michigan department of transportation · the design of this structure is based on 1.2 times the...

THE DESIGN OF THIS STRUCTURE IS BASED ON 1.2 TIMES THE CURRENT AASHTO LRFD BRIDGE DESIGN SPECIFICATION HL-93 LOADING WITH THE EXCEPTION THAT THE DESIGN TANDEM PORTION OF THE HL -93 LOAD DEFINITION SHALL BE REPLACED BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF THIS 1.2 FACTOR. THE RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD PLUS DYNAMIC LOAD ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN LENGTH.

THE DESIGN OF THE DECK SLAB IS BASED UPON THE STRIP METHOD AS DEFINED IN THE CURRENT AA SH TO LRFD BRIDGE DESIGN SPECIFICATION.

THE IMPROVEMENTS SHOWN IN THESE PLANS SHALL BE DONE IN ACCORDANCE WITH THE MICHIGAN DEPARTMENT OF TRANSPORTATION 2012 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND SUPPLEMENT AL SPECIF !CAT IONS. THE PROPOSED IMPROVEMENTS COVERED BY THESE PLANS ARE DESIGNED IN ACCORDANCE WITH AASHTO: A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2011 EDITION AND SECTION B (4RJ OF THE MICHIGAN DEPARTMENT OF TRANSPORTATION LOCAL AGENCY PROGRAMS FOR GEOMETRICS (DA TED 3-4-141.

THE DESIGN OF THE STRUCTURAL MEMBERS IS BASED ON MA TERI AL OF THE FOLLOWING GRADES AND STRESSES:

CONCRETE: GRADE S2 f'c = 3,000 psi CONCRETE: GRADE D f'c = 4,000 psi

STEEL REINFORCEMENT: STIRRUPS FOR PRESTRESSED BEAMS

STRUCTURAL STEEL: AASHTO M270 GRADE 36

PRESTRESSED CONCRETE PRESTRESSING STRANDS

fy = 60,000 psi

Fy = 36,000 psi f'c = 7,000 psi f's = 270,000 psi

THE DESIGN OF THE FOUNDATION PILING IS BASED ON MATERIAL OF THE FOLLOWING GRADES AND STRESSES:

FOUNDATION PILING (STEEL H-PILINGJ: AASHTO M270 GRADE 50 Fy = 50,000 psi

UNLESS OTHERWISE SHOWN ON THE PLANS PROVIDE ACCORDING TO THE FOLLOWING:

MINIMUM CONCRETE CLEAR COVER FOR REINFORCEMENT

CONCRETE CAST AGAINST EARTH: PRESTRESSED BEAMS: ALL OTHER UNLESS SHOWN ON PLANS:

3 IN. 1 IN. 2 IN.

ALL EXPOSED CONCRETE CORNERS SHOWN SQUARE ON THE PLANS SHALL BE BEVELED WITH 1•1 TRIANGULAR MOLDINGS EXCEPT AS OTHERWISE NOTED.

TRAFFIC DATA SPEED DATA

R 0 AD __'!'.[AfL ___AQL__ __llli_\I__ C 0 MM DES I G N POST ED IMITS CURTIS ROAD 2015 251 7 5% 55 55

2035 3072 5% 55 **

T11N

MICHIGAN DEPARTMENT OF TRANSPORTATION

R5E

_KingBd L_

CURTIS ROAD OVER DEAD CREEK SECTION 29 T11 N, R6E

FRANKENMUTH TOWNSHIP SAGINAW COUNTY

SN 9219

Frankenmuth Twp

R6E

Roedel Rd

~ Townline Rd

PROJECT LOCATION ------___,.~~;;:;;;~~Ji.4~-1~~~~-T.-,___,n=----1---~~t~

FINAL ROW PLAN REVISIONS (SUBMITTAL DA TE:

NO. DATE AUTH DESCRIPTION NO. DA TE AUTH

P.O.B ST A 1 +63.00 ange Rd

P.O.E. STA 8+27.75

1sch Rd

T10N

DESCRIPTION NO SCALE GREAT LAKES ENGINEERING GROUP, LLC

Busch Rd Busch Rd

Rathbun Rd Rathbun Rd

R5E R6E

Downing Rd

Canada Rd

Birch Run Twp

83

DRAWN BY: JLS DATE: 05/12/15 REVISIONS: 01/28/16 CS: CHECKED BY: CJC DESIGN UNIT: GLEG JN: t--~~~~~~~~~~~~~+-~~~~~~~~~~~~~~~---<

FILE:335 ti.dgn TSC: BAY CITY 1015-2-335

IN

T11N

T10N

SAGINAW COUNTY

COUNTY KEY

THESE PLANS WERE PREPARED FOR THE SAGINAW COUNTY ROAD COMMISSION

BY

CASEY COLLINGS, P.E. - PROJECT MANAGER

GREAT LAKES ENGINEERING GROUP 521 SEYMOUR STREET LANSING, MI. 48933 517-363-4400

APPROVALS RECOMMENDED FOR APPROVAL BY:

JOSEPH WISNIEWSKI, P.E. - DIRECTOR OF ENGINEERING

DENNIS 8DRCHARD, P.E. - MANAGING DIRECTOR

MILES:

CONTRACT FOR:

DA TE

DATE

DATE

THE WORK COVERED BY THESE PLANS INCLUDES REMOVAL OF EXISITING STRUCTURE, CONSTRUCTION OF PROPOSED BRIDGE, SCOUR COUNTERMEASURES, PLACING RIPPAP TO THE LIMITS SHOWN, CONCRETE APPROACHES, HMA PAVING, AND PROPOSED GUARDRAIL

TITLE SHEET DRAWING SHEET

CURTIS ROAD OVER DEAD CREEK SECT 1

SAGINAW COUNTY ROAD COMMISSION 1

periardj

Draft

periardj

Information Only

FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: )

NO SCALE DRAWN BY: JLS DATE: 05/12/15 CS: PROJECT INFORMATION SHEET DRAWING SHEET

NO. DATE AUTH DESCRIPTION NO. DATE AUTH DESCRIPTION CHECKED BY: ALT DESIGN UNIT: GLEG JN: CURTIS ROAD OVER DEAD CREEK

PROJ 001

SECT 1 2

1 FILE: 335 nt TSC: 1015-2-335 SAGINAW COUNTY ROAD COMMISSION

PUBLIC UTILITIES The existing utilities listed below and shown on these plans represent the best information available as obtained on our surveys. This information does not relieve the contractor of the responsibility to be satisfied as to it's accuracy and the location of existing utilities.

Name Of Owner Type Of Utility

AT&T Phone Attention: Rob Reetz 309 S. Washington Ave. Saginaw, MI 48607 Phone: (810) 265-3389 Email: [email protected] Consumers Energy Electric Attention: Greg Squanda 2400 Weiss St. Saginaw, MI 48602 Phone: (989) 791-5353 Email: [email protected] Frankenmuth Township Water Attention: Kennth O’Brien 216 W. Schleier Frankenmuth, MI 48734 Phone: (989) 652-8987 Charter Communications Cable/Televsion Attention: Mark Kelly 2525 State Street Saginaw, MI 48602 Phone: (989) 241-1312

NOTES APPLYING TO STANDARD PLANS

Where the following items are called for on plans, they are to be constructed according to the standard plan given below opposite each item unless otherwise indicated.

Title Plan No.

ROAD

BRIDGE APPROACH CURB & GUTTER R-27-E

APPROACH CURB AND GUTTER, DOWNSPOUTS R-32-E

LONGITUDINAL PAVEMENT JOINTS R-41-H

PAVEMENT REINFORCEMENT FOR BRIDGE APPROACH R-45-I

GUARDRAIL TYPES A ,B, BD, T, AND TD R-60-I

GUARDRAIL APPROACH TERMINAL TYPES 1B & 1T R-61-G

GUARDRAIL ANCHORAGE, BRIDGE,DETAILS R-67-F

SOIL EROSION & SEDIMENTAION CONSTROL MEASURES R-96-E

SEEDING AND TREE PLANTING R-100-H

BRIDGE

BRIDGE RAILING, 2 TUBE B-21-I

MOLDING, BEVEL, LIGHT STANDARD ANCHOR BOLT ASSEMBLY AND NAME PLATE DETAILS

B-103-E

PAVEMENT MARKINGS

LONGITUDINAL LINE TYPES AND PLACEMENT PAVE-905-B

WORK ZONE DEVICES

GROUND DRIVEN SIGN SUPPORTS FOR TEMP SIGNS WZD-100-A *

TEMPORARY TRAFFIC CONTROL DEVICES WZD-125-E *

* Denotes Special Detail

PROJECT QUANTITIES The following Items of Work shall be as they apply throughout the project.

Quantity Units Description

1 LSUM Mobilization, Max. ____

100 Ft Guardrail, Rem

490 Cyd Embankment, CIP

490 Cyd Embankment, CIP

872 Cyd Excavation, Earth


335 Ft Erosion Control, Silt Fence

430 Ft Erosion Control, Silt Fence

530 Cyd Subbase, CIP

518 Cyd Subbase, CIP

1460 Syd Aggregate Base, 8 inch, Modified

1430 Syd Aggregate Base, 8 inch, Modified

645 Syd Shoulder, Cl II, 4 inch

630 Syd Shoulder, Cl II, 4 inch

742 Syd HMA Surface, Rem

730 Syd HMA Surface, Rem

165 Ton HMA, 13A

160 Ton HMA, 13A

71 Syd Conc Pavt, Bridge Approach, Reinf

1900 Sin Bearing, Elastomeric, 3 1/4 inch

50 Ft Curb and Gutter, Bridge Approach

50 Ft Curb and Gutter, Bridge Approach

330 Ft Guardrail, Type B

125 Ft Guardrail, Type B

2 Ea Guardrail Anch, Bridge, Det T1

2 Ea Guardrail Anch, Bridge, Det T1

2 Ea Guardrail Approach Terminal, Type 2B

2 Ea Guardrail Approach Terminal, Type 2B

6 Ea Guardrail Reflector

8 Ea Guardrail Reflector

2 Ea Sign, Type III, Rem

2 Ea Sign, Type III, Rem

1330 Ft Pavt Mrkg, Waterborne, 4 inch, White

1330 Ft Pavt Mrkg, Waterborne, 4 inch, Yellow

1330 Ft Pavt Mrkg, Waterborne, 2nd Application, 4 inch, White

1330 Ft Pavt Mrkg, Waterborne, 2nd Application, 4 inch, Yellow

460 Ft Rem Curing Compound, for Longit Mrkg, 4 inch 8

Ea

Barricade, Type III, High Intensity, Double Sided, Lighted, Furn

8

Ea

Barricade, Type III, High Intensity, Double Sided, Lighted, Oper

1 LSUM Minor Traf Devices

366 Sft Sign, Type B, Temp, Prismatic, Furn

366 Sft Sign, Type B, Temp, Prismatic, Oper

1 LSUM Turf Establishment, Performance, Special

1 LSUM Structures, Rem

90 Cyd Excavation, Channel


610 Cyd Backfill, Structure, CIP

1050 Cyd Excavation, Fdn

120 Ft Underdrain, Fdn, 4 inch

120 Ft Underdrain, Fdn, 4 inch

40 Ft Underdrain Outlet, 4 inch

40 Ft Underdrain Outlet, 4 inch

2 Ea Underdrain, Outlet Ending, 4 inch

2 Ea Underdrain, Outlet Ending, 4 inch

1 LSUM Cofferdams

450 Ft Prebore, Fdn Piling

1 LSUM Pile Driving Equipment, Furn

989 Ft Pile, Steel, Furn and Driven, 12 inch

2 Ea Test Pile, Steel, 12 inch

42 Ea Pile Point, Steel

1 LSUM Bridge Ltg, Furn and Rem

161 Cyd Bridge Ltg, Oper and Maintain

43 Ft Expansion Joint Device

3220 Sft False Decking

33458 Lb Reinforcement, Steel, Epoxy Coated

128 Cyd Substructure Conc

4 Cyd Superstructure Conc

1 LSUM Superstructure Conc, Form, Finish, and Cure

1 LSUM Superstructure Conc, Form, Finish, and Cure, Night Casting

161 Cyd Superstructure Conc, Night Casting

381 Ft Prest Conc I Beam, Furn, 54 inch

381 Ft Prest Conc I Beam, Erect, 54 inch

45 Sft Joint Waterproofing

252 Sft Joint Waterproofing

1 LSUM Conc Surface Coating

31 Syd Substructure Horizontal Surface Sealer

134 Ft Bridge Railing, 2 Tube

680 Syd Riprap, Heavy, Modified

1 Ea Structure Name Plate

SHEET INDEX

Section 2 - Bridge Plans

Title Sheet 1

Project Information Sheet 2

Typical Sections 3-4

Alignment/ROW Sheet 5

Construction Sheets 6-7

General Plan of Site 8

Soil Borings 9

General Plan of Structure 10-12

Pile Details 13-14

Abutment Details 15-18

Prestressed Concrete I Beam Details 19-21

Superstructure Details 22-26

Slab & Screed Details 27

Expansion Joint Details 28

Reinforcement Details 29

Detour Details 30

EX 50' ROW EX 50' ROW

HMA SURFACE REMOVE

EXISTING 12' LANE EXISTING 12' LANE

- EXISTING ~ OF ROADWAY

CROWN POINT~ (GRADE TO THIS LINE _v~1::_ _____ -~- ______ ~R'..:_S PAID FOR AS

GRADE TO THIS LINE) __ T -- - - - - - - - - - - - - - - - - - - - r - - _ EARTH EXCAVATION PAID FOR AS - - - - - - -EARTH EXCAVATION - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - -- --....... --

~ ---- --EXISTING GROUND/ - - - - ---------------~

EXISTING GROUND EXISTING HMA SECTION

FINAL ROW PLAN REVISIONS NO. DATE AUTH DESCRIPTION

CLASS II GRANULAR MATERIAL, PAID FOR AS EMBANKMENT, CIP

ISUBMITT AL DA TE:

NO. DA TE AUTH DESCRIPTION

EX 50' ROW

3'

SHOULDER, CL II, 4 INCH ITYPI

PROP GRAVEL

GRADE TO THIS LINE PAID FOR AS EARTH EXCAVATION ITYPI

GREAT LAKES ENGINEERING GROUP, LLC

NO SCALE

SECTION APPLIES TO: ALL

EX 50' ROW

CONST q;_ & q;_ CURTIS RD

30' CLEAR ROADWAY

12' LANE 12' LANE 3'

PG/CROWN PROP GRAVEL

PROPOSED HMA SECTION !LOOKING UPSTATIONI

SECTION APPLIES STA +63.00 TO STA 1 +88.00

ST A 7 +66.00 TO ST A 7 +91.00

AGGREGATE BASE, 8 INCH IMODIFIEDI

!DENT NO.

