Capstone project

Norwich University

Direct Connector between I-10 and Highway-99

2012

Prepared by: Dawit Bogale Submitted to: Dave Mukerman

1919 lenora ct. katy Tx. 77493

8/12/2012


Capstone project 2012

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Direct Connector between I-10 and Highway 99

Table of Contents

Acknowledgement ….......................................................................................................I

Nomenclature.....………………………………………………………………….........II

List of Tables………………………………………………………………………......III

List of Figures……………………………………………………………………........ IV

Abstract…...................................................................................................................... VI

1. Introduction ........................................................................................................10

1.1 Background…………………………………………………………………...10

1.2 Objective ……………………………………………………………………...11

1.3 Thesis Content ………………………………………………………………..11

1.4 Application of the study and limitations………………………………….......11

2. Bridge Structure .................................................................................................13

2.1. General……………………………………………………………………......13

2.2. Precast pre-stressed concrete Bridge……………………………………........13

2.2.1. Description…………………………………………………………….13

2.3. Importance of Bridges in Architecture…………………………………..….14

2.4 Design task ....................…………………….. …………….………..………15

3. Structural Analysis and Design of Pre-stressed Concrete Bridges........................18

3.1. Bridge loading……………………………………………………………..…18

3.1.1. Dead Load.....……….…………... …………………….………………19

3.1.2. Live Load...................……………....…….…………………………….19



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3.1.3. Dynamic load allowance..............................……..........……………….20

3.1.4. Wind load..………................................………….…………………….20

3.1.5. Earth quake Load ………………………………………………………21

3.1.6 Earth pressure…........................................................................................21

3.2. Bridge design and analysis…………………………………………………...22

3.2.1Super-structure Analysis and Design……………………………….……22

3.2.1.1 Slab Analysis and Design………………………………………....24

3.2.1.2 Girder Analysis and Design……………………………………....33

3.2.2 Sub-structure Analysis and Design……………………………………...64

3.2.2.1 Abutment Analysis and Design.............. …………………………64

3.2.2.1.1 Design Abutment Heel…………….………………..…….82

3.2.2.1.2 Design Abutment Toe…………………………………….84

3.2.2.1.3 Design Abutment Stem ………………..…………………87

4. Project Management……………………….................................................................97

4.1. Project Scope Management…………………………………………………...97

4.1.1 Define Scope……………………………………………………………99

4.1.2 Create Work Break Down Structure……………………………………100

4.2. Project Time Management. ………..................................................................102

4.2.1 Define Activities, Sequence Activities, and Develop Schedule………..102

4.2.2 Schedule Changes and Thresholds….………………………………….104

4.2.3 Schedule Control…………….…………………………………………104

4.3. Project Cost Management................................................................................107

4.3.1 Estimate Cost ………………………………………………………….107



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4.3.2 Determine Budget………………………………………………………107

4.3.3 Project Cost and Schedule Performance………………………………..111

4.4. Project Quality Management …………………………………………………115

4.4.1Project quality measurement……………………………………………..115

4.5. Project Human Resource Management……………………………………….115

4.6. Project Communication Management………………………………………..116

4.7. Risk Management.............................................................................................116

4.8. Project Procurement Management……………………………………………117

5 Conclusions and Summary................................................................................................118

6. References…....................................................................................................................119

7. Appendix A......................................................................................................................120

8. Appendix B.......................................................................................................................129



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I. Acknowledgements

First of all, I would like to thank God for each and every success in my life. Then I would like to

extend my love and heart felt appreciation to Meskerem Eshete, Elias Manyazewal, and my

families not only for their encouragement but also for their being with me in all ups and downs.

My deepest gratitude goes to my thesis advisor Mr. Dave Mukerman, Mr. Nick Marianos, and all

the staff of Norwich University for their professional, genuine guidance and valuable advice to

accomplish the thesis.

At last, but not least, I would like to express my profound and special thanks to those engineers

who have collaborated during site visit.



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II. Nomenclature

Symbol Definition

⍺ Depth of equivalent rectangular stress block in concrete

As* Area of pre-stressing steel (in2)

Ast Total area of longitudinal reinforcement (in2)

A’s Area of compression reinforcement (in2)

Av Area of shear reinforcement (in2)

E Earth pressure (lbf/ft2)

D Dead load (lbf)

B Width of footing (ft.)

ρ Ratio of steel reinforcement

ρ’ Ratio of compression reinforcement

ρmax Maximum permitted reinforcement ratio

β Coefficients applied to actual loads for service load and load factor designs

β1 Factor for concrete strength

I Moment of inertia (in4)

I Live load impact (lbf)

Tf Temperature force due to friction at bearing (lbf).

FSo Factor of safety against overturning

FSs Factor of safety against sliding

g Centroid of pre-stressing strand pattern (in)

R Reaction (lbf)



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III. List of Tables

TABLES Page

Table 1 Section Properties of AASHTO Type IV Girder.........................................................36

Table 2 Properties of Composite Section..................................................................................38

Table 3 Summary of service loads and moments…………………..........................................77

Table 4 Stability and Bearing Pressures…………………………………................................77

Table 5 Factored Vertical Loads………………………………...............................................79

Table 6 Moment resulted from Factored Vertical Loads.........................................................79

Table 7 Factored Horizontal Loads .........................................................................................79

Table 8 Moment resulted from Factored Horizontal Loads………........................................80

Table 9 Factored Bearing Pressures…….................................................................................80

Table 10 Factored Vertical Loads……...................................................................................89

Table 11 Factored horizontal loads………………………………………………………….89

Table 12 Factored Moment at stem base resulting from vertical and horizontal Loads…….89

Table 13 Factored Vertical Loads……................................................................................. 90

Table 14 Factored Horizontal Loads………………………………………………………..90

Table 15 Factored Moment at stem base resulting from vertical and horizontal Loads…….90

Table 16 Project Budget…………………………………………………………………….108

Table 17 Project Cost Performance………………………………………………………….113

Table 18 Cash Flow………………………………………………………………………….129



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IV. List of Figure

Figure Page

Fig. 1 Project Location……………....................................................................................... 10

Fig. 2 Plan view of Bridge…….............................................................................................. 16

Fig. 3 Sectional view of Bridge……………………………………………………………...23

Fig. 4.Sectional view of slab, curb and parapet, and slab reinforcement detail….…………..32

Fig. 5 Section Geometry AASHTO Type IV Girder………………………………………...35

Fig. 6 Sectional view of Composite Section and properties…………………....................... 40

Fig. 7 Maximum live load shear……………………………………………………………..47

Fig. 8 Sectional view and strand arrangement of Girder…………………………………….52

Fig. 9 Sectional view of Abutment…………………………………………………………..65

Fig. 10 Sectional view of Live load and Earth pressure on Abutment………………………69

Fig. 11 Sectional view of pressure on Footing………………………………………………81

Fig. 12 Reinforcement detail of Abutment.............................................................................95

Fig. 13 Summary of Project Schedule…………….................................................................105

Fig. 14 Project Schedule…………..........................................................................................121



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V. Abstract

The existing signalized intersection and travel corridor between IH 10 and SH 99 is insufficient

to cycle the anticipated volume of traffic. Hence, the purpose of this project is to improve traffic

flow by providing a Direct Connector between IH 10 and SH 99. It connects northbound and

southbound movements along SH 99 from IH 10 and westbound and eastbound movements

along IH 10 from SH 99.

The scope of work for this project will focus both on structural engineering and Project

Management from initiation to execution of the proposed direct connectors. This project will

perform the design of Pre stressed Concrete IV Girder, Abutment, and Concrete deck slabs. The

design is guided by the American Association of State Highway and Transportation Officials

(AASHTO) Standard Bridge Design Specifications and Texas department of Transportation’s

manuals. The analysis will be performed using traditional method. In addition scheduling, Gantt

bar chart, cost estimation is performed using Microsoft project.

In conclusion, in addition to design and analysis of concrete slab, concrete girders, and abutment,

this project clearly demonstrates the advantage of using precast concrete products to construct

cost effective, complex long span structure where aesthetic and urban geometric are significant

design consideration.



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CHAPTER ONE:

INTRODUCTION



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1. Introduction

1.1. Background

The project is located at the intersection of State Highway (SH) 99 and Interstate Highway (IH)

10 in Harris County, Texas. These two high-speed highways intersect at a grade separated

interchange. The existing frontage roads provide northbound and southbound movements along

SH 99 from IH 10 and westbound and eastbound movements along IH 10 from SH 99. This

project would provide fully directional direct connectors (DCs) between these two facilities in

addition to the existing frontage road system. In order to connect between IH 10 and SH 99,

motorists are required to travel through at grade signalized intersection. The existing signalized

intersection and travel corridor is insufficient to cycle the anticipated volume of traffic. Hence,

there is a delay and interrupted connection that reduces local and regional transportation system

mobility [8]. Highway 99 N

I-10 W I-10 E

Highway 99 S

Fig. 1 Project Location



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1.2. Objective

The importance of this project is to improve traffic flow by providing a Direct Connector that

enhances transportation continuity regionally and locally. It helps to connect northbound and

southbound movements along SH 99 from IH 10 and westbound and eastbound movements

along IH 10 from SH 99. The main objective of the thesis is to develop analysis and design of

slab, girder, and abutment of concrete bridge.

1.3. Thesis Content

The study of the thesis mainly focuses on application of the knowledge gained through different

courses on design and analysis of bridges. Based on the main objective of the thesis, the study

has focused on developing analysis and design of pre-stressed concrete bridge between I-10 and

Highway 99 using AASHTO Standard Bridge Specification. In addition to this, the project

management concept like project time, cost, quality, risk, human resource, and procurement

management will be included. Beside the above objective, the thesis helps to promote the

importance of precast pre-stressed concrete bridge for beauty of the city.

1.4. Applications and Limitations

The study shall benefit the client, public, and constructors as these bridges would only take a

short time to produce and assemble. This enables the quick restoration of traffic. The scope of

the study has been limited to the preparation of analysis and design for slab, girder, and abutment

only. This research may be used as a basis for future study to include the design of other parts of

the bridge so that the whole bridge could be designed and analyzed.



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CHAPTER TWO:

BRIDGE STRUCTURE



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2. Bridge Structure

2.1. General

A bridge structure is divided into super structure and substructure. The superstructure (upper

part), which consists of the slab, the floor system, the girders, and the substructure (lower part),

which are piers, footings, piles and abutments. The super structure provides horizontal spans

such as deck and girders and carries the traffic loads directly where as the function of sub

structure is to support the superstructure of the bridge. The following factors are taken into

account and the type that is most economical and can give maximum service is designed. Some

of the factors considered to be the main criteria for the selection of type of bridge studied in the

thesis are:

Existing structures.

Availability of fund.

Time available for construction of the bridge.

Appearance of bridge from aesthetic point of view.

2.2. Pre-stressed Concrete Bridge

2.2.1. Description

Pre-stressed concrete structures are shallower in depth than concrete reinforced structure for the

same span and loading condition. In conventional reinforced concrete, the high tensile strength

of steel is combined with concrete's great compressive strength to form a structural material that

is strong in both compression and tension. The principle behind pre-stressed concrete is that

compressive stresses induced by high-strength steel tendons in a concrete member before loads

are applied will balance the tensile stresses imposed in the member during service. Pre-stressing



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removes a number of design limitations conventional concrete places on span and load and

permits the building of bridges with longer unsupported spans. This allows designing and

building lighter and shallower concrete structures without sacrificing strength. [2]

Pre-stressed concrete structure can be produced through pre-tensioning or post-tensioning. In

pre-tensioning, the steel is stretched before the concrete is placed. High-strength steel tendons

are placed between two abutments and stretched to percentage required of their ultimate strength.

Concrete is poured into molds around the tendons and allowed to cure. Once the concrete reaches

the required strength, the stretching forces are released. As the steel reacts to regain its original

length, the tensile stresses are translated into a compressive stress in the concrete. In post-

tensioning, the steel is stretched after the concrete hardens. Concrete is cast around, but not in

contact with steel. In many cases, ducts are formed in the concrete unit using thin walled steel

forms. Once the concrete has hardened to the required strength, the steel tendons are inserted and

stretched against the ends of the unit and anchored off externally, placing the concrete into

compression. [2]

2.3 Importance of Bridges in Archtecture

The fact that bridges last many generations and become symbols of a particular city makes them

special for their designers and users. During the design, sizes and aesthetic appearance are

chosen carefully because it shows the culture of the time and the ambition of the civilizations

which built them. Bridges have a significant place in human civilization. Hence, the design of

bridge is not as easy as the design of an ordinary structure. The success of the bridge comes not

only with its function but its visual beauty. Bridges are highly visible elements in city life. The

function, stability, stiffness and strength were the primary concerns of the designer. However,

with the advancement of civilization, aesthetic parameters started to be considered. When an



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engineer builds a bridge, he/she creates a visible object in the environment. The location and size

of the major structural features of the bridge, its piers, girders, and abutments, are its major

aesthetic features; because of their size, they have a major role in the aesthetic impact of the

bridge.

2.4 Design Task

In this capstone project, the task focuses both on structural engineering and Project Management

from initiation to execution of the proposed direct connectors.

Structural design and analysis: This project has precast pre-stressed Concrete girder, Concrete

deck slabs, and Abutment. It is designed using the American Association of State Highway and

Transportation Officials (AASHTO) Standard Bridge Design Specifications. Most of the data are

assumed by visiting the site.

Project Management: The project management concept like project time, cost, quality, risk,

human resource, and procurement management will be included.

The project Management section includes all connectors: Bridge on highway 99 bypass over I-10

and Direct Connector A, B, C, D, E, F, G, and H. However, the structural design and analysis

section includes only bridge on highway 99 bypass over I-10. Look Fig. 2 in the next page.

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CHAPTER THREE:

STRUCTURAL ANALYSIS AND DESIGN

OF PRESTRESSED CONCRETE BRIDGE



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3. Structural Analysis and Design of pre-stressed concrete Bridges

3.1. Bridge Loading

The design of any component of bridge is based on a set of loading conditions which the

component must withstand. The various types of loading which need to be considered can

broadly be classified as permanent, or temporary.[1] Permanent loads are those due to the weight

of the structure itself and of any other immovable loads that are constant in magnitude and

permanently attached to the structure. They act on the bridge throughout its life. Temporary

loads are those loads that vary in position and magnitude and act on the bridge for short period of

time such as live loads, wind loads and water loads etc. [4]. Some of these are:

1. Permanent loads

dead load of structure

superimposed dead loads

2. Temporary loads

vehicular live loads

pedestrian live loads

impact loads

wind loads

earth quake loads

In order to form a consistent basis for design, AASHTO has developed a set of standard loading

condition, which is taken in to account while designing a bridge. These loads are factored and

combined to produce extreme adverse effect on the member being designed.



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3.1.1 Dead Load

The dead load from superstructure is the aggregate weight of all structural elements and

nonstructural parts of the bridge above the bearing. This would include the main supporting

girders, the deck, parapets and road surfacing. The dead load from substructure is the weight of

all structural elements of the bridge between the lowest levels of the structure till the bearing.

This would include the abutment, foundation, and pier.

3.1.2 Live Loads

The live load for bridges means a load that moves along the length of the span that consists of

the weight of the applied moving load of vehicles and pedestrians. The traffic over a highway

bridge consists of a multitude of different types of vehicles. To form a consistent basis for

design, standard loading conditions are applied to the design model of structure. These standard

loadings are specified in Standard specification of American Association of State Highway and

transportation Officials (AASHTO).

The highway live loadings on bridge consist of standard trucks or lane loads that are equivalent

to truck trains. Two systems of loading are provided: H-loading and HS loading. The number

after H or HS indicates the gross weight in tons of the truck or tractor. The design truck is

designated as HS 25 consisting of 10 kip front axle and two 40 kip rear axles. The design

tandem consists of a pair of 32-kip axles spaced 4 ft. apart. However, for spans longer than 40 ft.

the tandem loading do not govern, thus only the truck load is investigated [1].

The lane load consists of a load of 0.8klf uniformly distributed in the longitudinal direction. The

design of the deck slab is based on HS 25 loading; hence, 20 kip wheel load will govern the

design.



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3.1.3 Dynamic Load Allowance (Impact)

The truckloads on bridges are applied not gently and gradually but rather violently, causing

stress increase. In order to account the dynamic effect of sudden loading of vehicle on to a bridge

structure, additional loads called impact loads must be considered. These are taken into account

by increasing the static effects of design truck or tandem, with the exceptions of centrifugal and

breaking forces, by the Dynamic Load Allowance. The factor to be applied to the static load shall

be taken as: (1 + IM/100). The dynamic load allowance shall not be applied to pedestrian loads

or to the design lane load. [3]

3.1.4 Wind Load

Wind forces are extremely complicated, but through a series of simplifications are reduced to an

equivalent static force applied uniformly over the exposed faces of the bridge (both super and

sub-structures) that are perpendicular to the longitudinal axis. AASHTO specifies that the

assumed wind velocity should be 100 mph. For a common slab-on-stringer bridge this is usually

a pressure of 50psf, and a minimum of 300p/lf. These forces are applied at the center of gravity

of the exposed regions of the structure.

AASHTO recommends the following for common slab-on-stringer bridges:

1) Wind force on structures (W): a) transverse loading = 50psf b) longitudinal loading = 12psf

2) Wind force on live load (WL): a) transverse loading = 100psf b) longitudinal loading = 40psf

The transverse and longitudinal loads are placed simultaneously for both the structure and the

live load (AASHTO 3.15.2.1.3).

For the usual girder having span lengths less than 125ft, the transverse wind loading on the

superstructure can be taken as 50lbf/ft2, and the longitudinal wind loading can be taken as

12lbf/ft2. [AASHTO 3.15.2.1.3]



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Wind forces are resisted by the bracing systems for a through bridge. The bracing systems are

neither analyzed nor designed in this thesis since the load is considered insignificant.

