S E C T I O N 9 0 5 -- P R O P O S A L (CONTINUED)

I (We) hereby certify by digital signature and electronic submission via Bid Express of the Section 905 proposal below, that all certifications, disclosures and affidavits incorporated herein are deemed to be duly executed in the aggregate, fully enforceable and binding upon delivery of the bid proposal. I (We) further acknowledge that this certification shall not extend to the bid bond or alternate security which must be separately executed for the benefit of the Commission. This signature does not cure deficiencies in any required certifications, disclosures and/or affidavits. I (We) also acknowledge the right of the Commission to require full and final execution on any certification, disclosure or affidavit contained in the proposal at the Commission’s election upon award. Failure to so execute at the Commission’s request within the time allowed in the Standard Specifications for execution of all contract documents will result in forfeiture of the bid bond or alternate security. Bidder acknowledges receipt of and has added to and made a part of the proposal and contract documents the following addendum (addenda):

ADDENDUM NO. 1 DATED 8/21/2018 ADDENDUM NO. DATED ADDENDUM NO DATED ADDENDUM NO. DATED ADDENDUM NO DATED ADDENDUM NO. DATED

Number Description TOTAL ADDENDA: 1 (Must agree with total addenda issued prior to opening of bids) Respectfully Submitted,

DATE

Contractor

BY Signature

TITLE

ADDRESS

CITY, STATE, ZIP

PHONE

FAX

E-MAIL

1 Revised Table of Contents; Added SP 907-803-2; Revised Bid Items; Revised or Added Plan Sheet Nos. 2,7, & 8001-8003; Amendment EBS Download Required.

(To be filled in if a corporation) Our corporation is chartered under the Laws of the State of and the names, titles and business addresses of the executives are as follows:

President Address

Secretary Address

Treasurer Address The following is my (our) itemized proposal.

BR-0231-00(080)/ 104474301000 Jackson County(ies)

Revised 01/26/2016

MISSISSIPPI DEPARTMENT OF TRANSPORTATION

TABLE OF CONTENTS

PROJECT: BR-0231-00(080)/104474301 - Jackson

Section 901 - Advertisement

Section 904 - Notice to Bidders#1 Governing Specification

#2 Status of ROW, w/ Attachments

#3 Final Cleanup

#6 Storm Water Discharge Associated with Construction Activity(> 5 Acres)

#7 Disadvantaged Business Enterprise In Federal-Aid Highway Construction, w/Supplement

#9 Federal Bridge Formula

#10 DUNS Requirement for Federal Funded Projects

#12 MASH Compliant Devices

#21 Intermediate Diaphragms

#113 Tack Coat

#114 Right-of-Way Plat

#296 Reduced Speed Limit Signs

#445 Mississippi Agent and Qualified Nonresident Agent

#516 Errata and Modifications to the 2017 Standard Specifications

#757 Additional Erosion Control Requirements

#786 Contract Time

#787 Specialty Items

#788 Placement of Fill Material in Federally Regulated Areas

906 Required Federal Contract Provisions -- FHWA 1273, w/Supplements

Section 907 - Special Provisions907-102-2 Bidding Requirements and Conditions

907-103-2 Award and Execution of Contract

907-107-2 Contractor's Erosion Control Plan

907-803-2 PDA Test Pile and Conventional Load Test

Section 905 - Proposal, Proposal Bid Items, Combination Bid Proposal

Certification of Performance - Prior Federal-Aid Contracts

Certification Regarding Non-Collusion, Debarment and Suspension

SAM.GOV Registration and DUNS Number

Section 902 - Contract Form

Section 903 - Contract Bond Forms

Form -- OCR-485

Pile Data Form

Progress Schedule

(REVISIONS TO THE ABOVE WILL BE INDICATED ON THE SECOND SHEETOF SECTION 905 AS ADDENDA)

08/21/2018 02:18 PM

1

MISSISSIPPI DEPARTMENT OF TRANSPORTATION SPECIAL PROVISION NO. 907-803-2 CODE: (SP) DATE: 08/20/2018 SUBJECT: PDA Test Pile and Conventional Load Test PROJECT: BR-0231-00(080) / 104474301 – Jackson County Section 803, Deep Foundations, of the 2017 Edition of the Mississippi Standard Specifications for Road and Bridge Construction is hereby amended as follows. 907-803.03--Construction Requirements. 907-803.03.1--Driven Piles. 907-803.03.1.9--Determination of Bearing Value of Piling. 907-803.03.1.9.4--Determination of Bearing Value by Static Load Testing. 907-803.03.1.9.4.2--Conventional Static Load Testing of Piling. Delete Subsections 803.03.1.9.4.2.1, 803.03.1.9.4.2.2, & 803.03.1.9.4.2.3 on pages 908 thru 910, and substitute the following. 907-803.03.1.9.4.2.1--General. One pile shall be static load tested with PDA monitoring (one HP 14 x 117) and shall be installed as indicated in the plans to the specified tip elevations or as directed by the Engineer. The sequence of work is as follows:

1. Perform PDA-monitoring during the initial drive installation of the test pile. 2. Perform PDA-monitored restrike 24 hours after initial drive. 2. Drive anchor piles and build reaction frame. 3. Following 7-day minimum waiting period starting after last anchor pile is driven perform

a static load test to failure to determine the ultimate bearing capacity of the pile. 4. Perform PDA-monitored restrike 24 hours after completion of the end of the static load

test. Performance requirements related to pile installation, PDA testing, and static load tests and measurement are described in Subsection 803.04.11 -- PDA Test Piles and Conventional Load Test. HP 14 x 117 Static Load Test near Station 494+40 The pile to be static load tested shall be located near Station 494+40 along the existing centerline of S.R. 613 and shall be 80 feet in length. The pile shall be driven to a tip elevation of EL -55.5 feet following the excavation of the existing embankment to EL 14.5 feet. For the HP 14 x 117 pile to be static load tested, the maximum anticipated failure load is 500 kips.

- 2 - S.P. No. 907-803-2 -- Cont’d.

907-803.03.1.9.4.2.2--Contractor Requirements. The Contractor shall be responsible for furnishing the following for the static load test:

(a) A reaction load frame capable of resisting a total load of at least 1.5 times the anticipated failure load called for herein. The frame shall consist of a beam or girder that will carry the above load while sustaining only minor deflections in the reaction system. The beam or girder shall be attached to a system of anchor piles. The anchor piles shall not be closer to the test pile than five times the diameter (width) of the pile to be tested and not less than eight feet (8-feet). See Figure 1 for additional reaction load frame requirements.

(b) A hydraulic jack that has been calibrated for the full range of anticipated loads in accordance with AASHTO T 67 (ASTM E 4) at least once. The jack shall be capable of be applying at least 120% of the maximum anticipated test load (anticipated failure load) called for. The pressure gauge shall be calibrated within one year preceding the time of use and whenever there is a reason to doubt the accuracy of the results. The Contractor shall furnish a certificate of calibration for the hydraulic jack at the time of static load testing. In addition, the Contractor shall furnish a properly constructed load cell in series with the hydraulic jack. The Contractor shall furnish a certificate of calibration for the load cell at the time of static load testing. The calibration shall have been performed to at least the maximum anticipated jack load and within six (6) months of the load test.

(c) A measuring frame or a reference beam for measuring the movement of the pile during testing. Two dial gauges, supplied by the Department, will be attached to the pile as indicated on Figure 1. Each dial gauge shall be actuated by its stem or by a stem attachment resting on the measuring frame. The supports for the measuring frame shall be placed the maximum practical distance from the test pile and the anchor piles for the reaction load frame. In no case should the measuring frame be affected by movement of the test pile or the anchor piles.

(d) In the case of an out-of-position pile, the pile shall be removed or cut-off after the completion of all testing such that the remaining pile is at least two feet (2-feet) below the ground or mud line.

907-803.03.1.9.4.2.3--Methods and Equipment. Personnel from the Department's Geotechnical Branch will assist in the setup and will be responsible for the running of the test. The Department will be responsible for providing dial gauges and associated measuring instrumentation. The static load test will be performed in accordance with ASTM D 1143-07, Procedure "A - Quick Test Method." Attention is called to ASTM D1143-07, Subsection 9.1.5: "The test beam(s), reaction frame, anchor piles and other anchoring devices, test boxes, and their connections and supports shall be designed and approved by a qualified engineer and installed to transmit the required loads with an adequate factor of safety." A waiting period of at least seven (7) calendar days shall be observed beginning after all the reaction piles have been driven but prior to static load testing.

- 3 - S.P. No. 907-803-2 -- Cont’d.