HMA-T

HMA-L

GRADE TO THIS LINE PAID FOR AS EXCAVATION, EARTH

ITEM

HMA, 13A

HMA, 13A

* BOND COAT

*FOR INFORMATION ONLY

DRAWN BY: JLS DATE: 07/30/15 REVISIONS: 01/28/16 CS: CHECKED BY: ALT DESIGN UNIT: GLEG JN:

---------+-----------------t FILE:335 typ.dgn TSC: BAY CITY 1015-2-335

TURF ESTABLISHMENT, PERFORMANCE, SPECIAL ITYPI

CLASS II GRANULAR MATERIAL, PAID FOR AS EMBANKMENT, CIP

HMA APPLICATION ESTIMATE

RA TE LBS PER SYD PERFORMANCE GRADE REMARKS

220 58-28 TOP COURSE AWl=260

220 58-28 LEVELING COURSE

0.05-0.15 GAL

TYPICAL SECTIONS CURTIS ROAD OVER DEAD CREEK

SAGINAW COUNTY ROAD COMMISSION

DRAWING SHEET

SECT 2

3

TURF ESTABLISHMENT, PERFORMANCE, SPECIAL (TYPI

PROP GUARDRAIL

PROP GRAVEL

EXISTING GROUND l - ~L~S~ II G~ANUL~R-M~T:l~L,- - - f- - - -

PAID FOR AS EMBANKMENT, CIP __,/

EMBANKMENT, CIP

EXISTING GROUND\ -

- - - - - - - - - - - _l _ - - - ~-~~----<.

FINAL ROW PLAN REVISIONS ISUBMITT AL DA TE:

NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

3'

2.95'

EX 50' ROW

VARIES 8.29' MAX SHLDR

SHOULDER, CL II, 4 INCH (TYPI

GRADE TO THIS LINE PAID FOR AS EARTH EXCAVATION (TYPI

EX 50' ROW

CLASS II GRANULAR MA TE RIAL, PAID FOR AS EMBANKMENT, CIP

GRADE TO THIS LINE PAID FOR AS EARTH EXCAVATION (TYPI


20'

NO SCALE

12' LANE

2'!. -

CONST It ll. It CURTIS RD

40' CLEAR ROADWAY

PG/CROWN


PROPOSED HMA SECTION (LOOKING UPSTATIONI

SECTION APPLIES STA +88.00 TO STA 4 +21.75

STA 5 +38.33 TO STA 7 +66.00

CONST It ll. It CURTIS RD

40' CLEAR ROADWAY

PG/CROWN

12' LANE

2'!. -


PROPOSED CONCRETE APPROACH SECTION (LOOKING UPSTATIONI

SECTION APPLIES STA 4 +21.75 TO STA 4 +41.25 ST A 5 +18.83 TO ST A 5 +38.33

20'

EX 50' ROW

VARIES 8.29' MAX SHLDR

SHOULDER, CL II, 4 INCH (TYPI

EX 50' ROW

CONC REINF BRIDGE APPROACH

AGGREGATE BASE, 8 INCH (MODIFIEDI

DRAWN BY: JLS DATE: 07/30/15 REVISIONS: 01/28/16 CS: CHECKED BY: ALT DESIGN UNIT: GLEG JN:

----------+---------------_____, FILE: 335 typ.dgn TSC: 1015-2-335

3'

2.95'

PROP GUARDRAIL

3'-0"

PROP GRAVEL

~_3_'_-0_"_:---=--~ ~L~S~ I~ GRA~U:R-M~T~l~L, (TYPI PAID FOR AS EMBANKMENT, CIP

EMBANKMENT, CIP

TURF ESTABLISHMENT, PERFORMANCE, SPECIAL (TYPI

J---~~- - -} J::.EX~T~G ~O~D- - ___ - _

~---.. (TYPI

CLASS II GRANULAR MA TERI AL, PAID FOR AS EMBANKMENT, CIP

TYPICAL SECTIONS CURTIS ROAD OVER DEAD CREEK


DRAWING SHEET

SECT 2

4

3:

0 0

"' I

0 "'

0 0

"' I

0 >---

"' (/)

x w

C11

SECTION CORNER COMMON TO SECTIONS 29, 30, 31 II. 32 T11N-R6E FRANKENMUTH TOWNSHIP SAGINAW COUNTY. MICHIGAN N=664411.96 E=13275277.12

0 - C!

0 0 + 0

ALIGNMENT POINT C11 N 664,411.9600 E 13,275,277.1160 Sta 0+00.00

Course from C11 to 011 N 89' 52' 20.15 ' E Dist 2,646.5816

POINT 011 N 664,41 7.8603 E 13,277,923.6910 Sta 26+46.58

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE:

NO. DA TE AUTH OESCRIPT ION NO. DA TE AUTH

1+00

B.M.#200 ELEV. 593.00 SET RR SPIKE IN THE NORTH SIDE OF POWER POLE IN THE SOUTHWEST QUADRANT OF THE CURTIS ROAD BR !OGE OVER DEAD CREEK.

N = 664365. 29 E = 13275701. 07

DESCRIPTION

0

C! "' "' +

CP #100 ,6,,

2+00 3+00

B.M.#201 ELEV. 606. 71 SET CHESLEO "X" ON THE NORTH FLANGE OF A FI RE HYDRANT APPROX 350' EAST OF THE CURTIS ROAD BR I OGE OVER DEAD CREEK.

N = 664441.65 E = 13276109. 75

N89'52'20.15E 4+00

REF PT A

-~-BM #200

81'57'41" ITYPI

REF PT B

C.P.#100 ELEV. 601.84 5,,;' X 36" I RON ROD WI TH SS I TRAVERSE CAP ON NORTH SIDE OF CURTIS ROAD APPROX 200' WEST OF CURTIS ROAD BRIDGE OVER DEAD CREEK.

N = 664434. 4 7 E = 13275529. 40

6+00

SECTION LINE II. BRIDGE CONST Ci.

7+00

,6,, CP #101

C.P.#101 ELEV. 602.08 5,a" X 36" IRON ROD WI TH SS I TRAVERSE CAP ON SOUTH SI OE OF CURTIS ROAD APPROX 200' EAST OF CURTIS ROAD BR I OGE OVER DEAD CREEK.

N = 664392.31 E = 13275979. 63

~

"' <.O + 8+0

~ ,__ N + "' uj 0 0..:

BM #201

~

9+00 N89'52'20.15E

Dl 1

QUARTER CORNER CORNER COMMON TO SECTIONS 29, II. 32 T11N-R6E FRANKENMUTH TOWNSHIP SAGINAW COUNTY. MICHIGAN N=66441 7 .86 E=l 3277923. 70

!

10+00

DRAWN BY: JLS DATE: 01121116 REVISIONS: 01/28/16 CS: ALIGNMENT/ROW SHEET NO SCALE CHECKED BY: CJC DESIGN UNIT: GLEG JN:

t--~~~~~~~~~~~~~-+-~~~~~~~~~~~~~~~---t

CURTIS ROAD OVER THE DEAD CREEK FILE: 335 align.dgn TSC: BAY CITY 1015-2-335 SAGINAW COUNTY ROAD COMMISSION

00 11'1 .,; .... + "' "'

DRAWING SHEET

SECT 2

5

NO.

0

0 "" ___,,; -- ::;; r-

Vl "" x 0. w 0..:

0 I

0

"'

,.; 0

"' r-Vl

x w

TRANSITION ITYPl

+00 PROP q:_ CURTIS RD

T

- - -

554.75' P.O.B. TO P.O.E. LIMITS OF PROJECT

3+00 N89' 52'20 "E

PROP EDGE OF HMA

EXISTING STRUCTURE

PROP EDGE -"'-""""~"""''-"~~~~~~~~~~'-"<==><'~x==i'f~*-='>'F="*"-"':~~~-fi~~ ----c;'l~--IF~F=='J<=~~=--~><-=><;===><=--"<==><'~><=GRAVEL SHLDR 0

"' I I -- -ott---=====-----E-O•---====----====-E-0~--====-~-==-- CL II

SOIL EROSION AND SEDIMENTATION CONTROL

SOIL EROSION AND SEDIMENTATION CONTROL LEGEND

(}) - PERMANENT SEEDING

(]) - RIPRAP

/

/ /

DAYLIGHT EX PIPE

@ - SILT FENCE 554.75' P.O.B. TO P.0.E. LIMITS OF PROJECT

0

~ ..., ~

..... ..., "' "!

<.O ..,- 00 ...,

+ ~ N "' ~ + - + - + -"'"' ""';;';

,.-,..,-

"" N "' W'-0' ""'°'°l r- "",..; PROP GRADE '\

«...; «...; Vl >-o >-o >-o

Vl"' Vl"' Vl"'

"" /MATCH EXIST II 11 II 11 II II

SLAB

0 GRADE 0..: u_, r- __, u_, o_w o_w o_w

~-' ~ 0.51. -0.5% --- 0.4% 0.5'/,

VP! STA 2+71.32 ! • VP! STA 4+31.13 I I I EL 603.02'

EL 503.93'

VC LENGTH: 113.97' K VALUE: 115 EXIS ING GRADE q:_

VP! STA: 2+ 71.32 VP! EL: 603.02'

VC LENGTH: 135.71' K VALUE: 114 VP! STA: 4+31.13 VP! EL: 503.93'

~ ;'J 0 ..,, = "' "" ._,- ..,, ": "' ~ "' ~ "' ': "' ": "' ~ 0 fil..,,

~ 0 fil..,,

~ 0 fil..,,

~ 0 fil..,,

~ 0 fil..,,

1+50 2+00 2+50 3+00 3+50 4+00

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: VERT. IFTl DRAWN BY: JLS 0 10 DATE AUTH DESCRIPTION NO. DATE AUTH DESCRIPTION

CHECKED BY: ALT 0 40

GREAT LAKES ENGINEERING GROUP, LLC HORZ. IFTl FILE: 335 est +63.dgn

A 25 1

~REF PT TA 4+41. EL 503.7

·11 605

-

600

\ \ I

\ I

EXP I P\ I

595

590

585

\ \

~ ~

\ O'> ..,,

~ "' ~ 0 fil..,,

4+50 580

DATE: 07/30/15

DESIGN UNIT: GLEG

TSC: BAY CITY

0

"" 0

"' 0 Vl «-0 r-

"'"' ::J "'u r- r-gs"" Uw

0 r-""

"""' "' 0 :z :z =>« 0 __,

"'"-"' 0 xw w Vl

0 "-0

"' "-

REVISIONS: 01/28/15

IN

CS:

JN: 1015-2-335

MISCELLANEOUS QUANTITIES 100 Ft 872 Cyd 490 Cyd 335 Ft 742 Syd 530 Cyd

1460 Syd 165 Ton 645 Syd 125 Ft

2 Ea

2 Ea 50 Ft

6 Ea 2 Ea

NOTES:

Guardra i I , Rem Excavatian. Earth ErlDankment. CIP Erosion Cantrel. Silt Fence HMA Surface. Rem Subbase. CIP Aggregate Base. 8 inch. Modified HMA, 13A Shoulder. CI II. 4 Inch Guardrail. Type B Guardrail Approach Terminal. Type 2B Guardrail Anch. Bridge, Det T2 Curb and Gutter. Bridge Approach Guardrail Reflector Sign. Type Ill. Rem

QUANTITIES ON THIS SHEET ARE FROM P.O.B. TO REFERENCE LINE A OF THE PROPOSED STRUCTURE EXCEPT FOR GUARDRAIL REMOVE WHICH INCLUDES ALL QUADRANTS.

CONSTRUCTION SHEET DRAWING SHEET

CURTIS RD P . O.B . TO STA 4+75 SECT 2


~ 0 er' rVl

x w

0 I

0 en

~ 0 er' rVl

x w

0 I

0 en

664.75' P.O.B. TO P.0.E. LIMITS OF PROJECT --~-------------------------------------------------------------------------~~

- - - - - - - - - _----;:; ---------= =----

,__: N + co

62'-0 " MATCH EXIST <t ..-----R~O~A~D~W~A~Y----~~

wj --~~~--~---+~ -..,....,,-----~~---~-

L

fi"Fl\1~~~"'.'.V~=1r=~~=N=89='5~2·2=o="E::+==='=~+=O=O===='f======~====~====7=+=0=0====::::::;;::::====~~~/=/~N$=!:::::;::;;:;8~+~0=0==~/ ::::::;;::~==~;=1

====:::t::::==9+00

("""'" STA 5+18.83

"' EL 603.38

"' 00 "' + 1 7'-6 ' APPROACH ""~ SLAB (SEE STD <(,.,; >-o R-45-11 Vl"'

II 11

r- __, o._w

r

I I ..,-

I

I ai v-

I

FIX en'.':

I <(,.,;

r >-o

I Vl"'

_1

,f\ J u_,

I o._w

J

v1 ll '"'" -PROP BOTT /CHANNEL

""' = .,- ...-<

-: ""' ~""' ~ 0 5l u:>

~ 0 5l u:>

5+00 5+50

FINAL ROW PLAN REVISIONS (SUBMITTAL DATE:

PROP ~ CURTIS RD EDGE OF HMA

664' 9' P 0 B TO P 0 E LIMITS OF PROJECT - . . . ...