3.1.5 Earthquake Loading

When earthquakes occur, bridges can be subject to large lateral displacements from the ground

movement at the base of the structure. In many areas of the United States, the risk of earthquakes

is low. Since city of Houston lies not within the seismic zone, the risk of earthquakes is less.

Bridge earthquake loads depend on a number of factors, including the earthquake magnitude, the

seismic response of soil at the site, and the dynamic response characteristics (stiffness and

weight distribution) of the structure. Hence, it can be ignored for this capstone project.

3.1.6 Earth Pressure

In this capstone project, earth pressure is the lateral pressure generated by fill material acting on

abutments. The magnitude of earth pressure depends on the physical properties of the soil, the

interaction at the soil-structure interface, and the deformations in the soil-structure system. From

AASHTO 5.5.2, an equivalent fluid weight of 35lb/ft3 is more commonly used (sandy backfill

with a unit weight of approximately 120lb/ft3). The earth pressure acting on abutment is

increased when vehicle live loads occur in the vicinity of the structure. When vehicle traffic can

come within a horizontal distance from the top of a retaining structure equal to one-half its

height, a live load surcharge of 2 feet of fill is added to compensate for vehicle loads (AASHTO

3.20.3). The resulting load distribution on the structure is trapezoidal is as shown in drawing no.

10. [1]



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3.2. Bridge design and analysis

The Direct Connector between I-10 and highway 99 projects has eight connectors with different

span length. In this project, structural design of slab, girder, and abutment that connects north

and south of I-10 on highway 99 is considered. The calculation used in design of girder in this

project connects north and south of I-10 on Highway 99. In this project, to obtain optimum

design longest span of 80 ft. single span bridge is considered. The design is based on the

AASHTO Standard Bridge Design Specifications. The sectional view of the bridge is shown in

the next page, Fig. 3.


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3.2.1. Super-structure Analysis and Design

DESIGN PARAMETERS

The bridge considered for this design has a span length of 80 ft. (center-to-center (c/c) pier

distance), a total width of 42 ft. and total roadway width of 39 ft. The bridge superstructure

consists of slab design, five AASHTO IV Girders spaced 9 ft. center-to-center, designed to act

compositely with 9 in. thick cast-in-place (CIP) concrete deck. The wearing surface thickness is

0.5 in., which includes the thickness of any future wearing surface.

3.2.1.1 Slab Analysis and Design

The overall width of the bridge is 42ft. The clear road way width is 39ft. The road way is a

concrete slab 9 in thick, with a concrete strength of fc’=4 kips/in2 and steel reinforcement equal

to Fy= 60 kips/in2. The top width of girder spaced 9 ft. apart is 20 in. The future wearing surface

is 0.03 kips/ft3.

Determine the effective slab span length:

The effective slab span length S is the clear span plus one half the stringer top widths

[AASHTO 3.24.1.2(b)] S = 9 ft. + 10/12 ft. =9.83 ft.

Determine minimum thickness of the slab:

[AASHTO Table 8.9.2] tmin = (S+10)/30 = (9.83+10)/30 *12 in/ft. = 7.9 in

Assumed slab thickness is t= 7.9 +.5=8.4

Use 9 in



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Determine factored load

Group loading combinations for load factor design are

[AASHTO Table 3.22.1A] Group I =ɤ*(βD*D + βL(L+I))

= 1.3(1*D+1.67(L+I))

= 1.3D + 2.17(L+I)

Determine the factored dead loads

WD= 1.3(deck slab + FWS)

= 1.3(9in*(1/12)*.15kip/ft3 + 0.03kip/ft

2)

= 0.185kip/ft2

WD = 0.185kip/ft per foot of width of slab

WC+P = 1.3(curb and parapet)

= 1.3*3.37ft2*(0.15kip/ft

3)

= 0.657 kip/ft.

Determine the factored live plus impact loads.

The design truck is designated as HS 25 consisting of 10 kip front axle and two 40 kip rear axles.

The design tandem consists of a pair of 32-kip axles spaced 4 ft. apart. However, for spans

longer than 40 ft. the tandem loading does not govern, thus only the truck load is investigated.



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The lane load consists of a load of 0.8klf uniformly distributed in the longitudinal direction. The

design of the deck slab is based on HS 25 loading; hence, 20 kip wheel load will govern the

design.[1]

[AASHTO 3.8.2] The live load impact is:

I= 50/ (L+125) = 50/ (9ft + 125) = 0.37

The maximum impact load allowed is 0.3.

The factored wheel plus impact load is

PL+I = 2.17(L+I) = 2.17*(20kips + 0.3*20kips) = 56.4 kips

Analyze for factored moment.

For continuous spans, the factored positive and negative dead load moments are assumed to be

MD= (WD S2)/10 = ((0.185 Kip/ft

2)*(9.83ft)

2)/10

MD =1.79ft-kips/ft. width of slab

Based on AASHTO 3.24.3.1 in slabs continuous over three or more supports, a continuity factor

of 0.8 is applicable. The factored positive and negative live load plus impact moments are:

[AASHTO 3.24.3.1 & Equation 3-15 ] ML+I= O.8*((S+2)/32)*PL+I

= 0.8((9.83+2)/32)*56.4

= 16.68 ft.-kips/ft. width of slab



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The total factored positive and negative moments are:

Mu = MD+ML+I

= 1.79ft-kips + 16. 68 ft.-kips


[AASHTO3.24.5.] For cantilever spans, the factored negative dead load moment is;

MD= ((WDS2)/2) + MC+P*L

AASHTO 3.24.1.2 S= 3ft – (10/12) ft. = 2.17ft

L= 2.17ft-0.66ft = 1.51ft

MD= (((0.185 kips/ft2)*(2.17ft)

2)/2) +(0.657 kip/ft

2)*1.51ft


[AASHTO 3.24.2.1] The center line of the wheel will be placed 1 ft. from the face of the curb.

[AASHTO 3.24.5] Each wheel on the slab perpendicular to traffic is distributed over a width of

[AASHTO Equation 3.17] E= 0.8X + 2.17 = (0.8*(0.58ft.)) + 2.17 ft. = 2.63 ft.

Where X= distance in feet from wheel load to point of support

X= I [2.17ft. - ((12+2+7+12)/12)] I = 0.58 ft.

[AASHTO 3.24.5.1] The factored negative wheel load plus impact moment is

ML+I = PL+ I(X/E)



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= (56.4 kip)*(0.58ft/2.63)

= 12.44ft.-kips/ft. width of slab

The total factored negative moment is

Mu= MD + ML+ I

= 1.43 ft.-kips + 12.44 ft.-kips

= 13.87ft.-kips/ft. width of slab

Due to the short overhang, the live load acting at a distance on one foot from the barrier face

does not act on the overhang. Therefore, this case need not be investigated.

Design for moment

The compressive strength of the concrete at 28 days is f’c = 4000lbf/in2. The specified minimum

yield point of the steel is Fy = 60000lbf/in2. Determine the maximum and minimum steel

reinforcement needed.

[AASHTO 8.16.3.1 & 8.16.3.2] The maximum ratio of tension reinforcement is

[AASHTO 8.16.3.1.1] ρ max = 0.75ρb = 0.75* ρb

Where, β =0.85-0.025= 0.825; fc’=4000lbf/in2 [AASHTO 8.16.2.7]

ρb =( (0.85β1fc’)/Fy)*(87000/(87000+Fy) [AASHTO 8.16.3.2.2]

ρb =( (0.85*0.825*4000)/60000)*(87000/(87000+60000)



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ρb =0.028

ρ max = 0.75ρb = 0.75*0.028 = 0.021

Determine the areas of positive and negative steel. [AASHTO 8.16.3.2 & Equation 8-16]

ΦMn = ΦAs Fy(d- (⍺/2))

⍺= (As*Fy)/ (0.85*fc’*b)

⍺= (As*60kips/in2)/ (0.85*4kips/in

2 *12in)

⍺= 1.47*As

Assume No. 7 steel rebar,

d= 9in – 0.5in for integral wearing surface – 2.0 in for cover – 0.44in

d= 6.06in

[AASHTO 8.16.1.2] Φ=0.9 for flexure

Mu= Φ*Mn for continuous spans

Mu= 18.47*12(in/ft.)= Φ*Mn = 0.9*As*(60kips/in2)*(6.06in-(1.47/2)*As)

221.64= 327.24As - 39.69As2

As2-8.245*As + 5.584 = 0

As=0.745 in2/ft. of slab width



30

Use #7@9in (As= 0.8in2/ft.)

ρ= As/bd = 0.8in2/(12in*6.06in)= 0.011< ρmax=0.021 ok

Check moment capacity

⍺=(As*Fy)/(0.85*fc’*b)= (0.8in2*60kips/in

2)/(0.85*4 kips/in

2*12in)

= 1.18in

⍺/2 = 0.588in

ΦMn= 0.9*0.8*60*(6.06in-0.588in)(1ft/12in)

= 19.7 ft-kips/ft of slab width

Mu= 18.47 ft-kips/ft of slab width [ < ΦMn, so ok]

Check minimum steelIn a flexure member where tension reinforcement is required by analysis,

the minimum reinforcement provided shall be adequate to develop a moment capacity at least

1.2times the cracking moment. [AASHTO 8.17.1]

[AASHTO Equation 8-62] ΦMn≥1.2 Mcr

[AASHTO 8.13.3 & Equation 8-2] Mcr= fr*Ig/yt

fr=modulus of rupture= 7.5(√fc') for normal weight concrete

fc= 4000lbf/in2

Ig= moment of inertia

mailto:#[email protected]



31

Yt= distance from centroidal axis to extreme fiber in tension

ΦMn≥ 1.2Mcr

Mcr= fr*Ig/yt= (7.5 ) *((12in)(9in)3)/4.5in)*(1ft/12in)(1kip/ft)

Mcr= 6.404 ft.-kips/ft.

1.2 Mcr=1.2*6.404ft-kips = 7.68ft-kips/ft. [≤ΦMn=19.47 ft.-kips/ft. ok

Distribution Reinforcement

Reinforcement traverse to main steel reinforcement is placed in the bottom of all slabs. The

amount shall be a percentage of the main reinforcement required as determined in the following

formula. [AASHTO 3.24.10]

[AASHTO 3.24.10.2 & Equation 3-22] The percentage is 220/ (√S), with a maximum of 67%

= 220/ (√9.83ft) =70.17% [67%maximum allowed]

As= 0.67*0.7in2 = 0.47 in

2/ ft.

Use #6@9in (As= 0.59in2/ft.) in the bottom and perpendicular to the main reinforcement in the

middle half of the slab span. 50% of the specified distribution reinforcement is used in the outer

quarters of the slab span. [AASHTO 3.24.10.3]

5. Design for shear and bond

Slabs designed for bending moment in accordance with AASHTO sec.3.24.3 (wheel loads) are

considered satisfactory in bond and shear. Fig. 4 shows slab and curb detail in the next page.


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33

3.2.1.2 Girder Analysis and Design

Considering the bridge connects north and south of highway 99 that pass over I-10 as simply

supported span 80 ft. There are five pre-stressed AASHTO standard IV beams with compressive

strength f’c= 5500 psi at initial pre-stress and f’cg = 6500 psi at 28 days. The roadway is 9 in

slab three lanes wide. The dead load of curb and parapet is 0.506 kips/ft. Pre-stress is to be

provided by ½ in strand(seven-wire) steel with an area of 0.153in2 and ultimate stress of pre-

stressing steel of f’s= 270 kips/in2. For HS 25 loading, use load factor design method to design

AASHTO standard IV beams.

Span Length (c/c piers) = 80 ft.-0 in.

Overall girder length = 80'-0" – 2(2") = 79'-8" = 79.67 ft.

Design Span = 80'-0" – 2(9") = 78'-6" = 78.5 ft. (c/c of bearing)

Cast-in-place slab:

Thickness, ts = 9.0 in.

Concrete strength at 28 days, fc′ = 4000 psi

Thickness of asphalt wearing surface (including any future wearing surface), tw = 0.5 in.

Unit weight of concrete, wc = 150 pcf

Precast girders:

Concrete strength at release, fc′i = 5500 psi



34

Concrete strength at 28 days, fc′g = 6500 psi

Concrete unit weight, wc = 150 pcf

Pre-tensioning strands: ½ in. diameter, seven wire low relaxation

Area of one strand = 0.153 in.2

Ultimate stress, fpu = 270,000 psi

Yield strength, fpy = 0.9fpu = 243,000 psi

Stress limits for prestressing strands:

Before transfer, fpi ≤ 0.75 fpu = 202,500 psi

At service limit state (after all losses) fpe ≤ 0.80 fpy = 194,400 psi

Modulus of Elasticity, Ep = 28,500 ksi

Non pre-stressed reinforcement:

Yield strength, fy = 60,000 psi

Modulus of Elasticity, Es = 29,000 ksi

Look the cross sectional drawing of Type IV Girder Fig. 5 in the next page.


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36

A.2.4 CROSS SECTION PROPERTIES FOR A TYPICAL GIRDER

A.2.4.1 NON-COMPOSITE SECTION

The section properties of an AASHTO Type IV girder are provided in the following table.

Table 1 Section Properties of AASHTO Type IV Girder

yt (in) yb (in) Area(in2) I (in4) Wt/lf (lbs)

29.25 24.75 788.4 260403 821

Where:

I = Moment of inertia about the centroid of the non-composite precast girder = 260,403 in.4

yb = Distance from centroid to the extreme bottom fiber of the non-composite precast girder =

24.75 in.

yt = Distance from centroid to the extreme top fiber of the non-composite precast girder = 29.25

in.

Sb = Section modulus referenced to the extreme bottom fiber of the non-composite precast

girder, in.3 = I/yb = 260,403/24.75 = 10,521.33 in.3

St = Section modulus referenced to the extreme top fiber of the non-composite precast girder,

in.3 = I/ yt = 260,403/29.25 = 8902.67 in.3

COMPOSITE SECTION

Effective Flange Width

[AASHTO 9.8.3.2] The effective flange width is lesser of:



37

Case 1: 0.25 span length of girder:

= 80(12 in. /ft.)/ 4 = 240 in.

Case 2: 12 × (effective slab thickness) + (greater of web thickness or one half top flange width):

= 12(9) + 0.5(20) = 118 in.

[0.5 × (girder top flange width) = 10 in. > web thickness = 8 in.]

Case 3: Average spacing of adjacent girders:

= (9 ft.)(12 in. /ft.) = 108 in. (controls)

Effective flange width = 108 in.

A.2.4.2.2Modular Ratio between Slab and Girder Concrete

The modular ratio between the slab and girder concrete is used for service load design

calculations. For the flexural strength limit design, shear design, and deflection calculations, the

actual modular ratio based on optimized concrete strengths is used.

n = Ecs for slab/ Ecg for girder

where n is the modular ratio between slab and girder concrete, and

Ec is the elastic modulus of concrete.

Slab concrete fcs’ = 4000lbf/ft2,

[AASHTO Equation 10-68] Ecs = Wc1.5

*33*√fcs'



38

Ecs = (150lbf/ft3)1.5

*33*√ (4000lbf/in2) = 3.83 x 10

6lbf/in

2

Girder fcg’ = 6500lbf/ft2, fci’ = 5500lbf/ft2,

Ecg = Wc1.5

*33*√fcg' = (150lbf/ft3)1.5*

33*√ (6500lbf/in2) = 4.89 x 106lbf/in

2

n= Ecg/Ecs = 4.89/3.83 = 1.28

A.2.4.2.3 Transformed Section Properties

Transformed flange width = n × (effective flange width) = (1.28)(108) = 138.24 in.

Transformed Flange Area = n × (effective flange width)(ts) = (1.28)(108)(9) = 1244.16 in.2

Table 2 Properties of Composite Section.

Transformed

Area( in2)

yb

( in)

A*yb A(ybc – yb)2

I

(in4)

I + A(ybc - yb)2

(in4)

Girder 788.4 24.75 19512.9 336517.19 260403 596920.19

Slab 1244.16 58.5 72783.36 213184.45 6561 219745.45

Total 2032.56 92296.26 816665.64

Note

Ac = Total area of composite section

Ac= Ab + flange area = 788.4 + 1244.16 = 2032.56 in.2

hc = Total height of composite section

hc = 54 + 9 = 63 in.

Ic = Moment of inertia about the centroid of the composite section



39

= 260403+788.4*(45.41-24.75)2 +6561+ 1244.16*(8.59+4.5)

2

= 260403+336517.19+6561+213184.45 in.4

= 816665.64 in4

ybc = Distance from the centroid of the composite section to extreme bottom fiber of the

precast girder, in. = 92296.26/2032.56 = 45.41 in.

ytg = Distance from the centroid of the composite section to extreme top fiber of the

precast girder, in. = 54 – 45.41 = 8.59 in.

ytc = Distance from the centroid of the composite section to extreme top fiber of the slab

= 63 – 45.41 = 17.59 in.

Sbc = Section modulus of composite section referenced to the extreme bottom fiber of the

precast girder, in.3 = Ic/ybc = 816665.64 /45.41 = 17984.27 in.3

Stg = Section modulus of composite section referenced to the top fiber of the precast

girder, in.3 = Ic/ytg = 816665.64 /8.59 = 95071.67in.3

Stc = Section modulus of composite section referenced to the top fiber of the slab, in.3

= Ic/ytc = 816665.64 /17.59 = 46427.84 in.3

Look the composite sectional drawing shown in the next page Fig. 6.


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41

SHEAR FORCES AND BENDING MOMENTS

The self-weight of the girder and the weight of the slab act on the non-composite simple span

structure, while the weight of the barriers, future wearing surface, live load, and dynamic load

act on the composite simple span structure. [2]

Shear Forces and Bending Moments due to Dead Load

Dead Loads

Dead loads acting on the non-composite structure:

Self-weight of the girder = 0.821 kip/ft.