Static Load Test

Note: Drawing Not to Scale

Figure 1

907-803.05--Basis of Payment. Add the following to the list of pay items on page 935. 907-803-H: PDA Test Pile and Conventional Load Test - per each

Pile

Reaction Frame

10.75” dia. Load Cell 1” Steel Bearing Plates

The minimum opening between the top of the pile and the reaction

frame shall be approximately 14” plus the height of the jack. For

piling greater than 24” in dia. (width) additional opening may be required.

Dial Gauges (To Be Supplied by Department)

Measuring Frame

Line No. Item Code Adj Code Quantity Units Description [Fixed Unit Price]

Section 905

JACKSON

BR-0231-00(080)/104474301

Bridge Replacement on SR 613 over Black Creek (Bridge No. 13.6), known as Federal Aid Project No. BR-0231-00(080) / 104474301 in Jackson County.

Proposal (Sheet 2 - 1)

Roadway Items

Lump Sum0010 201-A001 1 Clearing and Grubbing

Lump Sum0020 202-A001 1 Removal of Obstructions

Square Yard0030 202-B007 5,749 Removal of Asphalt Pavement, All Depths

Linear Feet0040 202-B136 635 Removal of Guard Rail

Linear Feet0050 202-B191 109 Removal of Pipe, 8" And Above

Cubic Yard0060 (E)203-A001 4,184 Unclassified Excavation, FM, AH

Cubic Yard0070 (E)203-EX018 24,685 Borrow Excavation, AH, FME, Class B7-6

Cubic Yard0080 (S)206-A001 126 Structure Excavation

Cubic Yard0090 (E)206-B001 30 Select Material for Undercuts, Contractor Furnished, FM

Square Yard0100 209-A005 8,304 Geotextile Stabilization, Type V, Non-Woven

Cubic Yard0110 (E)211-B001 100 Topsoil for Slope Treatment, Contractor Furnished

Ton0120 213-C001 3 Superphosphate

Square Yard0130 216-A001 289 Solid Sodding

Square Yard0140 217-A001 640 Ditch Liner

Thousand Gallon0150 219-A001 3 Watering [$20.00]

Acre0160 220-A001 6 Insect Pest Control [$30.00]

Cubic Yard0170 (S)221-A001 56 Concrete Paved Ditch

Acre0180 223-A001 12 Mowing [$50.00]

Square Yard0190 224-A001 1,691 Soil Reinforcing Mat

Acre0200 225-A001 6 Grassing

Ton0210 225-B001 3 Agricultural Limestone

Ton0220 225-C001 12 Mulch, Vegetative Mulch

Acre0230 226-A001 6 Temporary Grassing

Linear Feet0240 234-A001 5,588 Temporary Silt Fence

Linear Feet0250 234-C001 450 Super Silt Fence

Linear Feet0260 237-A002 1,250 Wattles, 20"

Ton0270 249-A001 20 Riprap for Erosion Control

Ton0280 (BA1)403-A003 693 12.5-mm, ST, Asphalt Pavement

Ton0290 (BA1)403-A006 942 19-mm, ST, Asphalt Pavement

Ton0300 (BA1)403-A015 738 9.5-mm, ST, Asphalt Pavement

Ton0310 (BA1)403-C003 250 19-mm, ST, Asphalt Pavement, Trench Widening

Square Yard0320 406-A002 46 Cold Milling of Bituminous Pavement, All Depths

Gallon0330 (A2)407-A001 930 Asphalt for Tack Coat

(Date Printed 08/21/18) (Addendum No. 1)

Line No. Item Code Adj Code Quantity Units Description [Fixed Unit Price]

Section 905

JACKSON

BR-0231-00(080)/104474301

Proposal (Sheet 2 - 2)

Linear Feet0340 413-E001 94 Sawing and Sealing Transverse Joints in Asphalt Pavement

Mile0350 423-A001 1 Rumble Strips, Ground In

Square Yard0360 501-K001 198 Transverse Grooving

Square Yard0370 (C)502-A001 205 Reinforced Cement Concrete Bridge End Pavement

Cubic Yard0380 (S)601-B001 1 Class "B" Structural Concrete, Minor Structures

Cubic Yard0390 (S)601-B002 2 Class "C" Structural Concrete, Minor Structures

Linear Feet0400 (S)603-ALT003 148 18" Type A Alternate Pipe

Linear Feet0410 (S)603-ALT006 28 24" Type A Alternate Pipe

Linear Feet0420 (S)603-CA056 72 36" Reinforced Concrete Pipe, Class III, Rubber Type Gaskets