("'"'"" GRADE ~

(PROP PLAN OF GRADE

j ' 0.67:'- 1.17. \ \ VP! = ST A 6+49.59

EL = 602.57'

VC LENGTH: 199.56' K VALUE: 115 VP! ST A: 6+49.59 VP! EL: 602.57'

= ""' ""' ""' N N ~ 0 ~ 0 ~ u:> u:>

N '-...-<

' ~'?q,_--:.._:: =---~-~---:::: ------ - - - ~

co

"" "' ..,-+ -"-:co

"' <(,.,; >-o Vl"'

II 11

r- __, o._w

MATCH EXISTING) GRADE

""' ""' N u:>

,..; s:; ,..; 0 ~ 0 ~ u:> u:>

' '\

'' '\

- - '--- - - - ----- -\ \

\

-

en "-:

"-: N + co <( r-Vl

LI..! 0

a.:

6+00 6+50 7+00 7+50 8+00 8+50

VERT. (FTl DRAWN BY: JLS DATE: 07/30/15 REVISIONS: 01/28/16 CS:

605

600

595

590

585

9+00 580

NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION 0 10

CHECKED BY: ALT DESIGN UNIT:GLEG JN: 1015-2-335 HORZ. (FTl 40 t---------------t--------------------<

FILE:335 cs4+75.dgn TSC: BAY CITY 0

IN MISCELLANEOUS QUANTITIES 872 Cyd 490 Cyd 430 Ft 730 Syd 518 Cyd

1430 Syd 160 Ton 630 Syd 330 Ft

2 Ea

2 Ea 50 Ft

8 Ea 2 Ea

Excavation. Earth Errbankment. CIP Erosion Control. SI It Fence HMA Surface. Rem Subbase. CIP Aggregate Base. 8 inch. Modified HMA, 13A Shoulder. Cl II. 4 inch Guardrai 1. Type B Guardrai I Approach Terminal. Type 28 Guardrail Anch. Bridge, Det T2 Curb and Gutter. Bridge Approach Guardrail Reflector Sign, Type Ill. Rem

SOIL EROSION AND SEDIMENTATION CONTROL

SOIL EROSION AND SEDIMENTATION CONTROL LEGEND

~ - PERMANENT SEEDING

Q) RIPRAP

@ - SILT FENCE

NOTES:

QUANTITIES ON THIS SHEET ARE FROM REFERENCE LINE B OF THE PROPOSED STRUCTURE TO P.O.E. EXCEPT GUARDRAIL REMOVAL WHICH IS INCLUDED IN SHEET #5.

CONSTRUCTION SHEET DRAWING SHEET

CURTIS RD STA 4+75 TO P.O . E. SECT 2


0 I

0

"'

0 I

0

"'

/

BRIDGE CONST ~ & ~ CURTIS RD

\ \

\ \_____

\

0 I

N

4+0Q _~

- - - - -

EXISTING ROADWAY

0 I

LIMITS OF _ _,,_..._

' ' ' ' ' ' '

"' N

<( ~ ~ I-+ l""l "-"'O

"' "- <t w r- __, <>: Vl w

\ \

' ,, ',, ' \

', ' \ ........

', \\ \ \

SITUATION PLAN

77'-7 " REF PT A TO REF PT

PROPOSED GRADE

-, ....... ___________ _

--""'""---

u.i-~=-=-=g ~x~-x-~x --: = L ~- HAZARDOUS__Q_B_ __

.,., <D

en~~ I- + ,.....) "-"'O

"' "- <t w r- __, <>: Vl w

FLAMMABLE MATERIAL

/ /

EXCAVATION, FDN

LIMITS OF

l---------1---f\..:--IJltf=~~-~i-----=::::;;;;t;j;;:=-----1/--f-----;~/T~/1lJt-f'1l- EXCAVATION, I FND

595

4+00 4+25 4+50

PROP BOTT/CHANNEL EL 585.1 7

4+75 5+00

PROF I LE q; CURTIS ROAD

LIMITS OF BACKFILL,

----'J.llL->.---+-----STRUCTURE (CIPl

5+25

590

580 5+50

IN

EXIST 6" MP GAS

FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: 0 VERT. (FTl 10 DRAWN BY: JLS DATE: 07127115 REVISIONS: 01/28/16 CS:

NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION CHECKED BY: ALT DESIGN UNIT: GLEG JN:

HORZ. (FTl 40 ---------+-------------------t FILE: 335 si.dgn TSC: BAY CITY 0 1015-2-335

EXISTING STRUCTURE THE EXISTING STRUCTURE IS A STEEL BEAM, SINGLE 32'-6" SPAN DECK, SUPPORTED BY DRIVEN H-PILES AT ABUTMENTS. STRUCTURE IS TO BE REMOVED.

BENCH MARKS B.M.#200 ELEV. 593.00 SET RR SPIKE IN THE NORTH SIDE OF POWER POLE IN THE SOUTHWEST QUADRANT OF THE CURTIS ROAD BRIDGE DY DEAD CREEK

N = 664365.29 E = 13275701. 07

NOTES: THE WORK COVERED IN THESE PLANS INCLUDES REMOVAL OF EXISTING STRUCTURE, CONSTRUCTION OF PROPOSED BRIDGE, SCOUR COUNTERMEASURES, RIPRAP TO THE LIMITS SHOWN, CONCRETE APPROACHES, HMA PAVING, AND PROPOSED GUARDRAIL.

CURTIS ROAD TRAFFIC IS TO BE DETOURED.

THE CONTRACTOR SHALL LOCATE ALL ACTIVE UNDERGROUND UTILITIES PRIOR TO STARTING WORK AND SHALL CONDUCT HIS OPERATIONS IN SUCH A MANNER AS TO ENSURE THAT THOSE UTILITIES NOT REQUIRING RELOCATION WILL NOT BE DISTURBED.

WATER LEVEL IS SUBJECT TO CHANGE. THE CONTRACTOR IS RESPONSIBLE FOR MAKING A DETERMINATION OF WATER LEVELS THAT MAY EXIST DURING CONSTRUCTION.

"BACKFILL, STRUCTURE, CIP ", 610 CUBIC YARDS.

MEASURES SHALL BE TAKEN TO PREVENT DEBRIS FROM FALLING FROM THE STRUCTURE.

IMMEDIATELY AFTER THE CONSTRUCTION OF AN ABUTMENT IS COMPLETED, SLOPE PROTECTION AND SEEDING OR SODDING SHALL BE PLACED ON THE ADJACENT EMBANKMENT SLOPES.

GENERAL PLAN OF SITE DRAWING SHEET



TEST HOLE 1 LOCATION STATION: 5+38.91 18 FT RT OF CENTERLINE CURTIS ROAD

CURTIS ROAD OVER DEAD CREEK GROUND SURFACE ELEVATION: 602.33

CLAYEY TOPSOIL, TRACE ROOT STRUCTURES, SILT AND FINE GRAVEL -DAMP-DARK BROWN ITOPSOILJ

CLAYEY SILT; TRACE SAND AND FINE 601. 75 GRAVEL -BROWN-STIFF

CLAYEY SAND; TRACE SAND AND FINE GRAVEL -BROWN-MOIST-MEDIUM DENSE

SILTY CLAY; TRACE SAND AND FINE GRAVEL -MOTTLED: BROWN AND GRAY-STIFF

FINE SAND; TRACE SILT AND FINE GRAVEL AND TRACE ORGANICS-BROWN-MO IS-LOOSE

591.75 SILTY CLAY; TRACE SAND AND FINE GRAVEL -MOTTLED; BROWN AND GRAY-FIRM

FINE SAND; TRACE SILT AND FINE GRAVEL-GRAY-MOIST TO VERY MOIST-LOOSE

SILTY CLAY !HARDPAN); TRACE SAND AND FINE GRAVEL-MOTTLED: BROWN AND GRAY-HARD TO EXTREMELY HARD

109

581.75 BOTT /WALL <ABUT Bl ELEV 591.08

+ 100

500 YR ESTIMATED SCOUR EL 573.88

+ PREBORE TO EL 573.88 100 MIN PILE PENETRATION <ABUT Bl

571.75 ELEV 571.88

ESTIMATED BOTT /PILE <ABUT Bl ELEV 569.88

561. 75

E.0.B. 30 FT

BORING DATE 07112115

FREE WATER WAS FIRST NOTED 13.5 FT BELOW SURFACE.

WATER LEVEL WAS 12.5 FT BELOW GROUND AFTER COMPLETION WITH THE AUGERS OUT.

TEST HOLE 2 LOCATION STATION : 4+9.58 18'-3" FT RT OF CENTERLINE CURTIS ROAD

CURTIS ROAD OVER DEAD CREEK GROUND SURFACE ELEVATION: 601.75

CLAYEY TOPSOIL, TRACE ROOT STRUCTURES, SILT AND FINE GRAVEL-DAMP-DARK BROWN

602.33 CLAYEY SAND; TRACE SILT AND FINE GRAVEL -BROWN-MOIST-MEDIUM DENSE

SILTY CLAY; TRACE SAND AND FINE GRAVEL-MOTTLED: BROWN AND GRAY-STIFF

SANDY TOPSOIL; TRACE SILT AND FINE GRAVEL AND TRACE ORGANICS-BROWN-MOIST-LOOSE

592.33 FINE SAND; TRACE SILT AND FINE GRAVEL-GRAY-DAMP TO MOIST-LOOSE

SILTY CLAY; T ACE SAND AND FINE GRAVEL -MOTTLED: BROWN AND GRAY-FIRM

FINE SAND; TRACE SILT AND FINE GRAVEL -GRAY-VERY MOIST-LOOSE

SILTY CAL Y IHARDPANDl; TRACE SAND AND FINE GRAVEL-MOTTLED; BROWN AND GRAY-HARD TO EXTREMELY HARD

582.33 BOTT /WALL <ABUT Al

ELEV 591.41 500 YR ESTIMATED SCOUR

+ EL 579.04 100 PREBORE TO EL 579.04

MIN PILE PENETRATION <ABUT Al ELEV 577.04

ESTIMATED BOTT /PILE <ABUT Al ELEV 575.04

572.33

562.33

E.0.B. 28.5 FT

BORING DATE 07115/15

FREE WATER WAS FIRST NOTED 14.5 FT BELOW SURFACE.

WATER LEVEL WAS 14.6 FT BELOW GROUND AFTER COMPLETION WITH THE AUGERS OUT.


NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION


c=> 0 I

00 .-<

TH#2

00

""!

"' + "" <t >--U")

LOCATION DIAGRAM

DRAWN BY: JLS DATE: 07129/15 REVISIONS: 01/28/16 CS:

NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: t--~~~~~~~~~~~~-+-~~~~~~~~~~~~~~__,

FILE:335 sb TSC: BAY CITY 1015-2-335

NOTES:

0 1st 6' 2nd 6' 3rd 6'

TH#!

FREE WATER WAS FIRST NOTED FEET BELOW THE SURFACE. THE WATER LEVEL WAS FEET BELOW GROUND I HOURS AFTERl IATl COMPLETION WITH THE CASING l!Nl IOUTl.

CONSISTENCY WAS DETERMINED BY INSPECTION OF SAMPLES AND SUBSTANTIATED BY SOILS RESISTANCE TO DRILLING TOOLS.

THE SOIL BORING LOGS REPRESENT POINT INFORMATION. PRESENTATION OF THIS INFORMATION IN NO WAY IMPLIES THAT SUBSURFACE CONDITIONS ARE THE SAME AT LOCATIONS OTHER THAN THE EXACT LOCATION OF THE BORING.

'"" I

Co

SO IL BORING DAT A DRAWING SHEET



i-=~

I "' ~N :;..; I -:;..;

"<" "' ,.: "' ::: I :r:

0 <( 00 Vl

"' u "' Vl I 0 <(

~ >-:z u_ <( N <( 0 []J "' w "- <( 0 I :z <( _J <( N ::s "' Vl 0 -"- "' 0:: r-

"' ::J u_ 0 <(

w 0 0 _J

Vl r- u 0 r- w

r- ;:.._ I :z

~ ::J I N ::s 0

0 -"' ..-0 "' I

I I

~ -"" N 0 ..- =~ "' 0 ::: "' I :r:

Vl

,__ "<" "<" I "' :;..; -I -

FINAL ROW PLAN REVISIONS NO. DA TE AUTH DESCRIPTION

4" UNDERDRA IN OUTLET ENDING

ITYPI

:z 0

I

~I g:,

20'-0" BRIDGE APPROACH SLAB

:z 0

"-0

"' "-

REF PT A STA 4+41.25 EL 603.71

77'-7 " REF PT A TO REF PT B

PROP HEAVY RIPRAP ITYPI

PLAN

77'-7" REF PT A TO REF PT B

81'57'41" ITYPI

1 7'-6 " BRIDGE APPROACH SLAB

ISEE STD R-45-II

:z 0

"-0

"' "-

:z 0

"-0

"' "-

BRIDGE APPROACH CURB & GUTTER ISEE ROAD PLANS!