Weight of cast-in-place deck on each girder = (0.150kcf) (9 in.) (9 ft.)/ (12 in./ft.)

= 1.012 kips/ft.

Total dead load on non-composite section = 0.821 + 1.012 = 1.833 kips/ft.

Superimposed Dead Loads

The superimposed dead loads placed on the bridge, including loads from railing and wearing

surface can be distributed uniformly among all girders.

Weight of 0.5 in. wearing surface = 0.03 kips/ft2. This load is applied over the entire clear

roadway width of 39 ft.-0 in.

DFWS= (FWS)*9ft

= (0.03kip/ft2)*9ft



42

= 0.27 kip/ft. /girder

WC+P = (curb and parapet) for one girder

= 3.37ft2*(0.15kip/ft3)*2/5

= 0.202 kip/ft. / girder

Total superimposed dead load = 0.202(Wc+p) + 0.27(WD) = 0.472 kips/ft.

Wind load

Wind Forces (W and WL).



sub-structures) that are perpendicular to the longitudinal axis.

AASHTO specifies that the assumed wind velocity should be 100 mph. For a common slab-on-

stringer bridge this is usually a pressure of 50psf, and a minimum of 300p/lf. These forces are

applied at the center of gravity of the exposed regions of the structure.








43

Determine the wind load, Wsuper, on the superstructure transmitted to the substructure. For the

usual girder having span lengths less than 125ft, the transverse wind loading on the


12lbf/ft2. [AASHTO 3.15.2.1.3]

The height exposed to wind is

= 54 in (girder) + 9in (slab) + 32in (curb and parapet)

=95 in or 7.92ft

The longitudinal wind loading is

= 80 ft. * 7.92 ft. * 0.012 kip/ft2

= 7.6kips (at 7.92/2= 3.96 ft.)

The longitudinal (horizontal) wind loading of the superstructure is

WH= 7.6 kips/80ft

= 0.095 kips/ft. (including wind load on the girder)

The vertical wind loading of the superstructure is

= 7.6 kips*3.96ft/80ft

= 0.376 kips (including wind load on girder)

WV = 0.376 kips/ 80 ft. = 0.0047 kip/ft. [negligible]



44


= 54 in (girder) + 9in (slab) + 6ft (wind load on vehicle acts)

=11.25 ft.


= 80 ft. * 0.04 kip/ft.

= 3.2kips (at 11.25/2= 5.625 ft.)

The longitudinal (horizontal) wind loading of the superstructure is

WLH= 3.2 kips/80ft

= 0.04 kips/ ft. (including wind load on the girder)


WLV = 3.2 kips*3.96ft/80ft


the maximum lateral moment due to the factored wind loading is computed as follows:

M = WL2/10 =

A longitudinal force of 5% of the live load in all lanes is located 6ft above floor slab. For HS 25

loading, the longitudinal force is

= 3 lanes*[80ft*(0.64kip/ft.*1.25) +(26kips*1.25)]*0.05



45

= 14.475 kips

The horizontal force is

LFH = 14.475 kip/80 ft. =0.18 kip/ft.

Determine the live load distribution

[AASHTO 3.12.1]

The reduction in load intensity for three traffic lanes loaded is 90%. The transverse distribution

of wheel loads for beam design for an interior beam is

= S/5.5 [AASHTO Table 3.23.1]

= 9ft. /5.5 = 1.45

This distribution factor will be applied for HS loading.

Determine impact load [AASHTO 3.8.2]

I= 50/ (L+125) = 50/(80+125) = 0.244 [3]

Determine service loads moment and shear

The moment at mid span due to the weight of the beam is

M0 = WL2/8 = (0.821 * 80

2)/8 = 656.8 ft.-kips

The moment at mid span due to the slab dead load per beam is

MD = (WD*L2)/8 = (1.012*80

2)/8 = 809.6 ft.-kips



46

The moment mid span due to the superimposed dead load per beam is

Ms = WSL2/8 = (0.472*80

2)/8 = 377.6 ft.-kips

The maximum live load moment due to the HS 25 truck can be determined through the influence

line method.

The live load reaction at A is

= 40kips*(28.33ft. +42.33ft.) / 80ft. + (10kips*56.33 ft.) /80 ft.

= 42.37 kips

The live load moment, ML, is

= 42.37 kips*(14ft. + 23.67 ft.) - (10kips*14 ft.)

= 1456.07 ft.-kips for all wheels

The maximum live load moment with impact for each beam is

ML+ I = (1456.07 ft.-kips/2 wheel lines)*1.45*1.244

= 1313.23 ft.-kips

The maximum dead load shear is

VD= (0.821kip/ft. + 1.012kip/ft. + 0.472kip/ft.)*40ft.

= 92.12 kips at each support

The maximum live load shear due to the HS 25 truck is



47

40kips 40kips 10kips

14ft. 14 ft. 52ft.

Fig. 7 Maximum live load shear

The live load reaction at A is

= 40 kips + (40kips*(52 ft. + 14ft.) + 10kips*(52ft.))/80ft.

= 79.5 kips

For an HS lane loading

W=0.64 kips/ft *1.25 = 0.8 kips/ft

Axel load= 26 kips*1.25 = 32.5 kips

Max. R= 32.5 kips + 0.8*80/2 = 64.5 kips

Therefore, HS 25 truck loading controls the maximum reaction, which is 79.5kips/lane.

The maximum live load shear with impact for each beam is

VL+I = (79.5 kips/2 wheel lines)*1.45*1.244

= 71.7 kips

Factored loads are used for designing structural members using the load factor concept. Group

loading combinations for load factor design are given by [AASHTO 3.22.1A; and foot notes]



48

Group I =1.3(1D + (1.67) (L+I))

Group II =1.3(1D + 1W)

Group III =1.3(1D + 1L+0.3W+1WL)

Group IV =1.3(1D + 1L)

Group V =1.25(1D + 1W)

Group VI =1.25(1D + 1L+0.3W+1WL)

For the strength limit state, wind on the structure is considered for the Strength III and Strength

V Limit States. Due to the magnitude of the live load stresses, Strength III will clearly not

control for this design. Therefore, for this design, group I control the design factor load.

Calculate the factored moment and shear

Mu = 1.3(1D + (1.67) (L+I))

= 1.3*[656.8+809.6+377.6+ (1.67)*(1313.23)]

=5248.22 ft.-kips

Vu = 1.3(1D +1.67*(L+I))

= 1.3(92.12 kips + 1.67*(71.7kips))

= 275.42 kips

Allowable concrete stresses for I-beam girders [AASHTO 9.15.2]



49

[AASHTO 9.15.2.1 & 9.15.2.2]

Compression (pretension members) before losses due to creep and shrinkage,

fci=0.6 f’ci= 0.6*5500lbf/in2 = 3300psi

Tension (with no bonded reinforcement) before losses due to creep and shrinkage,

fti =200lbf/in2 or )

[AASHTO 9.15.2.2]

Compression stresses after losses, fcs= 0.4f’cg= 0.4*6500lbf/in2 = 2600lbf/in

2

Tension after losses, fts = ) = √ ) = 483.7 lbf/in2

For severe corrosive exposure conditions, fts= ) = 241.87 lbf/in2

Calculate pre-stress force and eccentricity

The temporary stress limits before losses due to creep and shrinkage are as follows.

For compression,

fcs= 0.4f’cg= 0.4*6500lbf/in2 = 2600lbf/in

2

For tension,

fts= ) = √ )= 556 lbf/in2

Allowable stresses after losses are as follows.



50

For compression,

fcs= 0.4f’cg= 0.4*6500lbf/in2 = 2600lbf/in

2

For tension,

fts= )= √ )= 242 lbf/in2

N.B: A 25% loss of pre-stress force is assumed in the straight tendons. It will be assumed that the

critical stresses are the initial tensile stress at the top of the beam at the bearing and the final

tensile stress at the bottom of the beam at mid-span.

For initial tensile stress at the top of beam at bearing,

fti= Pi/Ab + Pie/St

Substituting values for the stresses and section properties gives

300 lbf/in2= -Pi/788.4 + Pi *e/8902.67 -------------------------------------------------------Equation 1.

For final tensile stress at the bottom of the beam at midspan,

fts = (-Pe/Ab) – (Pe* e/Sb) +( MO+D/Sb) +(( Ms+ML+I)/Sbc)

242= (-0.75Pi/ 788.4) – (0.75Pi*e/10,521.33) + [((656.8 ft.-kips+809.6 ft.-kips)/ 10,521.33) +

((377.6 kip- ft. +1313.23 kip- ft.) / 17984.27 in.3)]*12*1000 -----------------------------Equation 2.

Solving Equation 1 and 2 simultaneously gives

Pi=1,348,630 lbf; e= 13.27 in

[AASHTO 9.15.1] The amount of force taken by one ½ in, seven-wire strand at 70% of ultimate



51

stress f’s is

F=As*fsi

Where, fsi = 0.7*f’s

F= O.153 in2*0.7*270000 = 28920lbf

The number of strands required is

N = 1348630/28920 = 46.63 ≅ [USE 47 STRANDS]

For 47 strands, the initial pre-stressing force is

Pi = 28920lbf*47 = 1359240lbf

Try the following pattern

Number of strands 5 5 5 5 3 3 3 2 2 2 2 2 2 2 2 2

Distance from

bottom fiber

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32

Strand eccentricity at mid-span after strand arrangement

ec = 24.75 –[(5(2 + 4 + 6+8) +3(10+12+14)+ 2(16+18+20+22+24+26+28+30+32))/47]

= 24.75- 13.62 in. = 11.11 in

Look Fig. 8 cross sectional view drawing no.8 strand arrangement in the next page.


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53

Check the assumed pre-stress loss

The loss of pre-stress will be determined using the modified Bureau of Public Roads formula.[1]

Total loss of pre-stress is

=6000lbf/in2 + 16fcs + 0.04fsi

fsi = 0.7*f’s = 0.7*270000 = 189,000 lbf/in2

fcs= Pi/Ab + (Pi*e2 – Mo*e)/IB

fcs=[1359240lbf / 788.4in2] +[ [(1359240kips*11.112) – (656.8 ft.-kips*12000*11.11in)]/

260403in4]

fcs=1724.05 + 308.02 = 2032.07lbf/in2

Total loss of pre-stress is

=6000lbf/in2 +16*2032.07lbf/in2 +0.04*189000lbf/in2 =46073.1lbf/in2

The percentage loss is =(46073.1/189000)*100% = 24.4% < 25% assumed; therefore minimum

loss of 25% assumed is conservative.

The effective pre-stress loss force after losses is

Pe = (1-0.25)*1359240lbf = 1019430lbf

Determine the critical stresses at support and mid-span

Initial stresses before losses at support for the basic beam section are



54

Pi/Ab = 1359240lbf/788.4 in2 = -1724.47lbf/in2 [compression]

Pi*e/St = 1359240lbf * 11.11in/8902.67 in3m= 1696.25lbf/in2 [tension]

Pi*e/Sb = 1359240lbf*11.11in / 10521.33 in3 = -1435.29lbf/in2 [compression]

Check the allowable stresses

[AASHTO 9.15.2.1 &9.15.2.2]

For compression at the beam base, allowable concrete stress = fci

Fci= 0.6*f’ci = 0.6*5500lbf/ in2 = 3300lbf/in2 [> -3159.76 lbf/in2 = (-1724.47-1435.29) lbf/in2,

ok]

For tension, to be conservative, allowable concrete stress fti lesser of 200lbf/in2 or

√ = 222.5 lbf/in2

fti=200lbf/in2 [>-28.22 lbf/in2 =( -1724.47+1696.25) lbf/in2]

Final stresses after losses at mid span are as follows.

The stress in the basic beam section at girder base is

= -Pe/Ab – Pe*e/Sb

= -1019430/788.4 – 1019430*11.11/10521.33

= -1293.04 – 1076.47

= -2369.51 lbf/in2 [compression]



55

The stress at the top of the girder is

f= -Pe/Ab + Pe*e/St

= -1293.04 + 1019430*11.11/8902.67

= -20.85lbf/in2 [compression]

Due to the beam and slab weight, the stress at the top of the girder is

=-MO+D/St = -((656.8 +809.6)/8902.67)*12*1000 = -1976.58lbf/in2 [compression]

The stress at the girder base is

= MO+D/Sb = -((656.8 +809.6)/10521.33)*12*1000 = 1672.49lbf/in2 [tension]

Due to the superimposed dead load (parapet and curb) plus live load, the stress in the composite

section at slab top is

f= -Ms+ML+I/Stc = - ((377.6 +1313.23)/ 46427.84)*12*1000 = -437.02lbf/in2 [compression]

The stress in the composite section at the girder base is

f=Ms+ML+I/Sbc = ((377.6 +1313.23)/ 17984.27)*12*1000 = 1128.21lbf/in2 [compression]

Check the allowable stresses in the girder after losses.

[AASHTO 9.15.2.2] For compression at the beam base, allowable concrete stress =

fcs= 0.4*f’cg = 0.4*5500lbf/ in2 = 2600lbf/in2 [> -2210.85lbf/in2 , ok]

[AASHTO 9.15.2.2] For tension,



56

fts= 6√(f’cg = 6√(6500 lbf)/in2 = 483.7lbf/in2(>431.19lbf/in2 ok)

Check the stress in the slab

[AASHTO 8.15.2.1.1] fcs allowable compressive stress in concrete (slab)

fcs= 0.4*f’cs= 0.4*4000 = 1600 lbf/in2

fslab = (Ms +ML+I)/Stc = -((377.6 +1313.23)/ 46427.84)*12*1000 = -437.02 lbf/in2

[compression]

[<1600lbf/in2, so ok]

Check moment capacity by Load factor design. First, determine whether the beam section is

flanged or rectangular.

[AASHTO 9.17.2] ⍺= As*f*su/0.85fc,slab b

f’c,slab= f’cs=4000lbf/in2

[AASHTO 9.17.4.1] f*su=average stress in pre-stressing steel at ultimate load

f*su=f’s(1-(ɤ/β1)(ρ*f’s/f’c))

[AASHTO 9.1.2] ɤ*= 0.4 for steel relieved steel [AASHTO 9.1.2]

[AASHTO 8.16.2.7] β1=0.85-0.05*(500/1000)=0.825 [AASHTO 8.16.2.7]

f’s=270000lbf/in2

ρ*=As/bd = 47*0.153/(108*(63-13.62)) = 0.00135



57

f*su=(270000lbf/in2)*(1-[(0.4/0.825)*(0.00135*270000/4000)])

= 258070.91lbf/in2

⍺= (47*0.153*258070.91)/(0.85*4000*108)

= 5.05 in

Since ⍺<9 in, the effective thickness of the slab, the beam is rectangular.

The moment capacity by load factor design is

ΦMn= Φ(A*sf*su d(1-0.6(ρ*fsu*/f’c))) [AASHTO 9.1.7.2]

[AASHTO 9.14] Φ=1 for flexure in pre-stressed concrete members for load factor design

ΦMn= 1(47*0.153*258070.91*(63-13.63)(1-0.6(0.00135*258070.91*/4000)))

= 104420290.04in-lbf

= 8701.69ft-kips

Determine the design moment by the load factor method (Group I loading)

Mu=1.3D + 2.17(L+I)

= 1.3(Mo+MD+Ms) + 2.17(ML+I)

= 1.3(656.8+809.6+377.6) + 2.17(1313.23)

= 5246.91 ft-kips [<ΦMn =8701.69ft-kips ok]

[AASHTO 9.18.1] The pre-stress steel’s reinforcement index cannot exceed 0.36β1.



58

Ρ*f*su/f’c = 0.00135*258070.91/4000

= 0.087 [<0.36β1=0.36*0.825=0.297, ok]

Determine the minimum amount of pre-stressing steel that will be necessary.

[AASHTO 9.18.2] The total amount of pre-stressing reinforcement shall be adequate to develop

an ultimate moment at the critical section of at least 1.2 times the cracking moment M*cr.

ΦMn≥ 1.2 M*cr

M*cr= (fr+fpe)Sbc – Md/nc((Sc/Sb) -1)

Md/nc = non-composite dead load moment

= Mo + MD + Ms

= 656.8+809.6+377.6

= 1844 ft-kips

[AASHTO 9.15.2.3] fr= √ = = 604.67lbf/in2

fpe= Peffect/Ab + Peffect*e/Sb – Mo/Sb

Peffect = Pi*0.75 = (0.7f’sA*s)*0.75

= 0.7*270*0.153*42*0.75

= 910.89kips

fpe = 910.89/788.4 + 910.89*11.11/10521.33 – 656.8*12/10521.33



59

= 1.155 + 0.962 -0.749

= 1.37kips/in2

M*cr. = (0.6047+1.37)* 17984.27 – 1844*((17984.27 /10521.33) -1)

= 2959.46 – 1307.98

= 1651.48 ft-kips

1.2M*cr. = 1.2*1651.48 = 1981.776 ft.-kips [<ΦMn = 8701.69ft-kips, ok]

Design for shear

Shear design for straight fully bonded strands pre-stressed beams will be in accordance with

Article 9.20 of the AASHTO Specifications.

Vu ≤ Φ*(Vc + Vs) [AASHTO Equation 9-26]

The shear stress at the support is

The maximum live load and impact load shear is

VL+I= (79.5 kips/ 2 wheel lines)*1.45*1.244= 71.7kips

The maximum dead load shear is

VO+D+S = (0.821kip/ft. + 1.012kip/ft. + 0.472kip/ft.)*40ft.

= 92.12 kips at each support

Calculate shear stress at the quarter point



60

[AASHTO 9.20.2.1 & 9.20.2.2] The shear strength of concrete, Vc, shall be the lesser of Vci or

Vcw.

Vci= 0.6(√’fc) b’ d + Vd + ViMcr/Mmax

b’= 8in

d= yt+e= 29.25 in + 11.11 in = 40.39 in

From shear force diagram, since dead load is uniform, the shear force at quarter point equals half

of the support shear force.