Each0430 (S)603-CB006 2 36" Reinforced Concrete End Section

Square Yard0440 (S)605-AA001 58 Geotextile for Subsurface Drainage, Type III

Linear Feet0450 (S)605-O002 104 4" Perforated Sewer Pipe for Underdrains, SDR 23.5

Linear Feet0460 (S)605-P002 20 4" Non-perforated Sewer Pipe for Underdrains, SDR 23.5

Cubic Yard0470 (GY)605-W001 4 Filter Material for Combination Storm Drain and/or Underdrains,Type A,FM

Linear Feet0480 606-B001 400 Guard Rail, Class A, Type 1

Each0490 606-D022 4 Guard Rail, Bridge End Section, Type I

Each0500 606-E001 4 Guard Rail, Terminal End Section

Linear Feet0510 (S)615-A002 40 Concrete Bridge End Barrier, 33.5"

Each0520 617-A001 20 Right-of-Way Marker

Lump Sum0530 618-A001 1 Maintenance of Traffic

Square Feet0540 619-D1001 389 Standard Roadside Construction Signs, Less than 10 Square Feet

Square Feet0550 619-D2001 343 Standard Roadside Construction Signs, 10 Square Feet or More

Linear Feet0560 619-G4001 48 Barricades, Type III, Double Faced

Each0570 619-G7001 6 Warning Lights, Type "B"

Lump Sum0580 620-A001 1 Mobilization

Linear Feet0590 626-C001 5,400 6" Thermoplastic Double Drop Edge Stripe, Continuous White

Linear Feet0600 626-D004 2,700 6" Thermoplastic Traffic Stripe, Skip Yellow

Linear Feet0610 626-E003 3,426 6" Thermoplastic Traffic Stripe, Continuous Yellow

Each0620 627-D001 50 Two-Way Yellow Reflective Raised Markers

Square Feet0630 630-A001 12 Standard Roadside Signs, Sheet Aluminum, 0.080" Thickness

Square Feet0640 630-A003 18 Standard Roadside Signs, Sheet Aluminum, 0.125" Thickness

Linear Feet0650 630-C003 99 Steel U-Section Posts, 3.0 lb/ft

Each0660 630-F006 22 Delineators, Guard Rail, White

(Date Printed 08/21/18) (Addendum No. 1)

Line No. Item Code Adj Code Quantity Units Description [Fixed Unit Price]

Section 905

JACKSON

BR-0231-00(080)/104474301

Proposal (Sheet 2 - 3)

Each0670 630-G005 4 Type 3 Object Markers, OM-3R or OM-3L, Post Mounted

Lump Sum0680 699-A001 1 Roadway Construction Stakes

Ton0690 (S)815-A007 20 Loose Riprap, Size 300

Ton0700 (GT)304-F001 6,644 3/4" and Down Crushed Stone Base

ALTERNATE GROUP AA NUMBER 1

Ton0710 (GT)304-F002 6,644 Size 610 Crushed Stone Base

ALTERNATE GROUP AA NUMBER 2

Ton0720 (GT)304-F003 6,644 Size 825B Crushed Stone Base

ALTERNATE GROUP AA NUMBER 3

Cubic Yard0730 (GY)605-W002 67 Filter Material for Combination Storm Drain and/or Underdrains,Type B, FM

ALTERNATE GROUP BB NUMBER 1

Cubic Yard0740 (GY)605-W003 67 Filter Material for Combination Storm Drain and/or Underdrains,Type C, FM

ALTERNATE GROUP BB NUMBER 2

Bridge Items

Square Yard0750 501-K001 933 Transverse Grooving

Linear Feet0770 (S)803-D005 2,940 HP 14 x 117 Steel Piling

Each0780 (S)803-I003 2 PDA Test Pile, HP Steel Pile

Each0790 (S)803-J001 2 Pile Restrike

Cubic Yard0800 (S)804-A001 116 Bridge Concrete, Class AA

Cubic Yard0810 (S)804-A004 269 Bridge Concrete, Class BD

Linear Feet0820 (S)804-C104 1,249 70' Prestressed Concrete Beam, Type III

Pounds0830 (S)805-A001 81,180 Reinforcement

Linear Feet0840 (S)813-A002 424 Concrete Railing, 32"

Ton0850 (S)815-A007 3,134 Loose Riprap, Size 300

Square Yard0860 (S)815-E001 2,010 Geotextile under Riprap

Each8062 (S)907-803-H001 1 PDA Test Pile and Conventional Load Test

(Date Printed 08/21/18) (Addendum No. 1)

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OF

STR

UC

TUR

ES, A

SST.