IN

176'-9 7 /8 " PERPENDICULAR TO SUBSTRUCTURE REF LINE A TO REF LINE Bl REF LINE A

GUARDRAIL ANCHORAGE BRIDGE ISEE ROAD PLANS SHT #6-71 ITYPJ

EXIST LOW CHORD EL 600.56

!SUBMITTAL DATE: NO. DA TE AUTH

~ 350 KIP STEEL H-PILES ITYPJ

BRIDGE BARRIER RAILING, 2-TUBE ITYPI

PROP LOW CHORD EL 598.25

PROP BOTT /CREEK EL 585.1 7

COFFERDAM ITYPI

ELEVATION

REF LINE B

DRAWN BY: JLS DATE: 07127115 REVISIONS: 01/28/16 CS:

SUMMARY OF HYDRAULIC ANALYSIS

EXISTING PROPOSED

FLOOD DIS- WATER VELOCITY IN WATER VELOCITY IN WATERWAY CHANGE IN DATA CHARGE SURFACE D/S CHANNEL SURFACE D/S CHANNEL AREA WS EL

I CFS I ELEY. AT U/S IFPSJ ELEY. AT U/S IFPSl I SF Tl U/S OF FACE OF FACE OF AT D/S PROPOSED

STRUCTURE STRUCTURE FACE STRUCTURE

50 YEAR 1600 597.29 5.26 597.08 3.18 502.90 -0.46 100 YEAR 1800 597.81 5.64 597.60 3.34 538.92 -0.51

MAXIMUM BRIDGE AREA BELOW LOW CHORD IS 604 SQUARE FEET

THE WATER SURFACE AND/OR ENERGY GRADE ELEVATIONS SHOWN ON THE ABOVE HYDRAULIC TABLE ARE TO BE USED FOR COMPARISON PURPOSES ONLY AND ARE NOT TO BE USED FOR ESTABLISHING A REGULATORY FLOODPLAIN. THE ELEVATIONS MAY BE USED PROVIDED THEY ARE VERIFIED WITH THE LAND AND WATER MANAGEMENT DIVISION, MICHIGAN DEPARTMENT OF ENVIRONMENTAL QUALITY.

THE DRAINAGE AREA CONTRIBUTORY TO THIS CROSSING IS 33.4 SQUARE MILES.

MISCELLANEOUS QUANTITIES 1 LS

100 Cyd 1050 Cyd

610 Cyd 1 LS

120 Ft 40 Ft

2 Ea 680 Syd

3320 Sft 90 Cyd

NOTES:

Structures. Rem Excavation. Earth Excavation. Fdn Backfi I I.Structure. CIP Cofferdams Underdrain. Fdn. 4 inch Underdrain Outlet. 4 inch Underdrain. Outlet Ending. 4 inch Riprap. Heavy. Modified False Decking Excavation. Channel

THE DESIGN OF THIS STRUCTURE IS BASED ON 1.2 TIMES THE CURRENT AASHTO LRFD BRIDGE DESIGN SPECIFICATION HL -93 LOADING WITH THE EXCEPTION THAT THE DESIGN TANDEM PORTION OF THE HL -93 LOAD DEFINITION SHALL BE REPLACED BY A SINGLE 60 KIP AXLE LOAD BEFORE APPLICATION OF THIS 1.2 FACTOR. THE RESULTING LOAD IS DESIGNATED HL-93 MOD. LIVE LOAD PLUS DYNAMIC LOAD ALLOWANCE DEFLECTION DOES NOT EXCEED 1/800 OF SPAN LENGTH.

THE DESIGN OF THE DECK SLAB IS BASED UPON THE STRIP METHOD AS DEFINED IN THE CURRENT AASHTO LRFD BRIDGE DESIGN SPECIFICATION.

WITHOUT THE PREVENTIVE MEASURES SHOWN ON THESE PLANS, THERE IS A POSSIBILITY THAT STREAM BED SCOUR MAY OCCUR. THE ESTIMATED TOTAL SCOUR DEPTH IS CALCULATED TO BE 12.4 FEET AT ABUT A & 17.2 FEET AT ABUT B. THESE DEPTHS ARE BASED ON A 500 YEAR RUNOFF EVENT.

GEOTEXTILE LINER SHALL BE PLACED ON ALL SLOPES PRIOR TO PLACING RIPRAP. PAYMENT FOR GEOTEXTILE LINER SHALL BE INCLUDED IN THE PAYMENT FOR RIPRAP, HEAVY.

THE RIPRAP QUANTITY IS BASED ON THE LATERAL DIMENSIONS OF THE AREA TO BE PROTECTED, REGARDLESS OF THE NUMBER OF LAYERS REQUIRED. THE ESTIMATED WEIGHT OF RIPRAP IS 1224 TONS.

FALSE DECKING SHALL INCLUDE THE AREA BOUNDED BY !REFERENCE LINES A & Bl AND OUTSIDE FLANGE FASCIAS OF BEAMS A & E. THE ESTIMATED AREA IS 3375 SQUARE FEET DURING PROPOSED CONSTRUCTION.

GENERAL PLAN OF STRUCTURE DRAWING SHEET DESCRIPTION NO SCALE CHECKED BY: ALT DESIGN UNIT:GLEG JN: 1015-2-335 CURTIS ROAD OVER DEAD CREEK SECT 2

t--~~~~~~~~~~~~~-+-~~~~~~~~~~~~~~~---t

FILE: 335 st.dgn TSC: BAY CITY SAGINAW COUNTY ROAD COMMISSION 10

SLAB FASCIAj'-7" ~:~~~~~~_2_1_'-_9_' ~~~~~~-~~1e~~~~~~-2_1_'-_9_' ~~~~~~~:~1'-7"SLAB FASCIA

40'-7" CLEAR ROADWAY 11'-7"

43'-6 ' OUT TO OUT SLAB FASCIA

VARYING WATER SURFACE ELEV

EXISTING STREAMBED

ABUTMENT FACE

10'-0" I MIN I

GEOTEXTILE LINER

TOE HEADER

I 1 '-5 1,2' 1 1'2'

BRIDGE BARRIER RAILING 2-TUBE ITYPI

~ 350 KIP STEEL H-PILES ITYPI

MINIMUM DIMENSIONS HEAVY/

DIM. PLAIN WELL-GRADED A 1 -6 3 B 3' 4' c 3 4

SIDE HEADER

RIPRAP HEADER DETAILS TOP OF RIPRAP MUST BE AT OR BELOW EXISTING STREAMBED/ SLOPE ELEVATION.

AN APPROPRIATE METHOD OF WATER DIVERSION FOR PLACING RIPRAP SHALL BE PROPOSED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. IF WATER IS SHALLOW !LESS THAN TWO FEET!, TEMPORARY CONCRETE BARRIERS OR SANDBAGS MAY BE USED TO DIVERT FLOW.

THE RIPRAP SCHEME SHOWN IS A MINIMUM REQUIREMENT FOR SCOUR.

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

8'-3 1'2' SHLDR

<(

NO SCALE

12'-0" LANE

9" PROP SLAB

12'-0" LANE

BRIDGE CONST ~

& ~ CURTIS RD

P/G

TYPICAL DECK SECTION !LOOKING UPSTATIONI

8'-3 1'2' SHLDR

4'-0 ' v.c. ITYPI

CONCRETE RING ISEE STD PLAN R-80) SCREEN WITH HARDWARE CLOTH. LOCATE ON OPPOSITE SIDE FROM APPROACHING TRAFFIC.

(FOUNDATION UNDERORAIN """ ,.._ ;:_,

7 = = 1'!. SLOPE-=~ """j.,,,,.,,,,.,,,,

FITTINGS~ =ai...:::~~

DETAIL FOR DRAINAGE INTO DITCH

DRAWN BY: JLS DATE:07/27/15 REVISIONS: 01/28/16 CS: 01/22/16 GENERAL PLAN OF STRUCTURE CHECKED BY: ALT DESIGN UNIT:GLEG JN: 1015-2-335 CURTIS ROAD OVER DEAD CREEK t--~~~~~~~~~~~----1~~~~~~~~~~~~~~---t

FILE: 335 st.dgn TSC: BAY CITY SAGINAW COUNTY ROAD COMMISSION

DRAWING SHEET SECT 2

11

SLEEPER SLAB

FOUNDATION UNDERDRAIN, 4" ITYPl

20'-0 ' BRIDGE APPROACH SLAB

Ci. EXP JOINT

LIMITS OF ~--- BACKFILL,

STRUCTURE ICIPl

O<.O I I

BOTT /FTG EL 591.41 IABUT Al

LIMITS OF EXCAVATION,

FDN


NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH

REF LINE A

6" PAVT SEAT ITYPl

2'-0 ' 2'-6"

PROP P/G

LIMITS OF BACKFILL,

STRUCTURE ICIPl

45" TYPE III PRE STRESSED CONC I BEAMS

[

EXISTING ROADWAY

--------- -------,--LIMITS OF

EXCAVATION, FND

----=--- LIMITS 0 F EXCAVATION,

FDN

COFFERDAM ITYPl

LIMITS OF PROP CHANNEL

PROP P/G

LIMITS OF BACKFILL,

STRUCTURE IC!Pl

EXISTING STRUCTURE~ LIMITS OF CHANNEL

EXCAVATION

(---EXISTING STRUCTURE

PROP BOTT /CREEK

q;_ 350 KIP STEEL H-PILES ITYPl

1 '-6"

LIMITS OF EMBANKMENT ICIPl ISEE ROAD PLANS}

DESCRIPTION

Ci. 350 KIP ST EEL H-PILES ITYPl

2'-8"

PROP HEAVY RIPRAP ITYPl PROP CHANNEL

BOTTOM EL 585.1 7

TYPICAL SECTION THRU ABUTMENT A & B

20'-3''2"

TOE OF BRUSH BLOCK

2'-0"

BRIDGE CONST ~

& Ci. CURTIS RD

20'-3''2"

TOE OF BRUSH BLOCK

{_

EXIST ROADWAY

n. _____,,. --------

LIMITS OF __ BACKFILL,

STRUCTURE IC!Pl

- __,- -----"'- - - -

2'-8 '

LIMITS OF LIMITS OF

4' VC ITYPl

EXCAVATION, EXCAVATIONJ

--~r--------------'i---~N- -BOTT/FTG_/ \_BOTT/FTG EL 591.41 EL 591.08 IABUT Al IABUT Bl

TYPICAL APPROACH SECTION

DRAWN BY: JLS DATE: 07127115 REVISIONS: 01/28/16 CS:

LIMITS OF EMBANKMENT ICIPl ISEE ROAD PLANSl

NO SCALE CHECKED BY: ALT DESIGN UNIT:GLEG JN: 1015-2-335 '---------------+------------------1

FILE: 335 st.dgn TSC: BAY CITY

REF LINE B

2'-6 ' 2'-0 '

1 7'-6 ' BRIDGE APPROACH SLAB

6" PAVT SEAT ITYPl

ISEE STD R-45-Il

LIMITS OF BACKFILL,

STRUCTURE IC!Pl

H--.----Il--+-+-\-----'"'-----------.,0

-.,;

r;:,~"'<1.' '> 0 LIMITS OF

::E~ • w 0

~~ Q_

~~--:-++++-~~ \ EXCAVATION,

\__ FND

1 '-6" 1 '-6"

1 '-6 ' 1 '-6" ITYPl

BOTT /FTG EL 591.08 !ABUT Bl

GENERAL PLAN OF STRUCTURE CURTIS ROAD OVER DEAD CREEK


O<.O _I _I

DRAWING SHEET

SECT 2

12

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH

ABUTMENT OUTLINE ITYPl--"\

\

DESCRIPTION

\ \ \ \ \ \

ABUTMENT A

NO SCALE

(BRIDGE CONST ~ & ~ CURTIS RD

\~,,,,-REF LINE B

\ \ \

8 \

\ \ \

9 \

ABUTMENT B

DRAWN BY: JLS DATE: 08/24/15 REVISIONS: 01/28/16 CS:

CHECKED BY: ALT DESIGN UNIT: GLEG JN: 1--~~~~~~~~~----1~~~~~~~~~~~~---1

FILE:335 pl.dgn TSC: BAY CITY 1015-2-335

IN

PILE DETAILS DRAWING SHEET



DETAIL A

DRIVEN PILE


DETAIL A SPLICE DETAILS

FOR PILES IN PLACE (HORIZONTAL JOINTl

*BACK GOUGE AND GRIND EDGE PREPARATION SMOOTH

(60'7,

~ ~L

DETAIL B SPLICE DETAILS

FOR PILES IN HORIZONTAL POSITION

SPLICE PIN

PILE EXTENSION

*ENDS DF PI LES MUST BEAR._}__

DRIVEN PILE

PILE EXTENSION

NOTCH WEB AS REQ'D TO FIT SPLICE PIN.---11

CHAMFER OUTSIDE EDGES OF PILE FLANGE (TYPl

NOTCH DETAIL SPLICER SLEEVE

DETAIL A

ALTERNATE SPLICE DETAILS *SET PILE EXTENSION IN PLACE WITH SPLICE PLATES

ATTACHED, TAP SEVERAL TIMES WITH THE HAMMER TD IMPROVE BEARING CONTACT, THEN COMPLETE WELDING OF PLATES TO THE LOWER SECTION.

