 0.00 2002.671 SVSB618E 32 6 11 - 6 STR BARRIER BEAM LONGITUDINAL BARS (SPAN 2) 1.502 11.50 32 0.00 552.741 SVSB619E 48 6 10 - 0 STR BARRIER BEAM LONGITUDINAL BARS (SPAN 2) 1.502 10.00 48 0.00 720.961 SVSB520E 108 5 7 - 10 BENT END BEAM DIAPHRAGM STIRRUPS 1.043 7.83 108 0.00 882.381 SVSB521E 108 5 5 - 4 BENT END BEAM DIAPHRAGM STIRRUPS 1.043 5.33 108 0.00 600.771 SVSB622E 12 6 5 - 11 STR END BEAM DIAPHRAGM LONGITUDINAL 1.502 5.92 12 0.00 106.641 SVSB623E 24 6 21 - 8 STR END BEAM DIAPHRAGM LONGITUDINAL 1.502 21.67 24 0.00 781.041 SVSB624E 12 6 6 - STR END BEAM DIAPHRAGM LONGITUDINAL 1.502 6.00 12 0.00 108.141 SVSB625E 12 6 2 - 8 BENT END BEAM DIAPHRAGM STIRRUPS 1.502 2.67 12 0.00 48.06

- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00- 0.000 0.00 0 0.00 0.00

3070 0.00 31476.81

434

END OF CALCULATIONS

435

CALCULATION COVER SHEET - Amazon S3

Documents

Transcript of CALCULATION COVER SHEET - Amazon S3