STA

TE B

RID

GE

ENG

INEE

R -

SC

OTT

WES

TER

FIEL

D, P

.E.

DIR

ECTO

R O

F ST

RU

CTU

RES

, STA

TE B

RID

GE

ENG

INEE

R -

JU

STIN

WA

LKER

. P.E

.

BR-0231-00(080)

104474-301000

RE

QU

IRE

D U

LT

IMA

TE

PIL

E B

EA

RIN

G C

AP

AC

ITY

AN

D T

IP E

LE

VA

TIO

N S

CH

ED

UL

E

Ben

t N

o.

(T

on

s)

Req

'd B

earin

gL

en

gth

Esti

mate

dP

ile t

yp

e

Steel

Pil

ing

L.F

.

Bri

dge

C.Y

.

Rein

force-

ment

L.F

.S

.Y.

Rip

rap

Under

Geote

xti

le

(300#)

Rip

rap

Lo

ose

To

n

Item

Locati

on

Spans

End B

ents

Int.

Bents

Total

Each

Test

Each

PD

AT

ran

sv

erse

Gro

ovin

g

S.Y

.

HP

14X

117

Each

Pil

e

Restr

ike

C.Y

.

Cla

ss A

A

Bri

dge

Pil

e S

ize

ES

TIM

AT

ED

QU

AN

TIT

IES

1 2 3 4

Steel

HP

14

"x

11

7"

HP

14

"x

11

7"

HP

14

"x

11

7"

HP

14

"x

11

7"

-1

2.9

-1

7.3

-1

7.3

-1

2.9

70

'

111

L.F

.

1,2

48.5

0

1,2

48.5

02

2

For a

ddit

ional

pil

e e

ncasem

ent

deta

ils s

ee W

orkin

g N

o. 2.

NO

TE

:

Lim

it

Co

ntr

oll

ing

Facto

r

LF

RD

Resis

tan

ce

Strength I

0.8

0

0.8

0

0.8

0

0.8

0

Strength I

Strength I

Strength I

70

'

70

'

70

'

Steel

Steel

Steel

18

1,1

80

10

,97

7

66

,77

0

3,4

33

3,1

34

3,1

34

2,0

10

2,0

10

20

18

-01

-12

BR

-02

31

-00

(08

0)

10

44

74

301000

JAC

KS

ON

BR

-02

31

-00

(08

0)

4.3

3

42

0.0

0

42

4.3

3

93

3.3

3

93

3.3

3

70.4

1

45.1

7

11

5.5

8

26

9.1

1

26

9.1

1

2,1

70.0

770.0

2,9

40.0

1

ST

AM

in.

Lg

th.~

Ft.

Tip

Ele

vati

on

-5

5.5

SC

HE

DU

LE

ST

AT

IC

TE

ST

PIL

E

49

4+

40

80

R

egis

tered P

rofessio

nal

Engin

eer.

v

erif

icati

on c

alc

ula

tions s

hall

be p

repared a

nd s

tam

ped b

y a

Mis

sis

sip

pi

Th

e B

RID

GE

SU

PE

RS

TR

UC

TU

RE

CO

NS

TR

UC

TIO

N P

LA

N a

nd

th

e d

eck

th

ick

ness

E

ng

in

eer.

D

irector o

f S

tructures, S

tate B

ridge E

ngineer f

or r

eview

, through t

he P

roject

r

em

ediation m

easures t

o c

orrect f

or t

hin d

eck a

reas s

hall b

e s

ubm

itted t

o t

he

Three (

3) c

opie

s o

f t

he d

eck t

hic

kness v

erif

icati

on c

alc

ula

tions a

nd a

ny p

roposed

d

ue t

o a

pplied p

erm

anent d

ead l

oad.

d

eck g

rade e

levati

ons o

ver e

ach g

irder p

lus t

he a

nti

cip

ate

d g

irder d

efle

cti

on

i

nclu

de a

co

mp

ariso

n o

f t

he e

rected

gird

er t

op

flan

ge p

ro

files v

ersu

s t

he p

lan

d

eck t

hic

kness v

erif

icati

on c

alc

ula

tions f

or e

ach g

irder. T

hese c

alc

ula

tions s

hall

Afte

r g

ird

er e

recti

on

an

d p

rio

r t

o d

eck

co

nstr

ucti

on

, th

e C

on

tracto

r s

hall

su

bm

it

t

em

po

rary

fals

ew

ork

used

du

rin

g s

up

erstr

uctu

re c

on

str

ucti

on

.