H 12x53 PILES FURNISHED AND DRIVEN NUMBER ESTIMATED LENGTH

LOCATION PILE OF FURNISHED & DRIVEN TYPE PILES EACH LFT TOTAL LFT

TEST 1 23 23 ABUT A VERTICAL 8 21 168

BATTERED 10 22 220 TEST 1 27 27

ABUT B VERTICAL 8 25 200 BATTERED 10 26 260

TOTAL 898

(SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION

PILE SPLICES CUT-OFF POINTS IEACHl !EACH> ELEV.

1 0 595.08 9 0 595.08 10 0 595.08 2 0 594.44 1 0 594.44 10 0 594.44 42 0

NO SCALE

MISCELLANEOUS QUANTITIES 1 LS PT le DrrvTng Equipment. Furn

898 Ft 2 Ea

42 Ea 450 Ft

PT le. Steel. Furn and Driven. 12 rnch Test PT le. Steel. 12 Inch PT le Point. Steel Prebore. Fdn PT I Tng

DRAWN BY: JLS DATE: 08/24/15 REVISIONS: CS:

CHECKED BY: ALT DESIGN UNIT:GLEG JN: 1015-2-335 1--------------+-----------------1

FILE: 335 pl.dgn TSC:

NOTES: H --DENOTES VERTICAL PILES.

1-C> --DENOTES BATTERED PILES.

e --DENOTES VERTICAL TEST PILES.

FS DENOTES FAR SIDE.

NS DENOTES EACH SIDE.

DRIVE ALL PILES TO A NOMINAL PILE DRIVING RESISTANCE NOT LESS THAN 350 KIPS.

THE ESTIMATED PILE LENGTH IS BASED ON THE STATIC ANALYSIS.

USE STEEL FOR H-PILES AND SPLICES THAT HAVE A YIELD STRENGTH NOT LESS THAN 50,000 psi.

BATTER PILES FOR ABUTMENT A AND B SHALL BE DRIVEN TO A 3V:1H BATTER ANGLE. STEEL PILES SHALL BE HP 12x53. PILES ARE TO BE DRIVEN TO SUCH ACCURACY THAT THE ENDS OF THE PILES TO BE EMBEDDED IN THE CONCRETE ARE WITHIN 3" OF THE LOCATION SHOWN ON THE PLANS.

PILE DETAILS DRAWING SHEET



1 '-6" 13'-01/8'

4 SPA ® 2'-2 7,a" 4'-o 5,8' = 8'-11 1,2

1 '-6" SLOPEWALL THICKNESS ITYPI

I I I ~

8 SPA ® 1'-1 1,2" 1-1 - 8'-11,2"

141 ED061410

121 ED061206

36'-61/2" 36'-2 " I

44'-0 3,,f 12·-7 5,8'

22'-0 3,a" 22'-0 3,a" 3'-7 5,8' 4 SPA ® 2'-3 " = 9'-0 "

BOLSTER 9'-9 1/8' 4'-10 5/8' 4' -10 5/8' 9'-9 1/8' SPA I I I

CONST JT _ 14'-11 1/8 14'-73/4' -SPA I """" '"" ':h I

II. 11. CURTIS RD

I 81'57'41" 1'-3" Cl BRG ~(SEEi DETAIL A (REF LINE A REI PT A~ ITYPI I

I ,_ - - - - ~ - - -f- - - -II- - - - :----/I---; --·----i ~-~ (/('~ \ I I I

I I I I \ I I I I I "--+-

--------© cb © © '""' "'"0 21'8 9'-7"

4 SPA ® 9'-9 1,8' = 39'-0 1,:i' 45" PRESTRESSED CONC I BEAMS

PLAN OF WALL - ABUTMENT A

1241 ED060500 !UNDER BOLSTER! SPA W/11. TIED TO EC06 BARS IN ABUT WALL 3 SPA ® 1•-01,l

J

18 8 SPA® 1'-1 1,2

- 9'-0 "

141 ED061410

1 '-6"

0 I

c..,

::0 I

c..,

I ~CC°'"" J 'I -H"I _

1

121 ED061206

121 ED061004 I 121 ED061004 ~-~--- 121 ED;-;:0;;;:6~08:;;:0;;;0----::=::::!"'.t==~+-lhll;::=~ FLARE Ill ED0 6141° FLARE 111 ED061410 I I 121 ED060800

"'I I"' --=:::;::::=~==s;:j\Ml (11,2· 0 POSITIO~SEE DETAIL c 1--------._ l"I I"' I 121 ED060510 121 ED060510 I 1r I DOWELS ITYPI EL 598.60'\ I I

0 I ,__

I I

r.==:!:!==tl==l:===tlf' r-EL 598.60 rEL 59 .i8

·79

111 ~A060809 IESI ltl====t==tl==l:==l:==l:=:;===il 1 1 I :'-, TYP /11 ;;., I _J_- "' I

r=;:::::::!:t:=l==l==:j:::::::t POUR D= /1 n n ..___POUR E ':l==:t==l==!=:::!:!:=;::::::::;'I EL 598.41 I I EL 598.41

'-....___/ I I I IJ I 1: '\.111 EA061203 IESJ_}' I I I I I

131 EA083804 !TOPI_,, i1'

-1 I ~

I

I

,, I I

JWP ITYP @ ----..,,J I CONST JTSJ I

131 EA063704 IESJ f \_ 131 EA083804 !TOPI

~ POUR C 131 EA063704 !ESJ 2'-6" MIN LAP POUR B

EA06 BARS ITYPI I"' "'I I I

I POUR A I -~CONST JT : ·-~CONST JT I

• • EL 591.41

Co I

;;:,-

·~ ,_... I

"'

0 I ,__

\_ 121 EA083804 !BOTTI

EF061308 !BOTTI II. EC061103 ITOPJ

5 I (t'-6"

I I 4'-6" MIN LAP I I EA08 BARS ITYPJ

121 EA083804 !BOTTI)

l ~ '"""'I ,___,E"'-F-";O 6;,:1°"3T.O 8c-.-'iilB~Oc,,TT~J "'ll.'i-EC 061103 !TOPI

6 /8' 33,8'

\_ 2 SPA @ 1 -2 1,4' 1-1 = 2'-4 3,a" EF061308 !BOTTI II. EC061103 ITOPJ ITYP BETWEEN PILES!


ELEVATION - ABUTMENT A

DRAWN BY: JLS DATE: 07/31/15 REVISIONS: CS:

=~

,_... I

N ~

REF LINE A

• x z o~ ~ l/) = x !:=! w 0 <(

"' "' « \/} ' > ~::o ""'"

ED06 BARS

4'-6 "

2'-6"

11. BEARING

11,2' BEVEL ITYPJ

~--+--~ --;~----E-A0-6-BA_R_S_l_ES_J_ ~.::!===:l:=::::::::i'f

x « "' ;:., I ,__

z "' 0

0 I ,__ I ,__ \/} w 02 « >

0 I

Co

;:., I

~

@

« o._ \/}

BOTT /FTG ABUT A EL 591.41

r-z w

"" 0 w

"' "' w w __, 0:: :z

"" 0 I

;;:,-

!UNDER BOLSTER!

33," EA06 BARS 4 ,4• EA08 BARS

o._ « \/} __,"' z « -"' "'"' 0 <.O « lw

c..,

EF06 BARS

"

1 '-6" 1 '-6" 1 '-6"

4'-6"

Vi w

\/}

"' « "' <.O 0 « w

EA08 BARS !BOTT ESJ

11. PROP 350 KIP H-PILE ITYPJ

TYPICAL SECTION ABUTMENT A

ABUTMENT DETAILS DRAWING SHEET NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: 1015-2-335 CURTIS ROAD OVER DEAD CREEK SECT 2

t---------------;-----------------< GREAT LAKES ENGINEERING GROUP, LLC FILE: 335 ab.dgn TSC: SAGINAW COUNTY ROAD COMMISSION 15

36'-83,a" 36'-4 1/4"

I 1 '-6" 13'-2" 44'-0 3/4' 12'-97/8'

4 SPA @ 2'-2 7/a" (-) 4'-31/8' 22'-0 3/8' 22'-0 3,8" 3'-9 7/8' 4 SPA ® 2'-3 "

= 8'-101,a" = 9'-0 "

BOLSTER 9'-9 1/8' 4'-10 5,8' 4'-10 5/8 9'-91/8'

SPA I I I CONST JT 14'-11 1/8' 14'-73/4'

SPA I

""""' '"" ·~ I & q:_ CURTIS RD

1 '-6" SLOPEWALL I 81'57'41" 1 '-3 " q:_ BRG ~(SEEIDETAIL A THICKNESS ITYPl (REF LINE B REI PT B~ ITYPl I

11 I

I I I ,_ ---- ~ - -- 1- -- -II- -- -~ -- -U- --- - .-----Ii 1--~ \ I I I

I I I I \ I J I I I I "---+- _____../

0 © c6 ~ '""" ""'~ 21,8' 9'- 7"

4 SPA ® 9'-9 1,8' = 39'-0 1,2" 45" PRESTRESSED CONC I BEAMS

PLAN OF WALL - ABUTMENT B

33,a• 8 SPA @ 1'-13,8' 3 SPA @ 1' 15,,, (24! ED060500 !UNDER BOLSTER! SPA W/& TIED TO EC06 BARS IN ABUT WALL

12) ED06100 4 I // FLARE (1) ED061410

3 SPA ® 1'-13,l - 3'-2 1/2'

POUR G

8 SPA ® 1'-11,;1 - 9' O"

_ 14) ED061410

1 '-6"

-

o' I

c,,

"' ::0 I

v I

c,,

~"-3>+--(-2)_E_D_O--,O : .. : .. ,:.-.~D.---. 0-6~14-1-3>0'i"'_E----/--~vv_P_O __ u-~,,,,-: .. F,"'":,---T A~~J • 1

12! ED060800 I 1 FLARE Ill ED061410

.. 11" \ (,11,;1 "POSITIO~SEE DETAIL c ;_\/)<;'' 12) ED060510 I I I I DOWELS ITYPl EL 598.27

,- r=:;:::::::!:t==ll==l==l:l=!:::===HI (EL 598.27 (EL 59L8'

46 (1) ~A060809 IESl

;:.., TYP/11 ....., I ....., ;:.., EL 598 .o 8 lr=1'1 =;==i==i==r==t= . .t::P~O~U~Rl._J!D = /1 n • - n ~ ,

'rr::==::..1 "I IE 12) ED060800

"t:l===t=::;::::::;'l' • 1 1 · 1 II "' rnow;, o f - PO UR E ::j::::::::t:=t==t=t==:::;'I

0 I

;;... m I I

I I J I 1:

13! EA083806 I TO Pl~ f n ~

I ,,

I I POUR B I

13! EA063706 IESl

I POUR A I ~~CONST JT

• \_ 12! EA083806 IBOTTl

I II EL 598.08

I \_Ill EA061203 IESl7 I I I \ I

m 0 I

;;...

13! EA063706 IESl f \_ 13! EA083806 ITOPl

~ POUR C

'I I JW p IT yp @ -------,,,J I CONST JTSl I

2'-6" MIN LAP I"' ,.I EA06 BARS ITYPl I

I I EL 591.08

: 1~~CONST JT

"'~ I I 4'-6" MIN LAP EA08 BARS ITYPl

12! EA083806 IBOTTl)

~ ,__ I

N ~

EF061308 IBOTTl & I EF061308 IBOTTl & EC061103 ITOPl 5 I

8 /8' 33,8' _ .I

\_ 2 SPA ® 1'-21,4' 1-l = 2'-4 3,8' EF061308 IBOTTl & EC061103 ITOPl ITYP BETWEEN PILES!

FINAL ROW PLAN REVISIONS ISUBMITT AL DA TE: NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

EC061103 ITOPl

ELEVATION - ABUTMENT B 83/4' 33," - B


NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: !--------------+--------------~

REF LINE B

• x z o~ :::::?: Vl • x ~w o<C

°' "' "" Vl ' > ~::o v

ED06 BARS

4'-6 "

2'-6"

q:_ BEARING

11,2" BEVEL ITYPl

~--t-- ::; --t4

-_-_-_-_-_-_-_,-E:;A"'-0-"-6-_,,B-:_,A-R-"'S~-lc=.E-S"-'-l-=--=-1~+.:la=-=_=J=_=_=_=._:."i"!i---- EA08 BAR

x

"" "' ::a I

;;...

z "' 0 I 0

;;... I ;;...

Vl w 0:: "" >

0 I

"' «> I

;... @

"" "-Vl

BOTT /FTG ABUT B EL 591.08

r-z w

"' 0 w a:i

"' w w _J

a: z

"' 0 I

""

!UNDER BOLSTER! I® MID PT!

EA08 BARS !TOP ESl

33, " EA06 BARS 4 ,4 EA08 BARS

"-""Vl _J °' z"" -"" "'w

0 «'« -' w N

EF06 BARS

'"

1 '-6" 1 '-6" 1 '-6"

4'-6"

Vi w

Vl

°' "" a:i

«> 0

"" w

EA08 BARS !BOTT ESl

q:_ PROP 350 KIP H-PILE ITYPl

TYPICAL SECTION ABUTMENT B

ABUTMENT DETAILS DRAWING SHEET


GREAT LAKES ENGINEERING GROUP, LLC FILE:335 ab.dgn TSC: BAY CITY 1015-2-335 SAGINAW COUNTY ROAD COMMISSION 16

1'-6" 1'-6" 1'-6" 1'-6"

4' 31/.f 4' 31/4" 4" 31/ ,f 4' 31/,.f

V 3'4' BEVEL ..., ITYPl 3,4• BEVEL

..., ITYPl V 3'4' BEVEL ..., ITYPl

3,4• BEVEL ..., ITYPl

EA040302 INSl EA040303 INSl EA040305 INSl EA040305 INSl EA040305 IFSl EA040300 IFSl EA040308 IFSl EA040302 IFSl

'"""rL..J"""" EA040505 INSl _;N ;:., v EA040508 IFSl r-- I I ;;,-

"' y II

II OPTIONAL

I CONST JT .