Vd= ½(92.12) = 46.06 kips

The factored shear force due to externally applied loads occurring simultaneously with Mmax is

Vi= 1.3*1.67(L+I)

= 1.3*1.67*53.69

= 116.56 kips

Mcr = (Ic/yb)( 6√f’cg + fpe – fd)

Moments at quarter point are (Wo+WD = WL). For beam weight (W) and slab weight (WD),

MO+D = (WL/2)(L/4) – (WL/4)(L/8)

= WL2/8 – WL

2/32

= 3(WL) 2 /32



61

= (3/32)*(0.821 + 1.012)*802

= 1099.8 ft.-kips

For the superimposed dead load, Ws(parapet/curb),

Ms= (3/32)*(Ws) 2

= (3/32)*(0.472)* 802

= 283.2 ft-kips

fpe= 1.37 kips.in2

The stress due to the un-factor dead load at the quarter point in the beam span is

fd= (MO+D/Sb) + (Ms/Sbc)

= (1099.8/10521.33 + 283.2/17984.27)*12in/ft

= 1.44 kips/in2

Mcr = (816665.64 /45.41)*[( 6√6500 *1/1000) +1.37 – 1.44]*1/12

= 620.06 ft- kips

The maximum factored moment due to externally applied load at quarter point is

Mmax = ML+I

= 1.3*1.67(L+I)

= 2.17*(1012.73)



62

= 2197.62 ft.-kips

Vci= (0.6*(√6500)* 8*40.39)*1/1000 + 46.06 + 116.56*620.06/2197.62

= 15.63 + 46.06 + 32.89

= 94.58 kips

Vc = Vci = 94.58 kips

Vc, min = 1.7*√f’c *b’ *d

= 1.7*((√6500)*1/1000)*8*40.39

= 44.27 kips

d≥ 0.8h = 0.8*54 in = 43.2 in [ d=40.39 ≅ 0.8h, hence so close ok]

Vu ≤ Φ(Vc +Vs)

Vu= 1.3(1D +1.67(L+I))

= 1.3(46.06 + 1.67(53.69))

= 176.44 kips

For load factor design, Φ=0.9 for shear[AASHTO 9.14]

Vu/Φ = 176.44/0.9 = 196.04 kips

Vs= Vu/Φ – Vc = 196.04 – 94.58 = 101.46 kips

[AASHTO 9. 20.3.1] Check Vs ≤ 8*√f’cg b’ *d = 8*(√6500* 1/1000)*8*40.39 = 208.41 kips



63

Vs= 101.46 kips ≤ 208.41kips ok

For grade 60 No. 4 vertical stirrups, the spacing required

[AASHTO Equation 9-30] S = (Av * fsy * d) / Vs

= 0.4*60*40.39/ 101.46

= 9.55 in [use 10 in spacing]



64

3.2.2. Sub-structure Analysis and Design

DESIGN PARAMETERS

The abutments are a part of the substructure or foundation of the bridge. They act at end

supports. Abutments provide vertical support to the bridge and lateral support to the soil at the

ends of the roadway. The abutment has 16 ft. height and 42 ft. length, and it has spread footing

and no back wall. Assuming it has placed on gravel and sandy soil with a safe bearing capacity

of 8.5 kips/ft2. The density of the compacted earth fill is 120lbf/ft

3, and the lateral earth pressure

35lbf/ft3. The load that must be considered in this analysis are dead load, live load, earth

pressure, wind load on structure, wind load on live load, longitudinal force from live load, and

longitudinal friction load due to temperature. Centrifugal force does not exist for straight

structure. Whereas impact load and earthquake load are not considered. A live surcharge of 2ft.

of soil is placed on the bridge approach (AASHTO 3.20.3 and 5.5.2). Service loads are used in

determining if the abutment is safe against overturning about the toe of the footing, against

sliding on the footing base, and against crushing of the foundation material at the point of

maximum pressure.

3.2.2.1 Reinforced concrete Abutment and Footing

From AASHTO load combination for service load design for abutment and footing, group I, II,

III, IV, V, and VI will be the only ones considered in checking for stability and bearing pressure

for the abutment. Group I, II, III, IV, V, and VI factored load group are considered in designing

structural members using the load factor concept. In the next page Fig. 9 shows sectional view of

Abutment.


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66

Dead loads of super structure on the abutment:

Self-weight of the girder = 0.821 kip/ft.

Weight of cast-in-place deck on each girder = (0.150kcf) (9 in.) (9 ft.) / (12 in./ft. )

= 1.012 kips/ft.

For the end block and diaphragm,

= 42ft*2.75ft*1.5ft*0.15kip/ft3

= 25.99 kip

Future wearing surface

DFWS= (FWS)*9ft

= (0.03kip/ft2)*9ft

= 0.27 kip/ft./girder

WC+P = (curb and parapet) for one girder

= 3.37ft2*(0.15kip/ft3)*2/5

= 0.202 kip/ft. / girder

Total dead load of super structure

=([0.821(beam) + 1.012(slab) + 0.27(wearing surface) + 0.202(curb and parapet)]*5*80/2) +

25.99(end block and diaphragm)



67

=486.99 kips

The dead load weight per foot of the abutment is

D= 486.99/42 =11.6 kips/ft.

Determine the live load weight on the superstructure. Use HS 25 loading.

The maximum live load shear due to the HS 25 truck (HS 20 loading x 1.25) is

40kips 40kips 10kips

14ft. 14 ft. 52ft.

The maximum live load reaction occurs due to truck loading

= 40 kips + (40kips*(52 ft. + 14ft.) + 10kips*(52ft.))/80ft.

= 79.5 kips/lane

For an HS lane loading

W=0.64 kips/ft. *1.25 = 0.8 kips/ft.

Axel load= 26 kips*1.25 = 32.5 kips

Max. R= 32.5 kips + 0.8*80/2 = 64.5 kips

Therefore, HS 25 truck loading controls the maximum reaction, which is 79.5kips/lane.

The maximum live load per foot of abutment



68

= (3lanes * 79.5 kips/lane)/42ft.

=5.68 kips/ft.

Determine the lateral earth pressure

An equivalent fluid weight of 35lbf/ft3

is assumed for determining the lateral earth pressure. The

effect of passive pressure due to soil in front of the abutment is neglected.

[AASHTO 3.20.3 &5.5.2] Alive load surcharge pressure equal to 2 ft. of earth will be added to

the approach.[1]

= 2ft*35lbf/ft3 = 70lbf/ft

2

A lateral pressure due to the earth back fill is

= (5.37ft + 16ft)*35lbf/ft3 = 747.95lbf/ft

2

The load due to earth and live load surcharge is as follows

Ls= 0.07*21.37 =1.5 kips/ft.

E = 0.5*0.748*21.23 = 7.98 kips/ft.

In the next page, Fig. 10 shows Sectional view of Live load and Earth pressure on Abutment.


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70

Wind load (W and WL).



sub-structures) that are perpendicular to the longitudinal axis.

AASHTO specifies that the assumed wind velocity should be 100 mph. For a common slab-on-

stringer bridge this is usually a pressure of 50psf, and a minimum of 300 plf. These forces are

applied at the center of gravity of the exposed regions of the structure.






Determine the wind load, Wsuper, on the superstructure transmitted to the substructure. For the

usual girder having span lengths less than 125ft, the transverse wind loading on the


12lbf/ft2. [AASHTO 3.15.2.1.3]


= 54 in (girder) + 9in (slab) + 32in (curb and parapet)

=95 in or 7.92ft



71

The distance of the center of gravity of the superstructure area above the top of the abutment is

= (7.92ft/2) +0.12(bearing) = 4.08 ft


= 80 ft. * 7.92 ft. * 0.012 kip/ft2

= 7.6kips (at 7.92/2= 3.96 ft.)

This force transmitted to the substructure through the bearings.

[AASHTO 3.15.2.1.3] The longitudinal (horizontal) wind loading of the superstructure is

W super (H) = 7.6 kips/42ft abutment width

= 0.18 kips/ft


= 7.6 kips*4.08ft/80ft


Wsuper(V) = 0.388 kips/ 42 ft. = 0.009 kip/ft. [negligible]

[AASHTO 3.15.2.2] Determine the wind load on sub-structure, Wsub.

A wind loading of 40ft/ft2 will act perpendicular to the exposed stem of the abutment. The

horizontal wind loading at 10ft(= (12ft/2)+2ft+2ft) above the base of the abutment footing is

Wsub(H)= (0.04kip/ft2)*12ft = 0.48kip/ft. [exposed stem=12ft]



72

[AASHTO 3.15.3] Determine the upward wind load, Wup.

The upward force will be 20 lbf/ft2 of horizontal area for group II and V combinations and 6

lbf/ft2 for group III and VI combinations.

For group II and V, the uplift is

Wup= (80ft*39ft*0.02kip/ft2)/(2*42) = 0.743kip/ft

Whereas, roadway width =39ft

Slab width= 42ft = abutment width

Overall beam length = 80ft\

For groups III and VI, the uplift is

Wup= (80ft*39ft*0.006kip/ft2)/(2*42) =0.222 kip/ft

[AASHTO 3.15.2.1.2 & 8.3.15.2.1.3] Determine the wind load, WL, transmitted to the

substructure by the wind load on the moving live load.

The longitudinal wind loading on the live load is taken as 0.04 kip/ft and acts at a point 6ft.

above the deck.


= 54 in (girder) + 9in (slab) + 6ft (wind load on vehicle acts)+ 0.12(bearing)

=11.37 ft



73


= 80 ft. * 0.04 kip/ft

= 3.2kips (at 11.37/2= 5.685 ft.)

The longitudinal (horizontal) wind loading of the superstructure transmitted through bearing.

The reaction at support

= 3.2kips*11.37/80ft = 0.455kip

The horizontal wind loading at the top of the abutment,

WLH= 3.2 kips/42ft

= 0.076 kips/ ft. (including wind load on the girder)

The vertical wind loading at the top of the abutment is

WLV = 0.455 kips/42ft

= 0.011 kips/ft width

[AASHTO Fig. 3.7.6B & 8.3.9] A longitudinal force of 5% of the live load in all lanes is located

6ft above floor slab. For HS 25 loading, the longitudinal force is

= 3 lanes*[80ft*(0.64kip/ft*1.25)+(26kips*1.25)]*0.05

= 14.475 kips

The horizontal force is



74

LFH = 14.475 kip/42 ft. =0.345 kip/ft.

The reaction at support is

= 14.475*11.37/80 = 2.057kips

The vertical force at the top of the abutment is

LFV= 2.057/42 = 0.049 kip/ft width [negligible]

[AASHTO 3.16] Determine the temperature force, Tf, due to friction.

The longitudinal force due to friction at expansion bearings, which is transmitted to both

abutments through the superstructure, is assumed to be 10% (coefficient of friction) of the dead

load reaction.

The friction force is

Tf =( 0.1)*(6.55 kips/ft)= 0.655kip/ft.

The service loads and moments due to the loads are summarized in Table 1.

Perform a stability analysis and bearing pressure check (service load design).

[AASHTO 3.3.6] The density of the normal weight concrete is 150lbf/ft3. The density of the

compacted earth fill is 120lbf/ft3. To compensate for incidental field adjustments in the location

of bearings, a 2 in longitudinal eccentricity from the theoretical centerline of bearing will be

used.

Ls= lateral pressure from 2 ft of soil for live load surcharge



75

= 2 ft.*0.035kip/ft3 * 21.37ft

=1.5kips/ft.

E= lateral earth pressure

= 21.37ft*0.035kip/ft3*21.37ft*0.5

= 7.98kips/ft.

To create the maximum pressure under the toe and the minimum pressure under the heel of the

footing, an eccentricity of 2in to the left for vertical forces will be used.

Check against sliding and overturning.

The factor of safety against sliding is

[AASHTO 5.5.5 & Table 5.5.2B]

FSs= f*∑V/∑H= 0.6*∑V/∑H≥1.5 [Assuming friction factor of 0.6]

The minimum factor of safety against sliding is 1.5.

The factor of safety against overturning is 2 for footings set on soil.

The location of the resultant soil pressure from the toe is given by

Ẋ= ((∑Mv,toe - ∑MH)/∑V)

The eccentricity of the resultant soil pressure is given by

eB= (B/2)-Ẋ



76

For eB < B/6, the pressure under the footing is given by

qt=(∑V/B)(1+(6*eB/B)) at toe

qt=(∑V/B)(1-(6*eB/B)) at heel

[AASHTO 5.5.5 & 4.4.7] For footing set on soil, the location of the resultant soil pressure should

be with in the middle one-third of the base.

The safe bearing capacity of the gravel sand foundation material is assumed to be 8.5 kips/ft2.

Table 3 shows service loads and service load moments at the toe of the footing in the next page.

Table 4 shows stability and bearing pressure in the next pressure.

The minimum values of the factor of safety against sliding and overturning from Table 4 are:

FSs, min= 2.11 from group V loading [>1.5, ok]

FSo, min= 2.43 from group VI loading [>2, ok]

The eccentricity of the resultant soil pressure, ∑V, is

eB, max = 2.24 ft from group VI loading [> B/6 = 11/6=1.83FT]

Check soil pressure qt, max = 8.16 kips/ft2 from group VI loading

[<safe bearing capacity = 8.5 kips/ft, ok]

V Lever arm from toe Mv, toe

calculation kips/ft ft ft-kips/ft

1.00 concrete D 11*2*0.15 3.30 5.50 18.15

2.00 concrete D 14*1.5*0.15 3.15 3.75 11.81

3.00 concrete D 0.5*14*1.17*0.15 1.23 4.89 6.01

4.00 soil E 0.5*14*1.17*0.12 0.98 5.28 5.19

5.00 soil E 14*5.33*0.12 8.95 8.33 74.59

6.00 soil E 6.5*5.37*0.12 4.19 7.75 32.46

7.00 live load surcharge Ls 6.5*2*0.12 1.56 7.75 12.09

8.00 superstructure D 11.60 3.75 43.50

9.00 live load L 5.68 3.75 21.30

10.00 wind upward Wup group II &V -0.74 3.75 -2.79

0.3Wup group III &VI -0.22 3.75 -0.84

load type H

Lever arm from

footing base Mv, toe

kips/ft ft ft-kips/ft

11.00 LS Live load surcharge 1.50 10.69 16.03

12.00 E 7.98 7.12 56.82

13.00 LF 0.35 16.00 5.52

14.00 Tf 0.66 16.00 10.48

15.00 WLH 0.08 16.00 1.22

16.00 Wsuper(H) group II &V 0.18 16.00 2.88

17.00 0.3Wsuper(H) group III &VI 0.05 16.00 0.86

18.00 Wsub group II &V 0.48 10.00 4.80

19.00 0.3Wsub group III &VI 0.14 10.00 1.44

Group

loading ∑V ∑H ∑Mv, toe ∑M H FSs Fso Ẋ eb qt qh

kips kips ft-kips/ft ft-kips/ft

I 40.64 9.48 225.10 72.85 2.57 3.09 3.75 1.75 7.23 0.16

II 32.66 8.64 188.92 64.50 2.27 2.93 3.81 1.69 5.71 0.23

III 40.42 10.10 224.26 81.89 2.40 2.74 3.52 1.98 7.64 -0.29

IV 40.64 10.14 225.10 83.33 2.41 2.70 3.49 2.01 7.75 -0.36

V 32.66 9.30 188.92 74.98 2.11 2.52 3.49 2.01 6.23 -0.29

VI 40.42 10.75 224.26 92.37 2.26 2.43 3.26 2.24 8.16 -0.81

Item

Number

Item

Number

Table 1. Summary of sercice loads and moments

(at the toe of footing, Mv and MH)

Table 2 Stability and Bearing Pressures

Vertical Loads

Description

load type

Horizontal Loads



78

3.2.2.1 Analyze and design for footing (Load factor design)

Factored loads and moments resulting from the factored loads are given in Tables 5-8 .The

factored bearing pressure under the footing at toe qt and heel qh for various group loading

combinations are summarized in Table 9.

Group I loading is critical for the toe of the footing. The factored shear and moment at the front

of the stem for this loading are assuming d=21.37in or 1.63 ft

Vu= (((10.94+9.55)/2)-0.39)*(3-1.63)

= 13.5kips/ft [at a distance d from the face of the stem]

Mu= (((7.9-0.39)*3*1.5 + 0.5*(10.94-7.9)*3*2

= 52.035 ft-kips/ft

Design the footing using strength criteria for concrete and steel of f’c=3000lbf/in2 and Fy =

60000lbf/in2.