a

nd w

eb d

isto

rti

on. T

his

subm

itta

l shall

als

o i

nclu

de c

alc

ula

tions a

nd d

eta

ils o

f

s

ystem

s u

sed

to

en

su

re g

ird

er s

tab

ility

an

d t

o c

ou

nter t

he e

ffects o

f g

ird

er t

ilt

l

oad

ing

, an

d s

hall

in

clu

de c

alc

ula

tio

ns a

nd

deta

ils o

f t

em

po

rary

gir

der b

racin

g

l

imit

ed t

o, constr

ucti

on p

hasin

g, pourin

g s

chedule

s, appli

ed p

erm

anent

and c

onstr

ucti

on

m

eth

od

olo

gie

s u

sed

by

th

e C

on

tracto

r a

nd

sh

all

co

nsid

er e

ffects

in

clu

din

g,

bu

t n

ot

a

n e

recti

on

an

d c

on

str

ucti

on

pro

ced

ure t

hat

ad

dresses t

he c

on

str

ucti

on

mean

s a

nd

F

abric

ato

r t

o p

repare s

teel

gir

der s

hop d

raw

ings. T

his

subm

itta

l shall

als

o i

nclu

de

g

rade e

levati

ons. Inform

ati

on i

n t

his

subm

itta

l shall

be u

sed b

y t

he g

irder

p

aram

ete

rs u

sed

by

th

e C

on

tracto

r t

o d

ete

rm

ine b

rid

ge g

ird

er d

efle

cti

on

s a

nd

fo

rm

E

ngin

eer. T

his

subm

itta

l shall

inclu

de a

ll c

alc

ula

tions,

assum

pti

ons a

nd

t

he D

irector o

f S

tructures, S

tate B

ridge E

ngineer f

or r

eview

, through t

he P

roject

c

op

ies o

f a

pro

po

sed

BR

ID

GE

SU

PE

RS

TR

UC

TU

RE

CO

NS

TR

UC

TIO

N P

LA

N t

o

Prio

r t

o f

orm

wo

rk

co

nstr

ucti

on

, th

e C

on

tracto

r s

hall

su

bm

it t

hree (

3)

r

eq

uir

em

en

ts f

or b

rid

ge d

eck

sm

oo

thn

ess.

r

eq

uir

em

en

ts o

f t

he p

lan

s a

nd

sp

ecif

icati

on

s i

nclu

din

g,

bu

t n

ot

lim

ited

to

, th

e

It i

s t

he C

on

tracto

r's

resp

on

sib

ility

to

co

nstru

ct t

he b

rid

ge t

o m

eet t

he

f

ro

m t

he d

efle

cti

on

dia

gram

s s

ho

wn

in

th

ese p

lan

s.

d

esig

n a

nd

esti

mati

on

pu

rp

oses o

nly

. A

ctu

al

brid

ge g

ird

er d

efle

cti

on

s m

ay

dif

fer

Th

e g

ird

er d

efle

cti

on

dia

gram

s s

ho

wn

in

th

ese p

lan

s w

ere p

rep

ared

an

d i

nte

nd

ed

fo

r

NO

TE

:

Ben

t N

o.M

in.

Lg

th.~

Ft.

Tip

Ele

vati

on

385

-5

5.5

PD

A T

ES

T P

IL

E S

CH

ED

UL

E

480

-5

6.0

Ele

vati

on

Min

imum

Tip

122.0

236.0

236.0

122.0

GE

NE

RA

L N

OT

ES

:

Ty

pe I

II

Concrete

Beam

s

70 F

T. P

rest.

PIL

E N

OT

ES

:

Cla

ss B

D

b

e i

ncluded i

n t

he p

rices a

nd p

aym

ents f

or b

id i

tem

s.

n

ot

be p

aid

fo

r d

irectl

y a

nd

co

mp

en

sati

on

th

erefo

r w

ill

Wo

rk f

or w

hic

h n

o p

ay

ite

m i

s p

ro

vid

ed

in

th

e p

ro

po

sal

wil

l

o

therw

ise n

oted.

Rein

forcin

g s

teel

shall

be A

ST

M A

615, G

rade 6

0, unle

ss

f

inis

h i

n a

cco

rd

an

ce w

ith

th

e s

pecif

icati

on

s.