N "<" "<" EA040708 INSl - EA040711 IFSl

I - I I ;:.; ED06 BARS ;:.; :"-.. ..

<( <(

EA040911 INSl CL

io ::c '"""rL..J"""" I EA040506 INSl ;;,- I ;;,- v EA040503 IFSl

II II

=~ "<" OPTIONAL y - - CONST JT

I I

~ ;:.; I EA040709 INSl ;:.; EA040706 IFSl I .. ..

<( ED06 BARS CL <( :"-VJ CL

VJ ..,- ..,- EA041000 INSl

io ,_rL..J_ I io EA040508 INSl ;;,- I v II

;;,- EA040511 IFSl II

=~ OPTIONAL

y - ~~

I !!

I - CONST JT EA040711 INSl ;:.; I .. ;:.; EA040802 IFSl

I

<( .. ED06 BARS

CL z :"' VJ <(

..,- CL VJ EA041002 INSl

io '"""rL..J"""" I ::c EA040508 INSl ;;,-I v EA040505 IFSl

II ;;,-

=~ II y - "<" OPTIONAL

I I CONST JT

~ ;:.; - EA040711 INSl -I EA040708 IFSl

I .. -<( .. ED06 BARS CL :"-VJ <(

..,- "-VJ EA041002 INSl

CL VJ EA041002 IFSl VJ EA040909 IFSl ..,- EA041005 IFSl ..,- EA040911 IFSl ..,-

""' • . .

EA041202 INSl EA041203 INSl EA041205 INSl EA041205 INSl

""=i" EA041205 IFSl

\__} 0 w co

"' ""=i"

EA041200 IFSl

\__} 0 w co

"' ""=i"

EA041208 IFSl

\__} 0 w co

"' ""=i"

EA041202 IFSl

\__} 0 w co

"' w w w w VJ VJ VJ VJ

REF LINE A --._,,. z

"' REF LINE A -.__,., z

"' ~ ~ <( <( co co

REF LINE B--._,,. z

"' REF LINE B-.__,., z

"' ~ ~ <( <( co co

::c ::c w w ::c ::c w w I 0 0 I I 0 0 I

;:.; ;:.; 0 0 w w ;:.; ;:.; 0 0

w w

SECTION A-A SECTION B-B SECTION C-C SECTION D-D

FINAL ROW PLAN REVISIONS ISUBMITT AL DA TE: DRAWN BY: JLS DATE: 07/31/15 REVISIONS: 01/28/16 CS: ABUTMENT DETAILS DRAWING SHEET NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: CURTIS ROAD OVER DEAD CREEK SECT 2

t--~~~~~~~~~~~~-+-~~~~~~~~~~~~~~___,

GREAT LAKES ENGINEERING GROUP, LLC FILE:335 ab.dgn TSC: BAY CITY 1015-2-335 SAGINAW COUNTY ROAD COMMISSION 17

L~LOF ~rb;;LJ

ELEVATION OF VERTICAL JOINT

JOINT WATERPROOF ING

WALL THICKNESS

SECTION

DOUBLE 31/ ti MOLDING

ELEV. OF HORIZ. JOINT

CONSTRUCTION JOINT DETAILS NOTE: WHERE OPTIONAL CONSTRUCTION JOINTS ARE USED, THERE WILL BE NO PAYMENT FOR THE REQUIRED JOINT WATERPROOFING.

SECTION

BULKHEAD TO FOLLOW FACE OF ABUTMENT WALL.

POLYVINYL PLASTIC EDGING (TO MEET THE APPROVAL OF THE ENG !NEER. I

F:::;::::J::::cl::~_j__31/ BEVEL (FRONT FACE ONLYI

PRE-FORMED STEEL OR ALUMINUM BULKHEAD (12 GAGEi SECURELY HELD IN PLACE. (NO TACK WELDING TO REINF. STEEL I

METAL BULKHEAD DETAILS NOTES: METAL BULKHEAD MAY BE USED AS ALTERNATE

CONSTRUCTION JOINT AT CONTRACTOR'S EXPENSE. CARE IS TO BE USED IN CASTING CONCRETE TO PREVENT DISLOCATION OR MISALIGNMENT OF THE BULKHEAD.

FINAL ROW PLAN REVISIONS ISUBMITT AL DA TE: NO. DATE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

~ BEARING

81°57'41" (TYPI

1" JT FILLER (TYPI

REF LINE A OR B

111.z i POSITION DOWELS WITH

3314 PROJECTION (TYPI

~ BEAM nYPl

DETAIL A

0 I

N

DETAIL B

SUBSTRUCTURE CONCRETE

QUANTITIES POUR ABUT. A ABUT. B

A 16.8 17.0 B 24.6 24. 7 c 16.7 17. 0 D 2.7 2.5 E 2.7 2.5 F • 3 • 3 G • 3 • 3

NO SCALE GREAT LAKES ENGINEERING GROUP, LLC

MISCELLANEOUS QUANTITIES Substructure Cone Joint Waterproofing

128 Cyd 45 Sft

1 LS 1 LS

Cone Surface Coating Substructure Horizontal Surface Sealer

DRAWN BY: JLS DATE: 07/31/15 REVISIONS: 01/28/16 CS: CHECKED BY: ALT DESIGN UNIT: GLEG JN: t--~~~~~~~~~~~-+-~~~~~~~~~~~~~~

FILE:335 ab.dgn TSC: BAY CITY 1015-2-335

1112"0 POSITION DOWEL W/ 331/ PROJECTION

EA06 BARS E.S.

TT I

3 SPA ® 9" = 2'-3" ED060500 (TYP ®

EA POSITION DOWEU

DETAIL C

NOTES: FS DENOTES FAR SIDE.

NS DENOTES NEAR SIDE.

ES DENOTES EACH SIDE.

FOR BEVEL AND MOLDING DETAILS, SEE STANDARD PLAN B-103-SERIES .

FOR PILE QUANTITIES. LAYOUT AND NOTES, SEE PILE DETAIL SHEET.

SUBSTRUCTURE HORIZONTAL SURFACE SEALER SHALL BE APPLIED TO THE TOP HORIZONTAL SURFACE OF ABUTMENT A AND B AFTER THE ELASTOMERIC BEARINGS HAVE BEEN PLACED IN FINAL POSITION ON THE STRUCTURE. VERTICAL SURFACES ACCIDENTALLY COATED SHALL BE CLEANED AT CONTRACTOR'S EXPENSE.

POSITION DOWELS SHALL BE FIELD DRILLED INTO ABUTMENTS. PAYMENT TO BE INCLUDED IN THE BID ITEM "PREST CONC I BEAM, ERECT, 45 INCH".

ABUTMENT DETAILS DRAWING SHEET



V1

"" <t

" w CD I

"' ~ u z 0 u 0 w V1 V1 w

"' r-V1 w

"' "-

-w "->-r-

"' " "' I

"' ...,

00 I

Cn .. " I <t "- "' V1 ~

LIFTING DEVICE 2 DR 3 PRESTRESSING STRAND LOOPS

38'-9 1'2'

~L

T PRESTRESSING STRAND

SECTION E-E

LIFTING DEVICE

LIFTING DEVICES STRAND NO. OF BEAM MASS

SIZE STRANDS I TONS I 3/8" 2 20

7116" 2 27 112" 2 36 3/8" 3 30

7116" 3 40.5 1/2" 3 54


77'-7 " REF PT A TO REF PT B

45" TYPE III PRESTRESSED CONCRETE I BEAMS

BRIDGE CONST (i_

& ~ CURTIS ROAD

45 " TYPE III PRESTRESSED CONCRETE I BEAMS

STAGGERED

l<SE~

CONCRETE

ERECTION DIAGRAM

q; THREADED RE I NFDRCEMENT I TYP. I

CONTINUOUS INSERT

INSERT DETAILS CONCRETE INSERTS AT ENDS OF BEAM SHALL BE STAGGERED AND AT MIDSPAN MAY BE CONTINUOUS OR STAGGERED. THREADED REINFORCEMENT FOR STAGGERED INSERTS SHALL BE BENT TO THE REQUIRED 0 ANGLE PRIOR TO INSTALLATION. BENT REINFORCEMENT MAY REQUIRE INSTALLATION BEFORE BEAM IS ERECTED.

CONTINUOUS HOLES IN BEAM WEB SHALL BE 11,{0 AND MAY BE USED AT ENDS AND AT MIDSPAN.

CONCRETE INSERTS SHALL BE REQUIRED AT MIDSPAN, PIERS AND INDEPENDENT BACKWALL BRIDGES ON THE INTERIOR OF FASCIA BEAMS ONLY. ALL OTHER BEAMS MAY USE INSERTS OR CONTINUOUS HOLES.

OMIT INSERTS ON OUTSIDE OF FASCIA BEAMS EXCEPT AT ABUTMENTS WITH DEPENDENT BACKWALLS.

38'-9 1'2'

81'57'41" ITYPI

1 1 -2"

-----i POSITION

DOWEL DETAIL


CHECKED BY: ALT DESIGN UNIT: GLEG JN: t-~~~~~~~~~~~~--+-~~~~~~~~~~~~~~~-l

NO SCALE F I LE: 335 bmpci.dgn T SC: 1015-2-335

B

REF LINE B

NOTES: PRESTRESSING STRANDS SHALL BE GIVEN AN INITIAL PRESTRESS AS FOLLOWS:

0.6" DIA. - 44,000 LBS PRESTRESS

CONCRETE INSERTS SHALL BE 3,4 DIAMETER; DAYTON SUPERIOR, TYPE B-1 HEAVY OR TYPE B-18; WILLIAMS FORM, TYPE C 12 OR TYPE C -19; MEADOW BURKE, TYPE CT-2 OR TYPE CX-4; OR EQUAL. INSERTS SHALL BE CAST WITH THE BEAMS. FIELD INSTALLATION OF INSERTS IS NOT ALLOWED.

END BLOCKS ARE OPTIONAL.

THE ESTIMATED BEAM CAMBER AT RELEASE IS 1.86". THIS CAMBER IS DUE TO PRESTRESS AND DEAD LOAD OF THE BEAM ONLY AND IS MEASURED IN THE ERECTED POSITION.

DURING HANDLING AND TRANSPORTATION, BEAMS CAN BE SUPPORTED 5 FEET FROM THE END.

THREADING OF REINFORCEMENT AND INSTALLATION INTO CONCRETE INSERTS IS INCLUDED IN THE BID ITEM "PREST CONC I BEAM, FURN, 45 INCH ".

LIFTING DEVICES SHALL BE REMOVED AFTER BEAMS ARE ERECTED. REMOVAL IS INCLUDED IN THE BID ITEM "PREST CONC I BEAM, ERECT, 54 INCH".

USE NON-DEFORMED STEEL RODS IN ACCORDANCE WITH AASHTO M 270 GRADE 36 AND HOT-DIP GALVANIZED IN ACCORDANCE WITH AASHTO M 111, AS POSITION DOWELS FOR PRECAST BEAMS.

PRESTRESSING STRAND SHALL BE 0.6" NOMINAL DIAMETER MEETING THE REQUIREMENTS OF AASHTO M203 IASTM A4161, GRADE 270, LOW RELAXATION STRAND.

STEEL FOR SOLE PLATES AND OTHER BEARING COMPONENTS SHALL MEET THE REQUIREMENTS OF AASHTO M 270 GRADE 36.

BEAM STEEL REINFORCEMENT, INCLUDING STIRRUPS, SHALL BE GRADE 60 IKSII.

ITEMS CAST INTO THE BEAMS TO FACILITATE BRIDGE CONSTRUCTION !FORMING, FINISHING, ETC.I SHALL BE HOT-DIP GALVANIZED OR EPOXY COATED.

PRES TRESSED CONCRETE I BEAM DETAILS DRAWING SHEET



:z <( []_ V>

1

SECTION A-A

7' = 1'-2 ' 1 1 -10"

TYPE I I I

3,/ CHAMFER ( TYP. l

SECTION B-B

7" ::: ~ CT> I I '

- .--< I")

4"

TYPE I I I

SECTION A-A SECTION B-B

w []_

>-f-

III

TYPICAL STRAND LOCATION

MIDSPAN (SECTION B-Bl

BOTTOM

CDl@IQ)l@l®I® 8l8l8lololo

DEBONDED STRANDS a 2 ®4" ROW FOR 10' DEBONDED STRANDS + 2 ® 2" ROW FOR 6'

STRAND LDCATION TABLE END FACE _J 0: REQUIRED CONCRETE

(SECTION A-Al <( w f- aJ COMPRESSIVE STRENGTH

BOTTOM I TOP o"' f- ~ (PSI l

CDl@IQ)l@l®l®ICDl@IQ) 28 DAY IAT RELEASE 8l8l6IOIOIOl2IOIO 24 6000 I 7000

FINAL ROW PLAN REVISIONS (SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

BAR DIMENSIONS

BAR DIM. BEAM TYPE NUMBER

II I REQ'D A1#6 A Y-3" A2#6 A

A Y-3

D1#4 A 4 -9 B 3 '1

D2#4 A 5" B 1 -7''1

D3#3 A 1 -4" B 51,;·

D4#4 A 5" B 11 -o"

EZ1#4 A 4' -I IS ' B 4j//

"E" I ND I CA TES EPOXY COATED BAR

IE A

• I

D ...!..MR_

~

<(

<(

90'

__!LM!_

NO SCALE

BEAM DIMENSIONS

TYPE III NO. REQ 5

a 9 b 7 b' 7 c 64 d 51 E 6' f 9 g 47 G 6"

2 SPA ® Q CON DUITS FOR

D EP BKWLL

"' I

""

·~ -I ;...,

=~

"'

3"

L Ii ~J

._,

MARK -THIS V1 END' I

'11 Cf-

a SPA. b SPA.@ J c SPA. @ K ± =S b' SPA.@ J' @ 3 11 3 11

T ·1r,, F

d SPA. @ I 3 tr (A2#6 D4 #4 I I J L,

/ A1#6 I ~ ,..,_q; INTERMEDIATE DIAPHRAGM A2#6 "'- 'I

w --~

~ \D1#4 2"i[

2" D1#4\ ---=-.. Fq; INSERTS - ,,,,.,... .......