[AASHTO 8.16.2.7 & 8.16.3] Calculate the maximum and minimum steel reinforcement

ρb= ((0.85β1f’c/Fy)*(87000/(87000+Fy))

= ((0.85*0.85*3000/60000)*(87000/ (87000+60000))

= 0.02138

ρmax= 0.75*ρb = 0.75*0.02138 = 0.016

V

Lever arm

from toe

calculation kips/ft ft I II III IV V VI

1.00 concrete D 11*2*0.15 3.30 5.50 4.29 4.29 4.29 4.29 4.13 4.13

2.00 concrete D 14*1.5*0.15 3.15 3.75 4.10 4.10 4.10 4.10 3.94 3.94

3.00 concrete D 0.5*14*1.17*0.15 1.23 4.89 1.60 1.60 1.60 1.60 1.54 1.54

4.00 soil E 0.5*14*1.17*0.12 0.98 5.28 1.28 1.28 1.28 1.28 1.23 1.23

5.00 soil E 14*5.33*0.12 8.95 8.33 11.64 11.64 11.64 11.64 11.19 11.19

6.00 soil E 6.5*5.37*0.12 4.19 7.75 5.45 5.45 5.45 5.45 5.24 5.24

7.00

live load

surcharge Ls 6.5*2*0.12 1.56 7.75 3.39 2.03 2.03 1.95

8.00 superstructure D 11.60 3.75 15.08 15.08 15.08 15.08 14.50 14.50

9.00 live load L 5.68 3.75 12.33 7.38 7.38 7.10

10.00 wind upward Wup group II &V -0.74 3.75 -0.97 -0.29 -0.93 -0.28

∑V 59.14 42.46 52.55 52.84 40.83 50.53

V

Lever arm

from toe

calculation kips/ft ft I II III IV V VI

1.00 concrete D 11*2*0.15 3.30 5.50 23.60 23.60 23.60 23.60 22.69 22.69

2.00 concrete D 14*1.5*0.15 3.15 3.75 15.36 15.36 15.36 15.36 14.77 14.77

3.00 concrete D 0.5*14*1.17*0.15 1.23 4.89 7.81 7.81 7.81 7.81 7.51 7.51

4.00 soil E 0.5*14*1.17*0.12 0.98 5.28 6.75 6.75 6.75 6.75 6.49 6.49

5.00 soil E 14*5.33*0.12 8.95 8.33 96.97 96.97 96.97 96.97 93.24 93.24

6.00 soil E 6.5*5.37*0.12 4.19 7.75 42.20 42.20 42.20 42.20 40.58 40.58

7.00

live load

surcharge Ls 6.5*2*0.12 1.56 7.75 26.25 0.00 15.72 15.72 0.00 15.11


9.00 live load L 5.68 3.75 46.24 0.00 27.69 27.69 0.00 26.63

10.00 wind upward Wup group II &V -0.74 3.75 0.00 -3.62 -1.09 0.00 -3.48 -1.04

∑V 321.71 245.60 291.54 292.63 236.16 280.33

Table 3. Factored Vertical Loads

Description

load type

Table 4. Moment resulted from Factored Vertical Loads

Description

Item

Number

Factored V(kips/ft)

Item

Number

Factored Mv, toe(ft-kips/ft)

load type

load type service lever arm I II III IV V VI

11.00 LS Live load surcharge 1.50 10.69 3.26 1.95 1.95 1.88

12.00 E 7.99 7.12 10.39 10.39 10.39 10.39 9.99 9.99

13.00 LF 0.35 16.00 0.45 0.43

14.00 Tf 0.66 16.00 0.85 0.82 0.82

15.00 WLH 0.08 16.00 0.10 0.10

16.00 Wsuper(H) group II &V 0.18 16.00 0.23 0.07 0.23 0.07

18.00 Wsub group II &V 0.48 10.00 0.62 0.19 0.60 0.18

∑H 13.64 11.25 13.14 13.19 11.63 13.46

load type service lever arm I II III IV V VI


12.00 E 7.98 7.12 73.96 73.96 73.96 73.96 71.11 71.11

13.00 LF 0.35 16.00 7.18 6.90

14.00 Tf 0.66 16.00 13.62 13.10 13.10

15.00 WLH 0.08 16.00 1.58 1.52

16.00 Wsuper(H) group II &V 0.18 16.00 3.74 1.12 3.60 1.08

18.00 Wsub group II &V 0.48 10.00 6.24 1.87 6.00 1.80

∑MH 108.75 83.94 106.54 108.42 93.81 115.55

Group

loading ∑V ∑H ∑Mv, toe ∑M H FSs Fso Ẋ eb qt qh

kips kips ft-kips/ft ft-kips/ft

I 59.14 13.64 321.71 108.75 2.60 2.96 3.60 1.90 10.95 -0.19

II 42.46 11.25 245.60 83.94 2.27 2.93 3.81 1.69 7.42 0.30

III 52.55 13.14 291.54 106.54 2.40 2.74 3.52 1.98 9.93 -0.38

IV 52.84 13.19 292.63 108.42 2.40 2.70 3.49 2.01 10.08 -0.47

V 40.83 11.63 236.16 93.81 2.11 2.52 3.49 2.01 7.79 -0.36

VI 50.53 13.46 280.33 115.55 2.25 2.43 3.26 2.24 10.20 -1.02

Table 7 Factored Bearing Pressures

Item

Number

Factored Mv, toe(ft-kips/ft)

Item

Number

Factored V(kips/ft)

5. Factored Horizontal Loads

6. Moment resulted from Factored Horizontal Loads

description

description


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82

3.2.2.1.1 Design for the toe.

It will be safe and conservative to neglect compression reinforcement in the design calculation.

For a singly reinforced section, the ultimate moment is

ΦMn = ΦAsFy(d-(⍺/2))

[AASHTO 8.16.1.2.2] Φ=0.9 for flexure

⍺= ((As*Fy)/ (0.85*f’c*b))

[AASHTO 8.22.1] Use d= 24in- 4 in cover – 0.5 in for 0.5 diameter of steel assumed =

19.5 in.

⍺= ((As*60)/(0.85*3*12))= 1.96 As

⍺/2 = 0.98As

Mu = ΦMn

(52.035 ft-kip/ft)*12 in/ft = 0.9 As*60(19.5in- 0.98As)

As2 – 19.9As + 11.8 = 0

As=19.29 in2 or 0.61 in2 [Since As should be less than 1, As=0.61 in2 is correct answer]

ρ= As/bd = 0.61/12*19.5 = 0.0026 [<ρmax = 0.016 ok]

Use #8@15 in( As= 0.62in2)

Check minimum steel

[AASHTO 8.17.1] The minimum reinforcement provided shall be adequate to develop a factored

moment capacity at least 1.2 times the cracking moment, unless the area of reinforcement

provided is at least one third greater than that required by analysis.



83

ΦMn ≥ 1.2Mcr

⍺= ((0.62*60)/(0.85*3*12)) = 1.216 in

⍺/2 = 0.608 in

ΦMn = 0.9*0.62*60*(19.5-0.608)/12 =52.71ft-kips/ft

The cracking moment, Mcr, is determined by the transformed area method.

Mcr = fr*I/ c

fr=modulus of rupture= 7.5(√fc') for normal weight concrete wc=150 lbf/ft3

fc= 4000lbf/in2

I= Icg= moment of inertia

c= distance from centroid axis to extreme fiber in tension

[AASHTO 8.7.1 & 8.7.2] Ec = 33*wc 1.5

(√fc')

= 33 1501.5

(√3000)

= 3,320,560.95lbf/in2

Es = 29,000,000 lbf/in2

n= 29,000,000 / 3,320,560.95 = 8.7 ≅ 9

The transformed area is

(n-1)*As= (9-1)*0.62 = 4.96 in2

Ac +As = 12*24 + 4.96 = 292.96 in2

Taking moment about the bottom and solving the equation,

292.96*yb = 288*12 +4.96*4.5

yb = 11.87in from bottom

The moment of inertia about the neutral axis is



84

Icg= (1/12)(12*243) + 288*(12-11.87)

2 + 4.96(11.87 – 4.5)

2 = 14100 in4

[AASHTO 8.15.2.1.1] fr=modulus of rupture= 7.5(√fc') = 7.5(√3000) =410.79lbf/in2

Mcr = fr*I/ c = (0.411*14100/11.87) /(12) = 40.68 ft.-kips/ft.

1.2Mcr = 1.2*40.68 = 48.82 ft.-kips/ft. [< ΦMn = 52.71 ft- kips/ft., ok]

Use #8@ 15 in.

[AASHTO 8.16.1.2.2 & Equation 8-49] Check shear at a distance d from the face of the stem.

The ultimate shear capacity without shear reinforcement is

ΦVc=Φ*2(√fc') *bw*d

= 0.85*2(√3000) *12*19.5 in

= 21788.4 lbf [> Vu from group I loading (=13.5kips/ft.) at a distance d from face of stem,

ok]

3.2.2.1.2 Design for the heel

Group VI loading is critical for the heel of the footing. The factored shear and moment at the

back of the stem for this loading are as follows.

w=1.25(21.35ft)(0.12) + 2ft* 0.15= 3.506

Vu = (3.506kips/ft2)*5.33ft – 0.5*4.424*4.341

= 9.082 kips/ft

Mu =3.506*4.341*2.67 – 0.5*4.424*4.341*(4.341/3)

= 26.74 ft-kips/ft

[AASHTO 8.22.1] For the heel steel design, use d= 24-3-0.5in for ½ diameter of steel

assumed=20.5in

⍺= ((As*60)/(0.85*3*12)) = 1.96As

⍺/2 = 0.98As



85

The moment in the heel at the back of the stem from group VI loading was 26.74ft-kips/ft

Mu = ΦMn = ΦAsFy(d-(⍺/2))

26.74ft-kips*12in/ft = 0.9*As*60*(20.5-0.98As)

As2 – 20.918As + 6.063 = 0

As= 20.624 in2 or 0.294 in2

As= 0.294 in2/ft

ρ= 0.294/12*20.5 = 0.0012[<ρmax = 0.016 ok]

Try 7@16in, As= 0.45 in2

Check minimum steel

⍺= ((0.45*60)/(0.85*3*12)) = 0.882 in

⍺/2 = 0.441 in

ΦMn = 0.9*0.45*60*(20.5-0.441)/12 =40.62ft-kips/ft


(n-1)*As= (9-1)*0.45 = 3.6 in2

Ac +As = 12*24 + 3.6 = 291.6 in2

Taking moment about the top and solving the equation,

291.6*yt = 288*12 +3.6*3.5

yb = 11.895 in from top


Icg= (1/12)(12*243) + 288*(12-11.895)

2 + 3.6(11.895 – 3.5)

2 = 14080.89 in

4

fr=modulus of rupture= 7.5(√fc') = 7.5(√3000) =410.79 lbf/in2

Mcr = fr*I/ c = (0.411*14080.89/11.895) / (12) = 40.54 ft-kips/ft

1.2Mcr = 1.2*40.54 = 48.65 ft-kips/ft [> ΦMn = 40.62 ft- kips/ft, not ok, increase the amount of



86

stee]

Try #8@ 15 in., As =0.62 in2

⍺= ((0.62*60)/(0.85*3*12)) = 1.216 in

⍺/2 = 0.608 in


= 0.9*0.62*60*(20.5-0.608)

= 55.5 ft-kips/ft


(n-1)*As= (9-1)*0.62 = 4.96 in2

Ac +As = 12*24 + 4.96 = 292.96 in2

Taking moment about the top and solving the equation,

292.96*yt = 288*12 +4.96*3.5

yb = 11.86 in from top


Icg= (1/12)(12*243) + 288*(12-11.86)2 + 4.96*(11.86 – 3.5)2 = 14176.3 in4


Mcr = fr*I/ c = (0.411*14176.3/11.86) /(12) = 40.94 ft-kips/ft

1.2Mcr = 1.2*40.94 = 49.13 ft-kips/ft [< ΦMn = 55.5 ft- kips/ft, ok]

Use 8@15 in, As= 0.62 in2

Check shear in the heel at the back of the stem. The ultimate shear capacity without shear

reinforcement is [AASHTO 8.16.1.2.2]


= 0.85*2(√3000) *12*20.5 = 22900lbf/ft = 22.9 kips/ft [> Vu from group VI loading



87

(=9.082kips/ft) at a distance d from face of stem, ok]

3.2.2.1.3 Design for stem

Analyze for the stem

The stem will be designed for combined axial load and bending. To compensate for incidental

field adjustments in the location of bearings for for vertical loads, a 2in longitudinal eccentricity

from the theoretical centerline of bearing will be used. This 2 in eccentricity will produce the

maximum or minimum moment at the stem base.[1]

Determine the minimum axial load and maximum moment with a 2 in eccentricity toward the

stem front face from the bearing point as follows.

Factored loads are used for designing structural members using the load factor concept. Group

loading combinations for load factor design are given by AASHTO 3.22.1A; and foot notes

βD = 0.75 because of designing members for minimum axial load and maximum moment, and

βE = 0.75 for lateral earth pressure.

Group I =1.3(0.75*D +0.75EVERTICAL+ 1.67(L+LS) +1.3ELATERAL)

Group II =1.3(0.75*D +0.75EVERTICAL+ 1W +1.3ELATERAL)

Group III =1.3(0.75*D +0.75EVERTICAL+ 1L+LS+0.3W+1WL+1.3ELATERAL +1LF)

Group IV =1.3(0.75*D +0.75EVERTICAL +1L+LS +1T+1.3ELATERAL)

Group V =1.25(0.75*D +0.75EVERTICAL+ 1W+1W +1T+0.75ELATERAL)

Group VI =1.25(0.75*D +0.75EVERTICAL+ 1L+LS +0.3W+1WL+1T+0.75ELATERAL +1LF)

The minimum axial load and corresponding moment are

∑V= Pu= 15.68 kips/ft see Table

∑M = Mu= 95.51 ft- kips/ft see Table

The maximum moment and corresponding axial load are



88



The maximum shear is

∑H= Vu= 14.06 kips/ft see Table

Determine the maximum axial load and minimum moment with a 2 in eccentricity toward the

stem rear face from the bearing point. [AASHTO Table 3.22.1A]

βD = 1 because of designing members for maximum axial load and minimum moment, and

βE = 1 for vertical earth pressure

βE = 0.75 for lateral earth pressure.

Group I =1.3(1D +1EVERTICAL+ 1.67(L+LS) +1.3ELATERAL)

Group II =1.3(1D +1EVERTICAL+ 1W +1.3ELATERAL)

Group III =1.3(1D +1EVERTICAL+ 1L+LS+0.3W+1WL+1.3ELATERAL +1LF)

Group IV =1.3(1D +1EVERTICAL +1L+LS +1T+1.3ELATERAL)

Group V =1.25(1D +1EVERTICAL+ 1W +1T+1.3ELATERAL)

Group VI =1.25(1D +1EVERTICAL+ 1L+LS +0.3W+1WL+1T+1.3ELATERAL +1LF)

The maximum axial load and corresponding moment are



The minimum moment and corresponding axial load are



The maximum shear is

∑H= Vu= 14.06 kips/ft see Table

V

Lever arm from center

of stem base

Description kips/ft ft I II III IV V VI

2 concrete D 14*1.5*0.15 3.15 0.58 3.07 3.07 3.07 3.07 2.95 2.95

3 concrete D 0.5*14*1.17*0.15 1.23 -0.56 1.20 1.20 1.20 1.20 1.15 1.15

4 soil E 0.5*14*1.17*0.12 0.98 -0.94 0.96 0.96 0.96 0.96 0.92 0.92

5 soil E 5.37*1.17*0.12 0.75 -0.75 0.74 0.74 0.74 0.74 0.71 0.71

7

live load

surcharge Ls 1.7*2*0.12 0.28 -0.75 0.61 0.37 0.37 0.35

8 superstructure D 11.60 0.75 11.31 11.31 11.31 11.31 10.88 10.88

9 live load L 5.68 0.75 12.33 7.38 7.38 7.10

10 wind upward Wup group II &V -0.74 0.75 -0.97 -0.29 -0.93 -0.28

∑V 30.21 16.31 24.73 25.02 15.68 23.78

service lever arm I II III IV V VI

11 LS Live load surcharge 1.36 9.69 2.95 1.77 1.77 1.70

12 E Lateral 6.57 6.46 11.10 11.10 11.10 11.10 10.68 10.68

13 LF 0.35 14.00 0.45 0.43

14 Tf 0.66 14.00 0.85 0.82 0.82

15 WLH 0.08 14.00 0.10 0.10

16 Wsuper(H)group II &V 0.18 14.00 0.23 0.07 0.23 0.07

18 Wsub group II &V 0.48 8.00 0.62 0.19 0.60 0.18

∑H 14.06 11.96 13.68 13.72 12.32 13.97

V


of stem base

kips/ft ft I II III IV V VI

2 concrete D 14*1.5*0.15 3.15 0.58 1.78 1.78 1.78 1.78 1.71 1.71

3 concrete D 0.5*14*1.17*0.15 1.23 -0.56 -0.67 -0.67 -0.67 -0.67 -0.64 -0.64

4 soil E 0.5*14*1.17*0.12 0.98 -0.94 -0.90 -0.90 -0.90 -0.90 -0.87 -0.87

5 soil E 5.37*1.17*0.12 0.75 -0.75 -0.55 -0.55 -0.55 -0.55 -0.53 -0.53

7

live load

surcharge Ls 1.7*2*0.12 0.28 -0.75 -0.46 -0.27 -0.27 -0.26

8 superstructure D 11.60 0.75 8.48 8.48 8.48 8.48 8.16 8.16

9 live load L 5.68 0.75 9.25 5.54 5.54 5.33

10 wind upward Wup group II &V -0.74 0.75 -0.72 -0.22 0.00 -0.70 -0.21

∑V 16.93 7.42 13.19 13.41 7.13 12.68


11 LS Live load surcharge 1.36 9.69 28.61 17.13 17.13 16.47

12 E Lateral 6.57 6.46 71.73 71.73 71.73 71.73 68.97 68.97

13 LF 0.35 14.00 6.28 6.04

14 Tf 0.66 14.00 11.92 11.46 11.46

15 WLH 0.08 14.00 1.38 1.33

16 Wsuper(H)group II &V 0.18 14.00 3.28 0.98 3.15 0.95

18 Wsub group II &V 0.48 8.00 4.99 1.50 4.80 1.44

∑H 100.34 80.00 99.00 100.78 88.38 106.66

∑Total Moment stem 117.27 87.41 112.19 114.19 95.51 119.34

Table 8. Factored vertical loads

Table 9. Factored Horizontal Loads

Table 10. Factored Moment at stem base resulting from Vertical and Horizontal Loads

Description

Description

Item

Number

Factored Moment V(kips/ft)

Item

Number

Factored V(kips/ft)

Item

Number

Factored H(kips/ft)