Concrete s

urfaces s

hall r

eceive a

Class 2

rubbed o

r s

pray

E

ng

in

eer.

a

fter n

otification f

rom

the D

irector o

f S

tructures, S

tate B

ridge

t

he p

ro

vid

ed

cam

ber d

ata.

Th

erefo

re,

deck

grad

es s

ho

uld

be s

et o

nly

s

hould

be a

ware t

hat

the d

efle

cti

on d

iagram

may b

e m

odif

ied b

ased o

n

The C

ontr

acto

r s

hall

provid

e c

am

ber d

ata

afte

r e

recti

on. T

he C

ontr

acto

r

p

rio

r t

o s

hip

pin

g.

Th

e F

ab

ric

ato

r s

hall

pro

vid

e c

am

ber d

ata

at

rele

ase a

nd

im

med

iate

ly

S

tate

Brid

ge E

ngin

eer f

or a

pproval

prio

r t

o t

he m

anufactu

re o

f b

eam

s.

p

lan, shall b

e s

ubm

itted i

n d

uplicate t

o t

he D

irector o

f S

tructures,

Shop d

raw

ings o

f p

restr

essed b

eam

s, in

clu

din

g a

n e

recti

on

a

re n

ot a

cceptable.

M

issis

sip

pi

Sta

ndard S

pecif

icati

ons. P

arti

al

subm

itta

ls

b

e f

urn

ish

ed

in

acco

rd

an

ce w

ith

Sectio

n 8

05

of t

he

Rein

forcem

ent

order l

ists

and r

equir

ed p

lacin

g p

lans s

hall

S

tru

ctu

res" (

AC

I 3

15

R-9

4).

S

tan

dard

Practi

ce f

or D

eta

ilin

g R

ein

forced C

oncrete

Bar b

en

din

g d

eta

ils s

hall

be i

n a

cco

rd

an

ce w

ith

"M

an

ual

of

c

onstruction o

f e

nd b

ents.

No p

aym

ent

wil

l be a

llow

ed f

or e

xcavati

on i

ncid

enta

l to

the

o

therw

ise n

oted.

Rail

ing e

xpansio

n j

oin

t m

ate

ria

l shall

be b

itum

inous f

iber t

ype u

nle

ss

Brid

ge c

oncrete

shall

be c

lass "

AA

" o

r "

BD

" a

s i

ndic

ate

d i

n p

lans.

S

pan D

eta

ils f

or l

imit

s o

f t

ransverse g

roovin

g o

n b

rid

ge d

eck.

S

ectio

ns 5

01

an

d 8

04

of t

he s

pecificatio

ns.

See M

isc.

m

ech

an

icall

y t

ran

sv

erse g

ro

ov

ed

in

acco

rd

an

ce w

ith

The f

inal

surface t

extu

re o

f t

he b

rid

ge d

eck s

hall

be

p

rice a

djustm

ent.

E

ngin

eer p

rovid

ed s

uch c

hanges w

ill

not

be c

ause f

or c

ontr

act

m

ay

be a

uth

orized

by

th

e D

irecto

r o

f S

tru

ctu

res,

State B

rid

ge

M

ino

r c

han

ges i

n d

eta

il o

f d

esig

n o

r c

on

str

ucti

on

pro

ced

ure

a

pproval o

f t

he D

irector o

f S

tructures, S

tate B

ridge E

ngineer.

No c

hange o

f p

lans w

ill

be p

erm

itte

d e

xcept

by w

rit

ten

R

oad a

nd B

rid

ge C

onstr

ucti

on, 2017.

Mis

sis

sip

pi

Sta

nd

ard

Sp

ecif

icati

on

s f

or

32"

Rail

ing,

Concrete

Lb

s.

Co

ncrete

,C

on

crete

,

Pil

e

1

a

24-hour r

estrike f

ollow

ing c

om

pletion o

f t

he s

tatic l

oad t

est.