.............. _,,,,.,... -

~~=-I {LEVEL '""- A3#6 T

I

I 1 '-6 ' (-) I ¥ LEVEL'v I _:3+y;

¥ I SOLE f TILT SOLE f TILT y ;...,

J 6" J, 6' K 12" L* 0 L, * +1/.;ll

M 0 p OPTIONAL Q R 30'-5 1/l s 64'-1" T 75'-0 3/4 u 70'-6 ' v 63/o"

y 76'-0 3/4 z 3"

APPROX. WE I GHT

*FORMING DIMENSION. IF L OR L' IS COMPUTED TO BE BETWEEN -1/2" & +1/2" USE L= 0 OR L'= O.

'!'MEASURED ALONG BEAM (!;.

p 1' O"

~ 11

"' I.I

END BLOCK DETAIL MAXIMUM LENGTH "p" FOR OPTIONAL END BLOCK IS 3'-0".

R

4" ll f SPA. @ Z JvJ ---"---;. I D3 #3 ENCLOSE STRANDS

~


CHECKED BY: ALT DESIGN UNIT: GLEG JN: 1--~~~~~~~~~~~-+-~~~~~~~~~~~~~---1

F I LE: 335 bmpci.dgn T SC:

I I R

g SPA. @ 1'-6" = U JvJ f SPA. @ Z ll 4" ~

D2 #4 D3 #3 ,

1

ENCLOSE STRANDS T - (FINAL CENTER TO CENTER OF BEARING) ~

y

ELEVATION NOTE: L AND L' SHOWN ARE POSITIVE.

ELEVATION NOTE: L AND L' SHOWN ARE POSITIVE.

MISCELLANEOUS QUANTITIES 1710 Sft

381 Ft 381 Ft

Bearing, Elastomeric. 2 3/4 inch Prest Cone I Beam. Furn. 45 inch Prest Cone I Beam. Erect. 45 inch

PRES TRESSED CONCRETE I BEAM DETAILS DRAWING SHEET


1015-2-335 SAGINAW COUNTY ROAD COMMISSION 20

ELASTOMERIC BEARING PAD

SOLE ~ ANCHOR ISEE SECTION C-CI

2'-2"

w

c..., ----------1 I I

I 0 ~: lj Vo I

c...J

I - - - --+-----~

~ 1'a' x 3" x 5· WELD TO SOLE ~

PLAN VIEW ABUT BEARING DETAILS

SOLE f TILT TABLE BEAM ABUT A ABUT B

A 0 I/ .!f

B 0 1/4'

c 0 1/4"

D 0 1/4"

E 0 1/4"


END OF BEAM

ELASTOMERIC BEARING PAD

NO SCALE

1.

5" ~ l,4 x 2" x 4" WITH 1 1, 4'0 HOLES ITYPI

i 3,4 " SOLE ~ BOTT OF BEAM

I I ~ BEARING, ~ 1 1'2"0 X 1 '-2"

~ BRG --------.,,.,~POSITION DOWEL & ~ 1 5'a X 4" SLOT IN SOLE ~ AND ELASTOMERIC PAD

L/2 L/2 1"

SECTION C-C


CHECKED BY: ALT DESIGN UNIT: GLEG JN: t--------------+------------------1

F I LE: 335 bmpci.dgn T SC: 1015-2-335

ELASTOMERIC PAD

SECTION D-D !SHORTEN SHIMS SO THERE IS 1'a' MIN

BEFORE HITT ING EDGE OF ELASTOMERIC PADI

ELASTOMERIC PAD AND SHIM DIMENSIONS

ABUT A ABUT B THICKNESS 31'4 31'4

Ill PARALLEL TO BEAM 1'-7" 1'-7" IWI PERPENDIC. TO BEAM 1 O" 10"

GG "'"" s,,.1 LAYERS 11/32• 11/32•

SHIMS 7 7

PRES TRESSED CONCRETE I BEAM DETA !LS DRAWING SHEET



<(

u VJ <(

"-

"' ::5 VJ

>---:::> 0

0 >---

>---:::> 0

w I

"" ..,-

Cn I

N

Cn I

~

N

>-<(

"' 0 <(

0

°' °' <(

':'J u ,___

I

0 ..,-

"<" "" I -0 N

"" I

0 N

_;N "~ ,___ en -

I I ~

:..... :.....

SUPERSTRUCTURE CONCRETE

NIGHT CASTING QUANTITIES POUR AMT ICYOSJ

A 127. 3 B 2. 3

7. 5 D 23. 9

TOTAL CONC. = 161. 00 CYDS


3'-0 7," REF PT A TO WK PT 1

WK PT 1

77'-7" REF PT A TO REF PT B

77'-7" WK PT 1 TO WK PT 2

104 SPA ® 81,2' 1-1 = 73'-4 1,"

I 1051 EA064305 IT II.Bl

52 SPA @ 1 '-5" 1-1 = 73'-4 1/2" 1531 ED060409 !TOPI II. (531 ET040411 SPA W/11.

ALT EA06 TRANSVERSE BARS

5 SPA ® 10'-0" = 50'-0 ' ITYP POST SPAJ

1'-7" MIN LAP

~I I~ SLAB FASCIA EA04 BARS ITYPI

TOE OF BRUSH BLOCK

8'-0"

WK PT 2

\ \ ~ \ !>.~ \ ~

_!!>. 121 EA042609 I IN BRUSH BLKI

ITYP ESJ

121 EA042609 I IN BRUSH BLKI

ITYP ESJ

121 EA042609 IIN BRUSH BLKI

ITYP ESJ

\ \ REF

\ \ \ \ \

POUR C POUR D {SLEEPER SLABI !APPROACH SLABI

SUPERSTRUCTURE CONCRETE

QUANTITIES POUR AMT I CYDS I

4.0 TOTAL CONC. = 4. 0 CYDS

!SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION

\ LINE A____,...~

~ ~ ~ ~ ~ ~ ~ ~

-=t- POUR A

BRIDGE BARRIER RAILING 2-TUBE

I INCLUDES BKWLLI

~ '-10" lll\~Ll 1 (i'i?l

f(l BEAM {TYPI

-=--=t_L

I WK PT

I s·-o ·

BRUSH BLOCK

(21 EA053406 WNDER RAILINGJ

ITYP ESI

NO SCALE

SEE DETAIL A

BRIDGE BARRIER RAILING 2-TUBE

1 '-2 ' MIN LAP EA03 BARS 2'-0" MIN LAP EA05 BARS

121 EA053406 !UNDER RAILINGJ

IT YP ESI

5 SPA ® 10'-0 ' = 50'-0 ' ITYP POST SPAJ

52 SPA ® 1'-5" 1-1 = 73'-4 1/2" 1531 ED060409 !TOPI II. 1531 ET040411 SPA W/11.

ALT EA06 TRANSVERSE BARS 77'-7" WK PT 3 TO WK PT 4

PLAN OF DECK

141 EA044305 OVER BKWLL

ITYP EA ENDJ

SEE END BLOCK DETAILS ITYP ALL END BLOCKSJ

121 EA053406 !UNDER RAILINGI

ITYP ESI

SLAB FASCIA


CHECKED BY: ALT DESIGN UNIT: GLEG JN: '-~~~~~~~~~~~~--+-~~~~~~~~~~~~~~~--1

FILE: 335 dk.dgn TSC: 1015-2-335

3'-07,• REF PT B TO WK PT 2

121 ET040411 SPA W/11. TIED TO EOA4 BARS

OVER BKWLL ITYP ALL QUADSI

POUR B INTERMEDIATE

DIAPHRAGMS

REF PT B

REF LINE B

POUR G

SEE DETAIL B ITYP ALL QUADRANDTSI

SUPERSTRUCTURE DETAILS CURTIS ROAD OVER DEAD CREEK


lN

DRAWING SHEET

SECT 2

22

BRIDGE BA RR I ER RAILING, 2 TUBE

ITYPl

5' 7"

EA05 BARS IBOTTl Ill ES UNDER RAILING

ITYP ESl

END BLOCK ITYPl

~ BEAM ITYPl

2'-5 '

-Ill EA080801 INSl ITYP EA BAY)

--

12) EK041300 - '--:"" ~o ITYP ESl

I I I I

'--:"" L~ k--~ BEAM ITYPl

3" 1 '-2"1

1 0 -,,)


-

'

NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH DESCRIPTION

20'-3 1'2'

14) EA081911 IFSl

13) EA081911 INSl

..,,_n_

) I J [_j

Lu

1 '-2 '

43'-6" OUT TO OUT SLAB FASCIA

12'-0 ' LANE

50 SPA

BRIDGE CONST ~---.,,.i & ~ CURTIS RD

P/G & CROWN

55 SPA ® 91," 1-l = 42'-11 1'4 EA05 BARS IBOTTl

12'-0 ' LANE

9' PROP SLAB

4 SPA fill 9'-8" = 38'-8 ' 45" TYPE III PRESTRESSED CONC I BEAMS

TYPICAL DECK SECTION

40'-7" CLEAR ROADWAY

EA06 BARS IT &Bl

20'-3 1'2'

14) EA082803 IFSl

/P/G & CROWN I 13) EA082803 INS)

~

-

4'-6" MIN LAP EA08 BARS ITYPl

5 SPA® 1'-55'8 1-l = 7'-4" 16l EM041206 ITYP EA BAYl

n I I

C2J

1 '-2 '

\. J I I I I

~ 0 ~Ill EA080707 INSl

ITYP EA BAY)

TYPICAL BACKWALL ELEVATION NOTE: DIMENSIONING IS MEASURED

PERPENDICULAR TO BEAM.

~A

-

~A

TOE OF BRUSH BLOCK ITYPl

2'-5"

TOE OF BRUSH---.,. ~B

BLOCK ITYPl -

- -

~ -;: ~ "-----1 I

I

o~ ~I

~B

1l EA080105 INSl ITYP ESl

1l EA080102 INSl ITYP ESl


NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: ,__---------------lf-------------------i

FILE: 335 dk.dgn TSC: 1015-2-335

9'-8"

6 SPA ® 1 '-3 5'8 = 7'-10"

l7l ED060700 3" ITYP EA BAY) ------ITYPl

1 DN 1

cl THREADED

EA0606001ESl TOP/SLAB

ITYPl c-1 CONTRACTOR'S OPTION NOT A PAY ITEM

PARTIAL INTERMEDIATE DIAPHRAGM ELEVATION

TOP/SLAB 2"x 3" KEYWAY

2"

8"

SECTION C-C

SUPERSTRUCTURE DETAILS CURTIS ROAD OVER DEAD CREEK


DRAWING SHEET

SECT 2

23

1' -10"

REF LINE A OR B------.,,.IE--'6'-',,""""-----"-1_, _---'4'---,,~

' C)

1 '-9 '

EDGE~

JWP+-

I

1' -03/t EA04 BARS

I TOP & BOTT I

11/211

..,..,___._ , ~ EA06 BARS IT &BI ./"le" PARALLEL

V TO REF LINE

/_EA03 BARS ITOPI / EA05 BARS !BOTTI

. •

~----J----- = ._ ~ EA08 BARS·11- HAUNCH -.---~1-=======l==i1F=~~==·"~~t-----------t--~~~----

I- - ~t'ls::::========l--':'.."'l -z

Vi ~:i C)

"° -

I ;....

OVl .. I "" - <t "'CD

<t II o._ a:>

"' 0 <t w

EM04

31/{

BARS-_,,

: "'---coNST JT IOPTI

51,,' I 10 1,?"

I PC! BEAM

.. ~ <C II N~ "-- • I Lf)I'-~~ N <t

I- - ~:l=======::::::i--,,'N\:," w

I o I

I- - -Hll-1----------i ;....

I EAOB BARS

...L-------ll.-~========:!LL----------1-~ "'. i.,.--- 11

'{ BEVEL

JWP_____...-. l 1,, JT F ILLE~ I'--- BLOCK OUT CONCRETE UNDER BEAM FLANGE

\

SECTION A-A

6 SPA ® 9' = 4'-6" (7) ED060409

ADDITIONAL AT EA POST "'I I"' ITYPI

111 ET040411 ® 9" 41, 2 EA SIDE OF POST ~

ITYP EA POSTI

DETAIL A

TOE OF BRUSH BLOCK

BRUSH BLOCK FASCIA


R EF LINE A ORB------.,,.

0 I

;....

EDGE~

JWP-

Vi

"° OVl 31/{ I r:t'. - <t "'CD

II a:> 0 <t w

EK04 BARS -

JWP _____...-.

NO SCALE

1' -10"

73/{ 1 1 -03/t 11/{ EA04 ~ ~ EA06 BARS IT&BI BARS / PARALLEL

I TOP & TO REF LINE __,Ct'. Uw

BOTT I rl EA03 BARS ITOPI ~:z> .... o EAO BARS !BOTTI ~u ..

~l CD

1· ' <t "'__, "' .