Item

Number


V


of stem base


2.00 concrete D 14*1.5*0.15 3.15 0.58 4.10 4.10 4.10 4.10 3.94 3.94

3.00 concrete D 0.5*14*1.17*0.15 1.23 -0.56 1.60 1.60 1.60 1.60 1.54 1.54

4.00 soil E 0.5*14*1.17*0.12 0.98 -0.94 1.28 1.28 1.28 1.28 1.23 1.23

5.00 soil E 5.37*1.17*0.12 0.75 -0.75 0.98 0.98 0.98 0.98 0.94 0.94

7.00

live load

surcharge Ls 1.7*2*0.12 0.28 -0.75 0.61 0.37 0.37 0.35


9.00 live load L 5.68 0.42 12.33 7.38 7.38 7.10


∑V 35.97 22.06 30.49 30.78 21.22 29.32



12.00 E 6.57 6.46 11.10 11.10 11.10 11.10 10.68 10.68

13.00 LF -0.35 14.00 -0.45 -0.43

14.00 Tf -0.66 14.00 -0.85 -0.82 -0.82

15.00 WLH -0.08 14.00 -0.10 -0.10

16.00 Wsuper(H) group II &V -0.18 14.00 -0.23 -0.07 -0.23 -0.07

18.00 Wsub group II &V -0.48 8.00 -0.62 -0.19 -0.60 -0.18

∑H 14.06 10.25 12.07 12.02 9.03 10.78

V


of stem base


2.00 concrete D 14*1.5*0.15 3.15 0.58 2.38 2.38 2.38 2.38 2.28 2.28

3.00 concrete D 0.5*14*1.17*0.15 1.23 -0.56 -0.89 -0.89 -0.89 -0.89 -0.86 -0.86

4.00 soil E 0.5*14*1.17*0.12 0.98 -0.94 -1.20 -1.20 -1.20 -1.20 -1.15 -1.15

5.00 soil E 5.37*1.17*0.12 0.75 -0.75 -0.74 -0.74 -0.74 -0.74 -0.71 -0.71

7.00

live load

surcharge Ls 1.7*2*0.12 0.28 -0.75 -0.46 -0.27 -0.27 -0.26


9.00 live load L 5.68 0.42 5.18 3.10 3.10 2.98


10.60 5.47 8.58 8.71 5.26 8.25

H


11.00 1.36 9.69 28.61 0.00 17.13 17.13 0.00 16.47

12.00 E 6.57 6.46 71.73 71.73 71.73 71.73 68.97 68.97

13.00 LF 0.35 14.00 -6.28 -6.04

14.00 Tf 0.66 14.00 -11.92 -11.46 -11.46

15.00 WLH 0.08 14.00 -1.38 -1.33

16.00 Wsuper(H) group II &V 0.18 14.00 -3.28 -0.98 -3.15 -0.95

18.00 Wsub group II &V 0.48 8.00 -4.99 -1.50 -4.80 -1.44

100.34 63.46 78.72 76.94 49.56 64.23

110.94 68.93 87.30 85.64 54.82 72.48

∑H moment

∑Total Moment stem

Table 11. Factored Vertical Loads

Description

Description

Description

Description

Table 12. Factored Horizontal Loads

Table 13. Factored Moment at stem base resulting from Vertical and Horizontal Loads

∑V moment

Item

Number

Factored Moment H(kips/ft)

Item

Number

Factored V(kips/ft)

Item

Number

Factored H(kips/ft)

Item

Number




91

Design for stem f’c= 3000 lbf/in2 and Fy= 60000lbf/in

2

Reinforcement for stem will be designed for bending only as a singly reinforced beam. The

section will then be checked for combined axial force and bending, neglecting the front faces

reinforcing steel.

Use d= 32in – 3 in cover – 0.5 in for ½ steel assumed= 28.5 in

d’’ =(32/2)-3.5 = 12.5 in

⍺= ((As*60)/(0.85*3*12)) = 1.96As

⍺/2 = 0.98As


119.34ft-kips*12in/ft = 0.9*As*60*(28.5-0.98As)

As2 – 29.08As + 27.06 = 0

As= 28.12 in2 or 0.96 in

2

As= 0.96 in2/ft

Try #8@9 in, As= 1.05 in2

ρ= 0.96/12*28.5 = 0.0028[<ρmax = 0.016 ok]

Use, #8@ 9 in, As= 1.05 in

Check for the combined axial force and bending.

The AASHTO equations for pure compression and balanced conditions neglect the slight change

of location for plastic centroid when compression steel is used. The footing and wing walls brace

the abutment stem, so slenderness effects will not have to be considered.

[AASHTO 8.16.4.2.1, Equation 8-31 & 8-30]

For pure compression (As=Ast),



92

ΦPo= Φ(0.85*f’c*(Ag-Ast)+Ast*Fy)

= Φ (0.85*f’c*(Ag-Ast)+Ast*Fy)

= 0.7[0.85*3[12*32-1.05] + 1.05*60]

= 715.49 kips/ft

ΦPn(max)= 0.8*715.49 = 572.39 kips/ft [0.8 is the minimum eccentricity for a tied column]

[AASHTO 8.16.4.2.3, Equation 8-32 & 8-33]

For balanced conditions,

ΦPb= Φ(0.85*f’c*b*ab +Asf’s - Ast*Fy)

ΦMb= (0.85*f’c*b*ab[d - d’’- (ab/2)] +A’s*f’s[d- d’ – d’’] + As*Fy*d’’)

ab= (87000/(87000+Fy))β1d [AASHTO Equation 8-34]

fs= 87000(1-(d’/d)[(8700+Fy)/87000]) ≤ Fy

As= 1.05 in2

A’s= f’s=0 [assumed a singly reinforced stem section]

ab = (87000/(87000+60000)*0.85*28.5

= 14.34 in

ΦPb= 0.7*(0.85*3*12*14.34 +0 – 1.05*60)

= 263.06 kips/ft.

ΦMb= (0.85*f’c*b*ab[d - d’’- (ab/2)] +A’s*f’s[d- d’ – d’’] + As*Fy*d’’)

= 0.7(0.85*3*12*14.34*(28.5-12.5- (14.34/2)) + 1.05*60*12.5)

= 3263.5in- kips/ft

[AASHTO 8.16.4.2.2, Equation 8-16 &17]

For pure bending,



93

⍺= AsFy/0.85*f’c*b = 1.05*60/0.85*3*12 = 2.06 in

⍺/2 = 1.03 in

ΦMn = 0.9*1.05*60*(28.5-0.75)/12

= 131.12 ft-kips/ft

Check minimum steel for bending


(n-1)*As= (9-1)*1.05 = 8.4 in2

Ac +As = 12*32 + 8.4 = 392.4 in2

Taking moment about the bottom and solving the equation,

392.4*yb = 384*16 + 8.4*3.5

yb = 15.73 in from bottom


Icg= (1/12)(12*323) + 384*(16-15.73)

2 + 4.96*(15.73 – 3.5)

2 = 34052.41 in

4


Mcr = fr*I/ c = (0.411*34052.41/15.73) /(12) = 74.14 ft-kips/ft

1.2Mcr = 1.2*74.14 = 88.97 ft-kips/ft [< ΦMn = 131.12 ft- kips/ft, ok]

Use #8@9 in, As= 1.05 in2

Check for shear in the stem. The ultimate shear capacity without shear reinforcement is


= 0.85*2(√3000) *12*28.5 in

= 31844.59 lbf/ft

= 31.84 kips/ft



94

[> ∑H for group I loading (=14.06 kips/ft), ok]

Determine temperature and shrinkage reinforcement

[AASHTO 8.20.1] Reinforcement should be provided near exposed surfaces not otherwise

reinforced. The area provided shall be As (temperature and shrinkage)= 0.125 in2/ft. in each

direction.

Use # 4@ 15 in (As= 0.16 in2).

Fig. 12 shows the abutment reinforcement detail.


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CHAPTER FOUR:

PROJECT MANAGEMENT



97

Project Management

“Project management has five process groups as mentioned in PMBOK Gide, namely: project

initiation, project planning, project execution, project monitoring and control, and project

closure.” [7] Success of any project depends upon how best the activities are managed from

conception till completion. To be successful in a project management, a project manager must

achieve the project objectives by managing the four basic elements of a project: resource, time,

money, and scope. Hence, to manage this direct connector project, the assigned project manager

has to manage by combing effectively the following key elements:

Resources: people, equipment, material

Time: task durations, dependencies, critical path

Money: costs, contingencies, profit

Scope: project size, goals, requirements

4.1. Project Scope Management

Project scope management clearly defines all roles and responsibilities. For this direct connector

project the role and responsibilities of the Executives Sponsors, Resource Manager, Program

Manager, Project Manager, Customer Service, Team Leader, and Project Team is defined as

shown below which plays key roles in managing the scope of this project. All the teams and

responsible personnel must be aware of their responsibilities in order to ensure that work

performed on the project is within the established scope throughout the entire duration of the

project.

The following table summarizes the roles and responsibilities of the scope management of this

project.



98

Role Role and Responsibilities

Executive sponsor Oversees project delivery from a business perspective.

Signs off on results during project delivery, project planning, and

quality assurance reporting.

Approve or deny scope change requests as appropriate

Evaluate need for scope change requests

Accept project deliverables

Resource manager Assign resources to projects.

Program manager

Works to ensure project requirements are being met.

Responsible for business planning and administration of the

overall project.

Responsible for coordinating, monitoring and reporting status of

the project and deliverables to appropriate parties.

Oversees project delivery from a customer business process

service perspective.

Project Manager Responsible for coordinating and reporting project status

Measure and verify project scope

Facilitate scope change requests

Facilitate impact assessments of scope change requests

Organize and facilitate scheduled change control meetings

Communicate outcomes of scope change requests

Update project documents upon approval of all scope changes



99

Customer

representative

Attend design sessions

Review and comment on draft system.

Participate as needed in other project related meetings.

Team Lead Measure and verify project scope

Validate scope change requests

Participate in impact assessments of scope change requests

Communicate outcomes of scope change requests to team

Facilitate team level change review process

Team Member Participate in defining change resolutions

Evaluate the need for scope changes and communicate them to the

project manager as necessary

The Project Manager, Sponsor and Stakeholders will establish and approve documentation for

measuring project scope which includes deliverable quality checklists and work performance

measurements. Proposed scope changes may be initiated by the Project Manager, Stakeholders or

any member of the project team. The Project Manager will submit the scope change request to

the Change Control Board and Project Sponsor for acceptance. After approval of scope changes,

the Project Manager will update all project documents and communicate the scope change to all

stakeholders. The Project Sponsor is responsible for the acceptance of the final project

deliverables and project scope. [6]

4.1.1 Define Scope

The scope of the project management in the Direct Connector between I-10 and highway 99

Bridge project includes:



100

Direct Connector Connects Facilities

From To

AA West bound IH 10 North bound SH99

B B East bound IH 10 North bound SH99

CC South bound SH99 East bound IH 10

DD South bound SH99 West bound IH 10

EE East bound IH 10 South bound SH99

FF North bound SH99 West bound IH 10

GG West bound IH 10 South bound SH99

HH North bound SH99 East bound IH 10

However this thesis would not design pier, foundation and cross beams. Instead, it would

structurally design on abutment, girder, and slab on north and south highway 99 that pass over I-

10. The quantities for each direct connector is assumed in order to apply the project management

knowledge for this thesis. In order to minimize impacts to the traveling public, the project will be

constructed under traffic using staged construction.

4.1.2 Create Work Break down Structure

A comprehensive Work Breakdown Structure is essential for the proper communication of cost

estimating and scheduling data between all participants in Project. The Work Breakdown must

include all phases of the project life cycle, from conception, through development, engineering,

construction, operations, maintenance and transfer. To be manageable the project scope should

be subdivided in to manageable level of work. Hence, work break down structure (WBS) is



101

important for project manager and project team because it provides the basis for planning and

managing project schedules, costs, resources, and changes. In WBS, project team will know what

is expected from them and will see their big picture, and where their portions of the project. If

the whole team acts together, it reduces or eliminate that could cause change. Hence, WBS will

make better quality, easier management, and everyone see the whole project. [7]

Description Represent

Bridge Work Break down structure

substructure A

Foundation Excavation A.1

Footing A.2

Pier A.3

Abutment A.4

Abutment back fill A.5

Superstructure B

IV Girder B.1

Deck Forms B.2

Shear Connectors B.3

Deck B.4

Curbs and Parapets B.5



102

4.2. Project Time Management

In this capstone project, project time management of bridge demands that manager to reorient all

the resources in such a way that the project is completed without any time/cost overrun. Project

Schedule is prepared based Critical Path Method (CPM) along with major milestone and Bar

Charts. [7] The project schedule is an important part of any project as they provide the project

team, sponsor, and stakeholders a picture of the project’s status at any given time.

Using work break down structure created previously, the project schedules is prepared with MS

Project 2007. After developing a preliminary project schedule, it will be reviewed by the project

team and any resources assigned to project tasks. The project team and resources must agree to

the proposed work package assignments, durations, and schedule. Once this is achieved the

project sponsor will review and approve the schedule and it will then be base lined.

4.2.1 Define Activities, Sequence Activities, and develop schedule

The project manager will be responsible for facilitating work package definition, sequencing, and

estimating duration and resources with the project team. The activities listed in this capstone

bridge project are mentioned as follows:

Activities Definition

Bridge Work Break down structure

substructure Structure below the bearing of bridge

Foundation Excavation Excavation and disposal of Unsuitable Material

in and below confined excavations

Footing Reinforced concrete for foundation that

contains both concrete and reinforced steel



103

Pier Reinforced concrete for pier that contains both

concrete and reinforced steel

Abutment Reinforced concrete for abutment stem that

contains both concrete and reinforced steel

Abutment back fill Backfill with select backfill material at the

back of abutment.

Superstructure Bridge structure above bearing.

IV Girder AASHTO standard Pre-stressed concrete I

girders, supply on Site.

Deck Forms Forms for Reinforced concrete deck slab that

cast on site.

Shear Connectors To rearrange and supply shear connector.

Deck Reinforced concrete deck slab that contains

both concrete and reinforced steel.

Curbs and Parapets Reinforced concrete in parapet and curbs.

The above bridge activities sequencing will be used to determine the order of work packages and

assign relationships between project activities. Activity duration estimating will be used to

calculate the number of work periods required to complete work packages. It needs to assign

resources to work packages in order to estimate the number of days required and complete

schedule development. For this project, the schedule is developed by rough assumption of

number of days required to complete the activities.



104

The project is scheduled using MS Project 2007 and validate the schedule with the project team,

stakeholders, and the project sponsor. The project team is responsible for participating in work

package definition, sequencing, and duration and resource estimating.

4.2.2 Schedule Changes and Thresholds

In this project the threshold limit are set by the project sponsor to establish the schedule

parameters within which the project is expected to operate. The activities which may potentially

cause a schedule change which exceeds these boundary conditions must have a schedule change

request submitted and approved by the sponsor before the schedule change is made. Any change

requests that do not meet these thresholds may be submitted to the project manager for approval.

Once the change request has been reviewed and approved the project manager is responsible for

adjusting the schedule and communicating all changes and impacts to the project team, project

sponsor, and stakeholders. [6]

4.2.3 Schedule Control

In this project, the status of the project will be reviewed and raised in the meeting on a bi-weekly

basis reporting schedule status in accordance with the project’s communications plan. The

project sponsor will maintain awareness of the project schedule status and review/approve any

schedule change requests submitted by the project manager.[6]

IDTask N

ame

Duration

Start

Finish

1D

irect Connectors

between I-10 and

Highw

ay 99

480days

Sat 9/1/12

Fri7/4/14

2B

ridge on highway

99 bypass over I-10160days

Mon

9/3/12Fri

4/12/13

3substructure

90days

Mon

9/3/12Fri

1/4/139

Superstructure70

daysM

on1/7/13

Fri4/12/13

15D

irect Connector A

160days

Mon

9/3/12Fri

4/12/13

16substructure

90days

Mon

9/3/12Fri

1/4/1322

Superstructure70

daysM

on1/7/13

Fri4/12/13

28D

irect Connector B

160days

Mon

9/3/12Fri

4/12/13

29substructure

90days

Mon

9/3/12Fri

1/4/1335

Superstructure70

daysM

on1/7/13

Fri4/12/13

41D

irect Connector C

160days

Mon

4/15/13Fri

11/22/13

42substructure

90days

Mon

4/15/13Fri

8/16/1348

Superstructure70

daysM

on8/19/13

Fri11/22/13

54D

irect Connector D

160days

Mon

4/15/13Fri

11/22/13

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

ep2nd H

alf1st H

alf2nd H

alf1st H

alf2nd H

alf12

20132014

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S

chedule for Direct C

onnector between I-10 and highw

ay 99

Norw

ich University

1

Prepared by: D

awit B

ogale

Approved by: Pascarella B

ryan

IDTask N

ame

Duration

Start

Finish

55substructure

90days

Mon

4/15/13Fri

8/16/1361

Superstructure70

daysM

on8/19/13

Fri11/22/13

67D

irect Connector E

160days

Mon

4/15/13Fri

11/22/13

68substructure

90days

Mon

4/15/13Fri

8/16/1374

Superstructure70

daysM

on8/19/13

Fri11/22/13

80D

irect Connector F

160days

Mon

11/25/13Fri

7/4/14

81substructure

90days

Mon

11/25/13Fri

3/28/1487

Superstructure70

daysM

on3/31/14

Fri7/4/14

93D

irect Connector G

160days

Mon

11/25/13Fri

7/4/14

94substructure

90days

Mon

11/25/13Fri

3/28/14100

Superstructure70

daysM

on3/31/14

Fri7/4/14

106D

irect Connector H

160days

Mon

11/25/13Fri

7/4/14

107substructure

90days

Mon

11/25/13Fri

3/28/14113

Superstructure70

daysM

on3/31/14

Fri7/4/14

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

ep2nd H

alf1st H

alf2nd H

alf1st H

alf2nd H

alf12

20132014

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

2

Prepared by: D

awit B

ogale


ryan



107

4.3. Project Cost Management plan

The project cost management plan clearly defines how the costs on a project will be managed

throughout the project’s lifecycle. It sets the format and standards by which the project costs are

measured, reported and controlled. In this project as one of government work the manager will

get his budget fixed on monthly basis and performance will be measured using earned

value. The Project Manager is responsible for accounting for cost deviations and presenting the

Project Sponsor with options for getting the project back on budget. [7]

4.3.1 Estimate Cost

The project cost is estimated using the amount of resources required to accomplish the work

required to be performed. For this project, it needs a lot of cost to find out the cost estimation

based on output and current market condition. However, from the previous similar projects,

rough work is done as shown in the Table.