Sta

tic T

est

Pil

es i

nclu

de P

DA

monit

orin

g d

urin

g t

he i

nit

ial

driv

e a

nd

S

tate B

ridge E

ngineer.

a

lternative h

am

mer i

s a

pproved b

y t

he D

irector's

of S

tructures,

C

on

tracto

r's

driv

ab

ilit

y a

naly

sis

uti

lizin

g t

he C

on

tracto

r's

sele

cte

d

t

han 7

0,0

00 f

t-lbs,

to t

he t

ip e

levations s

pecified u

nless t

he

Ste

el

HP

pil

es s

hall

be d

riv

en

wit

h a

max

imu

m r

ate

d e

nerg

y n

o l

ess

p

rotect P

DA

gages.

o

n e

ach

sid

e o

f t

he p

ile i

n o

rd

er t

o p

ro

perly

place a

nd

s

hall

be l

arge e

nough t

o p

rovid

e a

min

imum

of 3

" o

f c

learance

Pil

e h

am

mer l

ead

s u

sed

fo

r a

ll P

DA

test

pil

es a

nd

PD

A r

estr

ikes

a

nd P

DA

of 0

.8.

i

ncludes t

he L

RF

D r

esistance f

actor f

or a

static l

oad t

est

U

LT

IM

AT

E P

IL

E B

EA

RIN

G A

ND

TIP

EL

EV

AT

IO

N S

CH

ED

UL

E

Th

e r

eq

uir

ed

ult

imate

pil

e b

earin

g s

ho

wn

in

th

e R

EQ

UIR

ED

r

esu

lts o

f t

he s

tatic l

oad

test a

nd

PD

A t

est p

iles.

Pil

e l

en

gth

s a

nd

driv

ing

crit

eria

sh

all

be p

ro

vid

ed

based

on

th

e

o

therw

ise d

irected b

y t

he E

ngineer.

PD

A t

est p

iles s

hall r

eq

uire a

1 d

ay

an

d 7

day

restrik

e u

nless

c

om

pletion o

f t

he s

tatic l

oad t

est.

a

dd

itio

n t

o a

tw

en

ty

-fo

ur (

24

) h

ou

r r

estrik

e f

ollo

win

g

p

ile(s) s

hall

be m

on

ito

red

wit

h P

DA

du

rin

g t

he i

nit

ial

driv

e i

n

i

nstallation o

f t

he l

ast a

nchor p

ile. I

nstallation o

f t

he t

est

w

ill

be p

erfo

rm

ed

no

less t

han

7 c

ale

nd

er d

ay

s f

oll

ow

ing

th

e

e

ig

ht (

8) f

eet t

o t

he p

ile b

ein

g t

ested

. T

he s

tatic l

oad

test

o

f t

he s

tatic l

oad t

est. A

nchor p

iles s

hall b

e n

o c

loser t

han

o

f r

esistin

g o

ne 1

.5 t

im

es t

he a

nticip

ated

failu

re l

oad

A

ST

M D

11

43

/D1

14

3M

. T

he r

eacti

on

fram

e m

ust

be c

ap

ab

le

A s

tati

c l

oad

test

wil

l b

e r

eq

uir

ed

an

d p

erfo

rm

ed

acco

rd

ing

to

s

hall b

e c

ertified

an

d e

lectro

des s

hall b

e a

pp

ro

ved

.

Weld

ing

sh

all

be d

on

e b

y t

he E

LE

CT

RIC

AR

C p

ro

cess.

Weld

ers

S

tate B

ridge E

ngineer.

s

pliced, only, as a

pproved b

y t

he D

irector o

f S

tructures,

Wh

en

feasib

le,

bearin

g p

iles s

hall

be d

riv

en

fu

ll l

en

gth

an

d b

e

d

eterm

in

ed

by

th

e s

co

ur l

in

e.

The t

ip e

levati

on o

f p

ilin

g, for h

ydrauli

c s

tructu

res, m

ay b

e

C

AP

AC

IT

Y A

ND

TIP

EL

EV

AT

IO

N S

CH

ED

UL

E.

t

he e

lev

ati

on

sh

ow

n i

n t

he R

EQ

UIR

ED

UL

TIM

AT

E P

IL

E B

EA

RIN

G

Perm

anent

pil

es s

hall

be d

riv

en t

o a

n e

levati

on n

o h

igher t

han

S

tructures, S

tate B

ridge E

ngineer.

P

IL

E S

CH

ED

UL

E,

un

less o

therw

ise d

irecte

d b

y t

he D

irecto

r o

f

b

earin

g c

ap

acit

y a

nd

th

e t

ip e

lev

ati

on

s s

ho

wn

in

th

e P

DA

TE

ST

Test

pil

es s

hall

be d

riv

en

as a

co

nti

nu

ou

s o

perati

on

, to

th

e

t

est p

iles d

riven o

utside t

he s

tructural l

im

its.

The D

irecto

r o

f S

tructu

res, S

tate

Brid

ge E

ngin

eer m

ay a

uth

oriz

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