4.3.2 Project Budget

The budget for this project is detailed below. It includes fixed Costs, Material Costs, total

Project Cost, and management Reserve (7 % indirect costs and 10% contingency costs). This

project expected to receives fund from the federal and state highway administrations. Table 16

shows Project Budget in the next page.

PROJECT BUDGET

DIRECT CONNECTOR BETWEEN I-10 AND HIGHWAY 99

Description Fixed Cost Total Cost Baseline Variance Actual Remainng

Direct Connectors between I-10 and Highway

99 0 105116800 0 105116800 0 105116800

Bridge on highway 99 bypass over I-10 0 17775200 0 17775200 0 17775200

substructure 0 6826400 0 6826400 0 6826400

Foundation Excavation 0 35200 0 35200 0 35200

Footing 2000000 2044800 0 2044800 0 2044800

Pier 2000000 2060800 0 2060800 0 2060800

Abutment 2000000 2060000 0 2060000 0 2060000

Abutment backfill 600000 625600 0 625600 0 625600

Superstructure 0 10948800 0 10948800 0 10948800

IV Girder 6000000 6108800 0 6108800 0 6108800

Deck Forms 0 60000 0 60000 0 60000

Shear Connectors 0 20000 0 20000 0 20000

Deck 4000000 4112000 0 4112000 0 4112000

Curbs and Parapets 600000 648000 0 648000 0 648000

Direct Connector A 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector B 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector C 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000

PROJECT BUDGET



Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector D 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector E 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector F 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


Direct Connector G 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000

PROJECT BUDGET



Direct Connector H 0 9175200 0 9175200 0 9175200

substructure 0 3526400 0 3526400 0 3526400


Footing 1000000 1044800 0 1044800 0 1044800

Pier 1000000 1060800 0 1060800 0 1060800

Abutment 1000000 1060000 0 1060000 0 1060000


Superstructure 0 5648800 0 5648800 0 5648800

IV Girder 3000000 3108800 0 3108800 0 3108800

Deck Forms 0 60000 0 60000 0 60000


Deck 2000000 2112000 0 2112000 0 2112000


10 % Contigency cost 8200000 8200000 0 8200000 0 8200000

7 % Indirect cost 5740000 5740000 0 5740000 0 5740000

99940000 105116800



111

4.3.3 Project Cost and Schedule Performance

Using Microsoft project Earned Value measurements, Schedule Variance (SV), Cost Variance

(CV), Schedule Performance Index (SPI) and Cost Performance Index (CPI), will be performed

to check the status. Appling these four measurements will provide enough insight for effective

management. Cost variances of +/- 0.1 in the cost and schedule performance indexes will change

the status of the cost to cautionary; since cost variances of +/- 0.2 in the cost and schedule

performance indexes will change the status of the cost to an alert stage, it will require corrective

action from the Project Manager in order to bring the cost and/or schedule performance indexes

below the alert level.[6]

Schedule Variance (SV) is a measurement of the schedule performance for a project. It’s

calculated by taking the Earned Value (EV) and subtracting the Planned Value (PV).

If SV is zero, then the project is perfectly on schedule.

If SV is greater than zero, the project is earning more value than planned thus it’s ahead

of schedule.

If SV is less than zero, the project is earning less value than planned thus it’s behind

schedule.

Cost Variance (CV) is a measurement of the budget performance for a project. CV is calculated

by subtracting Actual Costs (AC) from Earned Value (EV).

If CV is zero, then the project is perfectly on budget.

If CV is greater than zero, the project is earning more value than planned thus it’s under

budget.

If CV is less than zero, the project is earning less value than planned thus it’s over



112

budget.

Schedule Performance Index (SPI) measures the progress achieved against that which was

planned. A well performing project should have its SPI as close to 1 as possible, or maybe even

a little less than 1. SPI is calculated as EV/PV.

If EV is equal to PV the value of the SPI is 1.

If EV is less than the PV then the value is less than 1, which means the project is behind

schedule.

If EV is greater than the PV the value of the SPI is greater than one, which means the

project is ahead of schedule.

Cost Performance Index (CPI) measures the value of the work completed compared to the actual

cost of the work completed. CPI is calculated as EV/AC.

If CPI is equal to 1 the project is perfectly on budget.

If the CPI is greater than 1 the project is under budget.

If it’s less than 1 the project is over budget.

Table 17 shows the performance cost and schedule in the next page.

Table 17. PROJECT COST PERFORMANCE

Description

Planned Value,

PV (BCWS)

Earned

Value, EV

(BCWP)

Actual Cost,

AC ( ACWP)

Schedule

Variance, SV Cost Variance, CV

Earned Actual Cost,

EAC

Budgeted Actual

Cost, BAC

Variance Actual Cost,

VAC

Direct Connectors between I-10 and

Highway 99 $0.00 $0.00 $0.00 $0.00 $0.00 $105,116,800.00 $0.00 ($105,116,800.00)

Bridge on highway 99 bypass over I-

10 $0.00 $0.00 $0.00 $0.00 $0.00 $17,775,200.00 $0.00 ($17,775,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $6,826,400.00 $0.00 ($6,826,400.00)

Foundation Excavation $0.00 $0.00 $0.00 $0.00 $0.00 $35,200.00 $0.00 ($35,200.00)

Footing $0.00 $0.00 $0.00 $0.00 $0.00 $2,044,800.00 $0.00 ($2,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $2,060,800.00 $0.00 ($2,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $2,060,000.00 $0.00 ($2,060,000.00)

Abutment backfill $0.00 $0.00 $0.00 $0.00 $0.00 $625,600.00 $0.00 ($625,600.00)

Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $10,948,800.00 $0.00 ($10,948,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $6,108,800.00 $0.00 ($6,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)

Shear Connectors $0.00 $0.00 $0.00 $0.00 $0.00 $20,000.00 $0.00 ($20,000.00)

Deck $0.00 $0.00 $0.00 $0.00 $0.00 $4,112,000.00 $0.00 ($4,112,000.00)

Curbs and Parapets $0.00 $0.00 $0.00 $0.00 $0.00 $648,000.00 $0.00 ($648,000.00)

Direct Connector A $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector B $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector C $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector D $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)

Table 17. PROJECT COST PERFORMANCE


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector E $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector F $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector G $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


Direct Connector H $0.00 $0.00 $0.00 $0.00 $0.00 $9,175,200.00 $0.00 ($9,175,200.00)

substructure $0.00 $0.00 $0.00 $0.00 $0.00 $3,526,400.00 $0.00 ($3,526,400.00)


Footing $0.00 $0.00 $0.00 $0.00 $0.00 $1,044,800.00 $0.00 ($1,044,800.00)

Pier $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,800.00 $0.00 ($1,060,800.00)

Abutment $0.00 $0.00 $0.00 $0.00 $0.00 $1,060,000.00 $0.00 ($1,060,000.00)


Superstructure $0.00 $0.00 $0.00 $0.00 $0.00 $5,648,800.00 $0.00 ($5,648,800.00)

IV Girder $0.00 $0.00 $0.00 $0.00 $0.00 $3,108,800.00 $0.00 ($3,108,800.00)

Deck Forms $0.00 $0.00 $0.00 $0.00 $0.00 $60,000.00 $0.00 ($60,000.00)


Deck $0.00 $0.00 $0.00 $0.00 $0.00 $2,112,000.00 $0.00 ($2,112,000.00)


10 % Contigency cost $0.00 $0.00 $0.00 $0.00 $0.00 $8,200,000.00 $0.00 ($8,200,000.00)

7 % Indirect cost $0.00 $0.00 $0.00 $0.00 $0.00 $5,740,000.00 $0.00 ($5,740,000.00)



115

4.4. Project Quality Management

The Quality Management Plan is an integral part of any project management plan. The purpose of the

Quality Management Plan is to describe how quality will be managed throughout the lifecycle of the

project. It ensures quality planning, assurance, and controls are all conducted [7]. All stakeholders should

be familiar with how quality will be planned, assured, and controlled. Training to staff should be provided

to update the quality control measure and it should become part of the work culture. At site laboratory be

established to check the quality of concrete. Tests are analyzed at site to produce the concrete of desirable

strength. Compaction of concrete is given more attention before final setting. Quality assurance on ground

improves the aesthetic of structures and must always be planned into a project in order to prevent

unnecessary rework, waste, cost, and time. The Texas department of transportation has a standardized

approach to quality; however, the approach must be defined and communicated to all project responsible

personnel’s.

4.4.1 Quality Control Measurements

In this project Quality Management Plan should contain a sample or useable table/log to be used in taking

tests and comparing them against Texas department of transportation standards/requirements. The most

important aspect of this log is to provide documentation of the findings. If actual measurements do not

meet the standards or requirements then some action must be taken.

4.5. Project Human Resource Management

Manager should put the engineers or responsible personnel’s to activities they can perform

better. The characteristic of each individual should be studied in detail to assign the suitable job.

The project is full of staff that will collect data, design the project, and construct the project.

There will be an office on the site equipped with computer, meeting halls, and required facility as

required by specification. It should provide a general description of what the plan includes and



116

explain how the project manager and project team can use the plan to help them manage the

project effectively.

In the human resources management plan, the project will use MS- project as a tool to aid in the

management of the project’s human resource activities throughout the project. Using project

organizational chart the Human Resource Plan provides a graphic display of the project tasks and

team members. The project manager will review each team member’s assigned work activities at

the onset of the project and communicate all expectations of work to be performed.

4.6. Project Communication Management

The purpose of the Communications Management Plan is to define the communication

requirements for the project and how information will be distributed [7]. In this project, there

should be good communication between the client, contractor and consultant for solving

problems that would occur throughout design or construction stage.

Most of a Project Manager’s time is spent communication. To communicate well in this project,

the project manager spent his time measuring and reporting on the performance of the project,

composing and reading emails, conducting meetings, writing the project plan, meeting with team

members, overseeing work being performed. It will serve as a guide for communications

throughout the life of the project and will be updated as communication needs change. Project

communication conducts meeting twice a month. It has a guide that explains communications

rules and how the meetings will be conducted, ensuring successful meetings. As a Project

Manager, it is best to take a proactive role in ensuring effective communications on this project.

4.7. Risk Management

The purpose of the risk management plan is to establish the framework in which the project team



117

will identify risks and develop strategies to mitigate or avoid those risks [7]. Risk managers will

provide status updates on their assigned risks in the bi-weekly project team meetings. In order to

determine the severity of the risks identified, a probability and impact factor was assigned to

each risk. During the bi-weekly project team meeting the Risk Manager for each risk will discuss

the status of that risk. Each risk manager will provide the status of their assigned risk at the bi-

weekly project team meeting for their risk’s planned timeframe.

4.8. Project Procurement Management

The purpose of the Procurement Management Plan is to define the procurement requirements for

the project and how it will be managed from developing procurement documentation through

contract closure. Better documentation will avoid any disputes during the currency and after

completion of contract. The Procurement Management Plan defines items to be procured with

justification statements and timelines, type of contract to be used, contract approval process,

decision criteria, establishing contract deliverables and deadlines, vendor Management, and

performance metrics for procurement activities. It will serve as a guide for managing

procurement throughout the life of the project and will be updated as acquisition needs change. It

clearly identifies the necessary steps and responsibilities for procurement from the beginning to

the end of a project [7].



118

5. Summary and Conclusion

With regard to structural engineering, this project will perform the design and analysis of Pre

stressed Concrete AASHTO Type IV Girder, Abutments, and Concrete deck slabs using

AASHTO Standard Specification. In addition from project management point of view this thesis

layout the plan to manage this project from initiation till completion with respect to the Project

Communication Management, Project Time Management, Project Cost Management, and Project

Quality Management. Project management basically is a tool to complete the project effectively

by balancing cost, time, resource, and scope. Manager should have knowledge sequence of all

the activities. In this project, decision making for both sides the contractor and the client needs to

be fast and time bound otherwise the project will get delayed which will have cost overrun. In

this project, the project management techniques that help to manage effectively throughout the

project are explained well.

In conclusion, in addition to design and analysis of AASHTO IV girders, abutments, and

concrete slab, this project clearly explains the advantage of using pre-stressed concrete products

to construct cost effective, complex long span structure where aesthetic and urban geometric are

significant design consideration.



119

6. References:

1. Bridge Design for the Civil and Structural Professional Engineering Exams, Second Edition

By Robert H. Kim, MSCE, PE and Jai B. Kim, PH.D, PE.

2. Prestressed Concrete, A Fundamental Approach, Fifth Edition, By Professor Edward G.

Nawy.

3. Structural Dynamics, Theory and Computation, Fifth Edition Updated with SAP2000, By

Mario Paz and William Leigh

4. Civil Engineering Reference Manual for the PE Exam, Thirteenth Edition, By Michael R.

Lindeburg, PE.

5. Project Management, A System Approach to Planning, Scheduling, and Controlling, By

Harold Kerzner 2009, PH.D.

6. A Guide to the Project Management Body of Knowledge (PMBOK Guide), Fourth Edition,

2008.

7. Proposed Direct Connectors at State Highway 99/ Interstate Highway 10 Interchange by

Federal Highway Administration and Texas Department of Transportation, Retrieved from

http://www.grandpky.com/downloads/segmentd/CE%20For%20Proposed%20Direct%20Con

nectors%20at%20State%20Highway%2099%20%20Interstate%20Highway%2010%20Interc

hange.pdf

http://www.grandpky.com/downloads/segmentd/CE%20For%20Proposed%20Direct%20Connectors%20at%20State%20Highway%2099%20%20Interstate%20Highway%2010%20Interchange.pdf





120

7. APPENDIX A

FIG.14 PROJECT SCHEDULE

IDTask N

ame

Duration

Start

Finish

1D

irect Connectors

between I-10 and

Highw

ay 99

480days

Sat 9/1/12

Fri7/4/14

2B

ridge on highway

99 bypass over I-10160days

Mon

9/3/12Fri

4/12/13

3substructure

90days

Mon

9/3/12Fri

1/4/134

FoundationE

xcavation10

daysM

on9/3/12

Fri9/14/12

5Footing

20days

Mon

9/17/12Fri

10/12/126

Pier

20days

Mon

10/15/12Fri

11/9/127

Abutm

ent30

daysM

on11/12/12

Fri12/21/12

8A

butment

backfill10

daysM

on12/24/12

Fri1/4/13

9Superstructure

70days

Mon

1/7/13Fri

4/12/1310

IV G

irder20

daysM

on1/7/13

Fri2/1/13

11D

eck Forms

15days

Mon

2/4/13Fri

2/22/1312

Shear

Connectors

5 daysM

on2/25/13

Fri3/1/13

13D

eck20

daysM

on3/4/13

Fri3/29/13

14C

urbs andP

arapets10

daysM

on4/1/13

Fri4/12/13

excavator[200%],G

eneral super intendent,labourer[500%],site engineer,Trucks[350%

]

bar bender[300%],concrete expert[300%

],concrete trucks[300%],G

eneral super intendent,project engineer

bar bender,concrete expert,concrete trucks,General super intendent,heavy load trucks,site engineer

bar bender,concrete trucks,General super intendent,labourer,concrete expert

excavator,General super intendent,project engineer,labourer

bar bender,concrete expert,concrete trucks,crane,heavy load trucks

bar bender,General super intendent,labourer,crane

bar bender,crane,labourer,General super intendent

bar bender,concrete expert,concrete trucks,crane,General super intendent,labourer,project e

bar bender,concrete expert,concrete trucks,crane,labourer

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

1

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

15D

irect Connector A

160days

Mon

9/3/12Fri

4/12/13

16substructure

90days

Mon

9/3/12Fri

1/4/1317

FoundationE

xcavation10

daysM

on9/3/12

Fri9/14/12

18Footing

20days

Mon

9/17/12Fri

10/12/1219

Pier

20days

Mon

10/15/12Fri

11/9/1220

Abutm

ent30

daysM

on11/12/12

Fri12/21/12

21A

butment

backfill10

daysM

on12/24/12

Fri1/4/13

22Superstructure

70days

Mon

1/7/13Fri

4/12/1323

IV G

irder20

daysM

on1/7/13

Fri2/1/13

24D

eck Forms

15days

Mon

2/4/13Fri

2/22/1325

Shear

Connectors

5 daysM

on2/25/13

Fri3/1/13

26D

eck20

daysM

on3/4/13

Fri3/29/13

27C

urbs andP

arapets10

daysM

on4/1/13

Fri4/12/13

28D

irect Connector B

160days

Mon

9/3/12Fri

4/12/13

29substructure

90days

Mon

9/3/12Fri

1/4/1330

FoundationE

xcavation10

daysM

on9/3/12

Fri9/14/12

excavator[200%],G


]












excavator[200%],G


]

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

2

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

31Footing

20days

Mon

9/17/12Fri

10/12/1232

Pier

20days

Mon

10/15/12Fri

11/9/1233

Abutm

ent30

daysM

on11/12/12

Fri12/21/12

34A

butment

backfill10

daysM

on12/24/12

Fri1/4/13

35Superstructure

70days

Mon

1/7/13Fri

4/12/1336

IV G

irder20

daysM

on1/7/13

Fri2/1/13

37D

eck Forms

15days

Mon

2/4/13Fri

2/22/1338

Shear

Connectors

5 daysM

on2/25/13

Fri3/1/13

39D

eck20

daysM

on3/4/13

Fri3/29/13

40C

urbs andP

arapets10

daysM

on4/1/13

Fri4/12/13

41D

irect Connector C

160days

Mon

4/15/13Fri

11/22/13

42substructure

90days

Mon

4/15/13Fri

8/16/1343

FoundationE

xcavation10

daysM

on4/15/13

Fri4/26/13

44Footing

20days

Mon

4/29/13Fri

5/24/1345

Pier

20days

Mon

5/27/13Fri

6/21/1346

Abutm

ent30

daysM

on6/24/13

Fri8/2/13












excavator[200%],G


]



eneral super intendent

bar bender,concrete expert,concrete trucks,General super intendent,heavy load trucks


JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

3

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

47A

butment

backfill10

daysM

on8/5/13

Fri8/16/13

48Superstructure

70days

Mon

8/19/13Fri

11/22/1349

IV G

irder20

daysM

on8/19/13

Fri9/13/13

50D

eck Forms

15days

Mon

9/16/13Fri

10/4/1351

Shear

Connectors

5 daysM

on10/7/13

Fri10/11/13

52D

eck20

daysM

on10/14/13

Fri11/8/13

53C

urbs andP

arapets10

daysM

on11/11/13

Fri11/22/13

54D

irect Connector D

160days

Mon

4/15/13Fri

11/22/13

55substructure

90days

Mon

4/15/13Fri

8/16/1356

FoundationE

xcavation10

daysM

on4/15/13

Fri4/26/13

57Footing

20days

Mon

4/29/13Fri

5/24/1358

Pier

20days

Mon

5/27/13Fri

6/21/1359

Abutm

ent30

daysM

on6/24/13

Fri8/2/13

60A

butment

backfill10

daysM

on8/5/13

Fri8/16/13

61Superstructure

70days

Mon

8/19/13Fri

11/22/1362

IV G

irder20

daysM

on8/19/13

Fri9/13/13





bar bender,concrete expert,concrete trucks,crane,General super intendent


excavator[200%],G


]








JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

4

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

63D

eck Forms

15days

Mon

9/16/13Fri

10/4/1364

Shear

Connectors

5 daysM

on10/7/13

Fri10/11/13

65D

eck20

daysM

on10/14/13

Fri11/8/13

66C

urbs andP

arapets10

daysM

on11/11/13

Fri11/22/13

67D

irect Connector E

160days

Mon

4/15/13Fri

11/22/13

68substructure

90days

Mon

4/15/13Fri

8/16/1369

FoundationE

xcavation10

daysM

on4/15/13

Fri4/26/13

70Footing

20days

Mon

4/29/13Fri

5/24/1371

Pier

20days

Mon

5/27/13Fri

6/21/1372

Abutm

ent30

daysM

on6/24/13

Fri8/2/13

73A

butment

backfill10

daysM

on8/5/13

Fri8/16/13

74Superstructure

70days

Mon

8/19/13Fri

11/22/1375

IV G

irder20

daysM

on8/19/13

Fri9/13/13

76D

eck Forms

15days

Mon

9/16/13Fri

10/4/1377

Shear

Connectors

5 daysM

on10/7/13

Fri10/11/13

78D

eck20

daysM

on10/14/13

Fri11/8/13





excavator[200%],G


]











JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

5

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

79C

urbs andP

arapets10

daysM

on11/11/13

Fri11/22/13

80D

irect Connector F

160days

Mon

11/25/13Fri

7/4/14

81substructure

90days

Mon

11/25/13Fri

3/28/1482

FoundationE

xcavation10

daysM

on11/25/13

Fri12/6/13

83Footing

20days

Mon

12/9/13Fri

1/3/1484

Pier

20days

Mon

1/6/14Fri

1/31/1485

Abutm

ent30

daysM

on2/3/14

Fri3/14/14

86A

butment

backfill10

daysM

on3/17/14

Fri3/28/14

87Superstructure

70days

Mon

3/31/14Fri

7/4/1488

IV G

irder20

daysM

on3/31/14

Fri4/25/14

89D

eck Forms

15days

Mon

4/28/14Fri

5/16/1490

Shear

Connectors

5 daysM

on5/19/14

Fri5/23/14

91D

eck20

daysM

on5/26/14

Fri6/20/14

92C

urbs andP

arapets10

daysM

on6/23/14

Fri7/4/14

93D

irect Connector G

160days

Mon

11/25/13Fri

7/4/14

94substructure

90days

Mon

11/25/13Fri

3/28/14


excavator[200%],G

eneral super intendent,labourer[500%],site engineer,T



ene

bar bender,concrete expert,concrete trucks,General super intenden

bar bender,concrete trucks,General super intendent,labourer,co


bar bender,concrete expert,concrete trucks,crane,heavy loa



bar bender,concrete expert,concrete trucks,crane,Gene

bar bender,concrete expert,concrete trucks,crane,labo

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

6

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

95FoundationE

xcavation10

daysM

on11/25/13

Fri12/6/13

96Footing

20days

Mon

12/9/13Fri

1/3/1497

Pier

20days

Mon

1/6/14Fri

1/31/1498

Abutm

ent30

daysM

on2/3/14

Fri3/14/14

99A

butment

backfill10

daysM

on3/17/14

Fri3/28/14

100Superstructure

70days

Mon

3/31/14Fri

7/4/14101

IV G

irder20

daysM

on3/31/14

Fri4/25/14

102D

eck Forms

15days

Mon

4/28/14Fri

5/16/14103

Shear

Connectors

5 daysM

on5/19/14

Fri5/23/14

104D

eck20

daysM

on5/26/14

Fri6/20/14

105C

urbs andP

arapets10

daysM

on6/23/14

Fri7/4/14

106D

irect Connector H

160days

Mon

11/25/13Fri

7/4/14

107substructure

90days

Mon

11/25/13Fri

3/28/14108

FoundationE

xcavation10

daysM

on11/25/13

Fri12/6/13

109Footing

20days

Mon

12/9/13Fri

1/3/14110

Pier

20days

Mon

1/6/14Fri

1/31/14

excavator[200%],G

eneral super intendent,labourer[500%],site engineer,



ene









excavator[200%],G

eneral super intendent,labourer[500%],site engineer,T



ene


JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

7

Prepared by: D

awit B

ogale


ryan

IDTask N

ame

Duration

Start

Finish

111A

butment

30days

Mon

2/3/14Fri

3/14/14112

Abutm

entbackfill

10days

Mon

3/17/14Fri

3/28/14113

Superstructure70

daysM

on3/31/14

Fri7/4/14

114IV

Girder

20days

Mon

3/31/14Fri

4/25/14115

Deck Form

s15

daysM

on4/28/14

Fri5/16/14

116S

hearC

onnectors5 days

Mon

5/19/14Fri

5/23/14117

Deck

20days

Mon

5/26/14Fri

6/20/14118

Curbs and

Parapets

10days

Mon

6/23/14Fri

7/4/14119

10 %C

ontigency cost0 days

Sat 9/1/12

Sat

9/1/12120

7 % Indirect

cost0 days

Sat 9/1/12

Sat

9/1/12








9/1

9/1

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

May

JulS

epN

ovJan

Mar

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Half

2nd Half

1st Hal

122013

20142015

Task

Critical Task

Milestone

Sum

mary

Rolled U

p Task

Rolled U

p Critical Task

Split

Project S

umm

ary

Deadline

Project S



ay 99

Norw

ich University

8

Prepared by: D

awit B

ogale


ryan



129

8. APPENDIX B

TABLE 18. CASH FLOW

Direct C

onnectors between I-10 and H

ighway 99

Bridge on highw

ay 99 bypass over I-10substructure

Foundation Excavation

$35,200.00Footing

$1,036,800.00$1,008,000.00

Pier

$1,339,520.00$721,280.00

Abutm

ent$1,030,000.00

$1,030,000.00A

butment backfill

$375,360.00$250,240.00

Superstructure

IV G

irder$5,803,360.00

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector A

substructureFoundation E

xcavation $35,200.00

Footing$536,800.00

$508,000.00P

ier$689,520.00

$371,280.00A

butment

$530,000.00$530,000.00

Abutm

ent backfill$195,360.00

$130,240.00S

uperstructureIV

Girder

$2,953,360.00D

eck Forms

Shear C

onnectors D

eckC

urbs and Parapets

Direct C

onnector Bsubstructure


$35,200.00Footing

$536,800.00$508,000.00

Pier

$689,520.00$371,280.00

Abutm

ent$530,000.00

$530,000.00A

butment backfill

$195,360.00$130,240.00

Superstructure

IV G

irder$2,953,360.00

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets

Septem

berO

ctoberN

ovember

Decem

berJanuary

February

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 1

Direct C

onnector Csubstructure


FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector D


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector E


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector F

Septem

berO

ctoberN

ovember

Decem

berJanuary

February

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 2


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector G


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector H


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets 10 %

Contigency cost

$8,200,000.00 7 %

Indirect cost$5,740,000.00

Septem

berO

ctoberN

ovember

Decem

berJanuary

February

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 3

Total$16,156,000.00

$4,742,560.00$3,553,840.00

$2,856,080.00$12,220,800.00

Septem

berO

ctoberN

ovember

Decem

berJanuary

February

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 4

Direct C


ighway 99

Bridge on highw



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

$305,440.00D

eck Forms

$60,000.00S

hear Connectors

$16,000.00$4,000.00

Deck

$4,112,000.00C

urbs and Parapets

$648,000.00D

irect Connector A


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

$155,440.00D

eck Forms

$60,000.00S

hear Connectors

$16,000.00$4,000.00

Deck

$2,112,000.00C

urbs and Parapets

$348,000.00D

irect Connector B


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

$155,440.00D

eck Forms

$60,000.00S

hear Connectors

$16,000.00$4,000.00

Deck

$2,112,000.00C

urbs and Parapets

$348,000.00

FebruaryM

archA

prilM

ayJune

July

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 5

Direct C



$35,200.00Footing

$110,240.00$934,560.00

Pier

$265,200.00$795,600.00

Abutm

ent$176,666.67

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector D



Footing$110,240.00

$934,560.00P

ier$265,200.00

$795,600.00A

butment

$176,666.67A

butment backfill

Superstructure

IV G

irderD

eck Forms

Shear C

onnectors D

eckC

urbs and Parapets

Direct C

onnector Esubstructure


$35,200.00Footing

$110,240.00$934,560.00

Pier

$265,200.00$795,600.00

Abutm

ent$176,666.67

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector F

FebruaryM

archA

prilM

ayJune

July

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 6


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector G


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector H


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets 10 %

Contigency cost

7 % Indirect cost

FebruaryM

archA

prilM

ayJune

July

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 7

Total$844,320.00

$8,348,000.00$1,780,320.00

$3,599,280.00$2,916,800.01

FebruaryM

archA

prilM

ayJune

July

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 8

Direct C


ighway 99

Bridge on highw



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector A


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector B


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets

JulyA

ugustS

eptember

October

Novem

berD

ecember

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 9

Direct C



FootingP

ierA

butment

$812,666.67$70,666.67

Abutm


Superstructure

IV G

irder$1,554,400.00

$1,554,400.00D

eck Forms

$44,000.00$16,000.00

Shear C

onnectors $20,000.00

Deck

$1,478,400.00$633,600.00

Curbs and P

arapets$348,000.00

Direct C

onnector Dsubstructure


FootingP

ierA

butment

$812,666.67$70,666.67

Abutm


Superstructure

IV G

irder$1,554,400.00

$1,554,400.00D

eck Forms

$44,000.00$16,000.00

Shear C


Deck

$1,478,400.00$633,600.00

Curbs and P

arapets$348,000.00

Direct C



FootingP

ierA

butment

$812,666.67$70,666.67

Abutm


Superstructure

IV G

irder$1,554,400.00

$1,554,400.00D

eck Forms

$44,000.00$16,000.00

Shear C


Deck

$1,478,400.00$633,600.00

Curbs and P

arapets$348,000.00

Direct C

onnector F

JulyA

ugustS

eptember

October

Novem

berD

ecember

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 10



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector G



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector H



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets 10 %

Contigency cost

7 % Indirect cost

JulyA

ugustS

eptember

October

Novem

berD

ecember

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 11

Total$2,438,000.01

$5,852,000.01$4,795,200.00

$4,543,200.00$3,038,400.00

JulyA

ugustS

eptember

October

Novem

berD

ecember

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 12

Direct C


ighway 99

Bridge on highw



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector A


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector B


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapets

Decem

berJanuary

FebruaryM

archA

prilM

ay

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 13

Direct C



FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector D


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector E


xcavation FootingP

ierA

butment

Abutm

ent backfillS

uperstructureIV

Girder

Deck Form

s S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector F

Decem

berJanuary

FebruaryM

archA

prilM

ay

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 14


xcavation $4,000.00

Footing$892,400.00

$152,400.00P

ier$1,060,800.00

Abutm

ent$706,666.67

$353,333.33A

butment backfill

$325,600.00S

uperstructureIV

Girder

$155,440.00$2,953,360.00

Deck Form

s $12,000.00

Shear C

onnectors D

eckC

urbs and Parapets

Direct C

onnector Gsubstructure


$4,000.00Footing

$892,400.00$152,400.00

Pier

$1,060,800.00A

butment

$706,666.67$353,333.33

Abutm


Superstructure

IV G

irder$155,440.00

$2,953,360.00D

eck Forms

$12,000.00S

hear Connectors

Deck

Curbs and P

arapetsD

irect Connector H


xcavation $4,000.00

Footing$892,400.00

$152,400.00P

ier$1,060,800.00

Abutm

ent$706,666.67

$353,333.33A

butment backfill

$325,600.00S

uperstructureIV

Girder

$155,440.00$2,953,360.00

Deck Form

s $12,000.00

Shear C

onnectors D

eckC

urbs and Parapets

10 % C

ontigency cost 7 %

Indirect cost

Decem

berJanuary

FebruaryM

archA

prilM

ay

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 15

Total$2,689,200.00

$3,639,600.00$2,120,000.01

$2,503,119.99$8,896,080.00

Decem

berJanuary

FebruaryM

archA

prilM

ay

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 16

Direct C


ighway 99

Bridge on highw



$35,200.00Footing

$2,044,800.00P

ier$2,060,800.00

Abutm

ent$2,060,000.00

Abutm


Superstructure

IV G

irder$6,108,800.00

Deck Form

s $60,000.00

Shear C


Deck

$4,112,000.00C

urbs and Parapets

$648,000.00D

irect Connector A



Footing$1,044,800.00

Pier

$1,060,800.00A

butment

$1,060,000.00A

butment backfill

$325,600.00S

uperstructureIV

Girder

$3,108,800.00D

eck Forms

$60,000.00S

hear Connectors

$20,000.00D

eck$2,112,000.00

Curbs and P

arapets$348,000.00

Direct C

onnector Bsubstructure


$35,200.00Footing

$1,044,800.00P

ier$1,060,800.00

Abutm

ent$1,060,000.00

Abutm


Superstructure

IV G

irder$3,108,800.00

Deck Form

s $60,000.00

Shear C


Deck

$2,112,000.00C

urbs and Parapets

$348,000.00

TotalM

ayJune

JulyA

ugust

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 17

Direct C



$35,200.00Footing

$1,044,800.00P

ier$1,060,800.00

Abutm

ent$1,060,000.01

Abutm


Superstructure

IV G

irder$3,108,800.00

Deck Form

s $60,000.00

Shear C


Deck

$2,112,000.00C

urbs and Parapets

$348,000.00D

irect Connector D



Footing$1,044,800.00

Pier

$1,060,800.00A

butment

$1,060,000.01A

butment backfill

$325,600.00S

uperstructureIV

Girder

$3,108,800.00D

eck Forms

$60,000.00S

hear Connectors

$20,000.00D

eck$2,112,000.00

Curbs and P

arapets$348,000.00

Direct C



$35,200.00Footing

$1,044,800.00P

ier$1,060,800.00

Abutm

ent$1,060,000.01

Abutm


Superstructure

IV G

irder$3,108,800.00

Deck Form

s $60,000.00

Shear C


Deck

$2,112,000.00C

urbs and Parapets

$348,000.00D

irect Connector F

TotalM

ayJune

JulyA

ugust

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 18



Footing$1,044,800.00

Pier

$1,060,800.00A

butment

$1,060,000.00A

butment backfill

$325,600.00S

uperstructureIV

Girder

$3,108,800.00D

eck Forms

$48,000.00$60,000.00

Shear C


$20,000.00D

eck$528,000.00

$1,584,000.00$2,112,000.00

Curbs and P

arapets$208,800.00

$139,200.00$348,000.00

Direct C

onnector Gsubstructure


$35,200.00Footing

$1,044,800.00P

ier$1,060,800.00

Abutm

ent$1,060,000.00

Abutm


Superstructure

IV G

irder$3,108,800.00

Deck Form

s $48,000.00

$60,000.00S

hear Connectors

$20,000.00$20,000.00

Deck

$528,000.00$1,584,000.00

$2,112,000.00C

urbs and Parapets

$208,800.00$139,200.00

$348,000.00D

irect Connector H



Footing$1,044,800.00

Pier

$1,060,800.00A

butment

$1,060,000.00A

butment backfill

$325,600.00S

uperstructureIV

Girder

$3,108,800.00D

eck Forms

$48,000.00$60,000.00

Shear C


$20,000.00D

eck$528,000.00

$1,584,000.00$2,112,000.00

Curbs and P

arapets$208,800.00

$139,200.00$348,000.00

10 % C

ontigency cost$8,200,000.00

7 % Indirect cost

$5,740,000.00

TotalM

ayJune

JulyA

ugust

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 19

Total$1,788,000.00

$5,378,400.00$417,600.00

$105,116,800.03Total

May

JuneJuly

August

Cash Flow

as of Sun 8/12/12

Direct C


ay 99D

awit B

ogale

Page 20



151

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