- t- HAUNCH I EA08 BARS

n-- =~

1--r-.

"' I "'---coNST JT IOPTI .. "' I • Ct'.

<C II N<C

5 1/t I 103,," 21/{ "'-- o._ I CD V> j:_ :.....ioo

PC! BEAM I N 0

<t

~N a:> I

"N

1--w

=~

I 0 i-. 1-- I

;.... I EAOB BARS

·-

I " L----1 1'{ BEVEL

~

l 1" JT FILL> '-BLOCK OUT CONCRETE

UNDER BEAM FLANGE

\ v

SECTION B-B

LINE A OR B

EA040811

EA040702

"' EA040505

"' EA040308

"" WK PT 1, 2, 3, OR 4

DETAIL B ITYP ALL OUADRANDTSI


CHECKED BY: ALT DESIGN UNIT: GLEG JN: '--------------+-----------------I

FILE: 335 dk.dgn TSC:

' N I

:.,

' "'

' ,___ ;,,

EA04 BARS

J,t BEVEL ITYPI

1015-2-335

IE 1' -7"

TOE OF BRUSH BLOCK {W8 x 24 ·r-

II 3" 101

/{

4,,

5 11 7 11

EA05 BARS

I§

2'-5"

HSS 5 x 5 x 5'16 ITYPI

l,t BEVEL I TYP I

ET04 BARS I 7 I ED06 BARS

@ EA. POST

~ PROP 45" TYPE III PCI BEAM

TYPICAL RAILING SECTION * 2" HIGH x 4" LONG 1±1, FORMING NOT REQUIRED

:r: u z ::::> <t :r:

SUPERSTRUCTURE DETAILS DRAWING SHEET



,_ I ~ ..,-

"' I 0 N

r:-I

"' ...,

FORM SLEEPER SLAB TO MATCH SLOPE OF CURB & GUTTER ITYP EA ENDl

FINAL ROW PLAN REVISIONS

NO. DA TE AUTH DESCRIPTION

'-0 1'" RF PT 5

TO REF PT 6

!SUBMITTAL DATE:

NO. DA TE AUTH

20'-0' APPROACH SLAB

_jF

13l EA044106 ITOPl

\ \ \ \ \ \ \ \

\ \ \ \

110l EA044106 IT&Bl REF LINE A OR B-----\

POUR C OR E !SLEEPER SLABl

0 >---

~-..,-N

REF PT A OR B

::>: rno111 \21) t_l,Q63B05' O" \NiO cuRBl

i B~RS 1 -\E'{!ENll BOi

FLARE Ill EM041106 ITYP EA ENDl

POUR D OR F

\ \ \ \

6' PAVT SEAT

\ \ \ \ \ \

\ \ \ \ \ \ \ \ \ \ \ \ \ \ \

PLAN OF APPROACH SLAB !WEST END OF STRUCTURE ONLYl

DESCRIPTION NO SCALE

20'-o"

10' -0" 9'-0 ' 1'-0 '

EXP JT DEVICE

E3 JOINT !SEE ROAD PLANSl

SLEEPER SLAB

3" * 20 SPA @ 1'-0"1-l = 19'-6" EA06 BARS ITOP & BOTTOMl

EA06 BARS I TOP & BOTT l

,

~UNDERDRAJN, FON, 4 !:CH

APPROACH SECTION * BOTTOM EA06 BARS SHALL EXTEND 1' -0" BE YONO

SLAB EDGE EACH SIDE INTO THE CURB & GUTTER !WEST END OF STRUCTURE ONL Yl

FORM SLEEPER SLAB TO MATCH SLOPE OF CURB & GUTTER ITYP EA ENDI

3"

EM04 BARS

3"

3' -6"

2'-0"

T 11 -6 11

Ill ED040500 llN RAISED NUB ONLYI ITYP EA ENDI


SECTION F-F

2'-0"

2 SPA @ 9" = 11 -611

EA04 BARS ITOP I

3' -6"

UNDERDRA IN, FDN, 4 INCH

1 1 -6"

3"

4 SPA@ 9" = 3'-0" EA04 BARS ITOP & BOTTOM!

0.025" POLYETHYLENE BOND BREAKER ON STEEL TROWEL FINISH I INCLUDED IN THE PAY ITEM "SUPERSTRUCTURE CONC, NIGHT CAST I NG". I TYP

1 "0 WEEP HOLES SPA @ 3' -6" MAX

''a GAL STEEL PLATE !INCLUDED IN THE PAY ITEM ' Expansion Jt Device ' )

TYP SECTION THRU SLEEPER SLAB NOTE: CONTRACTOR SHALL ENSURE THAT WEEP HOLES

ARE OPEN AND FREE OF DEBRIS PRIOR TO PLACING EXPANSION JOINT DEVICE.

7'

0 I

REF LI NE A

11 -10 11

MIN. BKWLL

_Jr

EA BARS I TOP & BOTT l

APPROACH SLAB

PAY LIMITS FOR EXP JT DEVICE

SLEEPER SLAB


SECTION G-G

DRAWN BY: JLS DATE: 08/20/15 REVISIONS: 01/28/16 CS: SUPERSTRUCTURE DETAILS CHECKED BY: ALT DESIGN UNIT: GLEG JN: >---~~~~~~~~~~~----<>--~~~~~~~~~~~~~-----<

CURTIS ROAD OVER DEAD CREEK FILE: 335 dk.dgn TSC: 1015-2-335 SAGINAW COUNTY ROAD COMMISSION

DRAWING SHEET

SECT 2

25

91-21/2" 8'-0" -((3) EA040708 (31 EA040404

3,4 BEVEL 3,4• BEVE~ (31 EA040404 (31 EA040708\ WK PT 1 OR 4 \ v (TYPI (TYPI /WK PT 2 OR 3

- i/J "<" ] D ~ -"<" \_ 0 -<" =~

LI') I -;:;, LI') I - I I

;:... I - -~ LI') -

Al "I.

FLARE (11 ED050711:::A \_(31 EA040501 I I (3) EA040503) C' ED050711

REF LINE A OR B (6) ED050711 11" (31 ED050706 (31 ED050706 11 . (61 ED050711

5" 8 SPA @ 11" = 7'-4" I 3" 3' I 8SPA®11"= 7'-4 ' 71/,l -

I - REF LINE A OR B

5'-5 ' 2'-7" 2'-7 ' 5'- 7I,.; MISCELLANEOUS QUANTITIES - 8'-0 ' 8'-2 1'2" 134 Ft Bridge Roi I Ing. 2 Tube

~ 252 Sft Joint Waterproofing 1 LS Superstructure Cone. Form. Finish. and

PLAN OF END BLOCK PLAN OF END BLOCK Cure. Night Casting 161 Cyd Superstructure Cone. Night Casting

!NORTHWEST & SOUTHEAST QUADS ONLY! !NORTHEAST & SOUTHWEST QUADS ONLY! 4 Cyd Superstructure Cone 1 LS Superstructure Cone. Form. Finish. and

Cure 1 LS Bridge Ltg, Furn and Rem

8'-0" MIN 8'-21,,!' MAX 1 '-7" 161 Cyd Bridge Ltg. Oper and Maintain 120 Ft Underdrain. Fdn. 4 inch 40 Ft Underdrain Outlet. 4 inch

TOE OF BRUSH BLOCK~ 2 Ea Underdrain. Outlet Ending, 4 inch 5'-5 ' MIN 5'-7 1,.J' MAX 2'-7" 11-51/21 11/21 1 Ea Structure Name Plate

D..., E..., ~ ~'""" .,.~ µ V 3'{ BEVEL (TYPI

rEA04 BARS IESI ""

Vi I-' 1 ..... ----ED05 BARS --"' ED05 BARS ED05 BARS ..-I;: I/) ..,- .... Ill It:<'. ..,-I - <( I

C'J "--a:i C'J l/l II v N 0

<( .11 w

NOTES: 2 ,_

"" 'io ,_ NS DENOTES NEAR SIDE. w . ·~

"""' lw FS DENOTES FAR SIDE.

o....J E....J .... ~ ;._ -

T&B DENOTES TOP AND BOTTOM.

ELEVATION ES DENOTES EACH SIDE.

SECTION D-D JWP DENOTES JOINT WATERPROOFING.

FOR BRIDGE RAILING, ANCHORAGE FOR GUARDRAIL AND NAME PLATE 1 '- 7' MOUNTING DETAILS, SEE STANDARD PLAN B- 21-SERIES. FOR DETAILS

011'2

OF NAME PLATES, MOLDINGS AND BEVELS, SEE STANDARD PLAN B-103-SERIES.

DO NOT POUR DECK CONCRETE UNTIL DIAPHRAGM CONCRETE ATTAINS A COMPRESSIVE STRENGTH OF 3,000 psi.

"" 1 '-01,.J• THIS DECK POUR IS DESIGNATED A NIGHT POUR, AND THEREFORE SUBJECT TO

TOE OF BRUSH BLOCK----- THE RESTRICTIONS OF SECTION 706.03 I. OF THE STANDARD SPECIFICATIONS.

~ ~"""""'~ ~ THE CONTRACTOR SHALL NOT USE STAY IN PLACE FORMS. ALL MATERIALS v 3'{ BEVEL ITYPI USED TO FORM THE DECK MUST BE REMOVED PRIOR TO OPENING THE

"' BRIDGE TO TRAFFIC.

THE CONTRACTOR IS TO PROVIDE A SAWED JOINT 1'2 DEEP BY1'a WIDE Vi

-~ "' ~

"' l...---ED05 BARS IMINIMUMI IN THE TOP OF SLAB AT TRANSVERSE CONSTRUCTION JOINTS.

..-I;: l/) THE JOINT IS TO BE SAWED WITHIN 4 HOURS OF REMOVING THE CURING AND Ill I"' • I

..,- IS TO BE FILLED WITH HOT-POURED JOINT SEALANT llNCLUDED IN THE BID - <( I "--a:i ~ N ITEM "SUPERSTRUCTURE CONC, FORM, FINISH AND CURE I )"). VJ II v N 0

~ ' EDGE" OR ' GROOVE ' DENOTES EDGING OR GROOVING WITH AN APPROVED TOOL. <( w

ALPHABETICAL DE~GNATION OF DECK POURS IS NOT TO BE CONSTRUED AS A 2' POUR SEQUENCE.

"' 'io ,_ w

• a:i ADDITIONAL CONCRETE AND FORMING USED TO INCREASE SLAB DEPTH AT THE """" lw BRIDGE RAILING, 2 TUBE WILL NOT BE PAID FOR SEPERATEL Y, BUT SHALL BE ...,,,_ ;:... INCLUDED IN THE BID ITEM "SUPERSTRUCTURE CONC I, NIGHT CASTING! ' . '--------- -

NO PORTION OF DECK FORMWORK OR SUPPORTS SHALL PROTRUDE ABOVE THE TOP OF PROPOSED HAUNCH IOR TOP OF THE BEAM WHERE THERE IS NO PROPOSED

SECTION E-E HAUNCH!.

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: I DRAWN BY: JLS DA TE: 08/20/15 IREVISIONS: 01/28/16 CS: SUPERSTRUCTURE DETAILS DRAWING SHEET NO] DA TE lAUTHJ DESCRIPTION INo.I DATE IAurnl DESCRIPTION NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: CURTIS ROAD OVER DEAD CREEK SECT 2

I I I I I I I I I I I I I I GREAT LAKES ENGINEERING GROUP, LLC FILE: 335 dk.dgn TSC: 1015-2-335 SAGINAW COUNTY ROAD COMMISSION 26

FINAL ROW PLAN REVISIONS NO.I DA TE IAUTHI DESCRIPTION

I I I I I I

A

B

c

D

E

SCREED E~

FASCIA ELEVATION

~

V \BOTTOM OF SLAB

ELEVATION

TYPICAL FASCIA SECTION

BOTTOM OF SLAB ELEVATIONS

FASCIA RIGHT

RIGHT LEFT

RIGHT LEFT

RIGHT LEFT

RIGHT LEFT

I LEFT

RIGHT

SPAN 1

I

SCREED ELEVATIONS

!SUBMITTAL DATE: IND.I DATE IAUTHI DESCRIPTION

I I I I

I

I I I I GREAT LAKES ENGINEERING GROUP, LLC

NO SCALE

LEFT BOTTOM OF SLAB ELEV.

RIGHT BOTTOM OF SLAB ELEV.

TYPICAL INTERIOR SECTION (LOOKING UP STATIONJ

BULKHEAD ELEVATIONS

A

B

c D

E

ABUT A ABUT B

DRAWN BY: JLS DATE: 08/24/15 I REVISIONS: 01/28/16 CS:

CHECKED BY: ALT DESIGN UNIT: GLEG JN: t--~~~~~~~~~~~-+-~~~~~~~~~~~~~----1

FILE: 335 ss.dgn TSC: BAY CITY 1015-2-335

NOTES: BOTTOM OF SLAB ELEVATIONS (ARE AT RIGHT ANGLES TO THE BEAM CENTERLINE AND I ARE BASED ON THE CONDITION THAT THE BEAMS AND DIAPHRAGMS ARE COMPLETELY ERECTED WITH NO OTHER LOADS APPLIED. THESE ELEVATIONS INCLUDE ALLOWANCE FOR VERTICAL CURVE AND DEFLECTION DUE TO FORMS, STEEL REINFORCEMENT, CONCRETE SLAB, BARRIER AND UTILITIES.

SCREED ELEVATIONS ARE BASED ON THE CONDITION THAT NO SLAB CONCRETE HAS BEEN CAST AND THAT FORMWORK AND STEEL REINFORCEMENT ARE IN PLACE.

SCREED RAILS FOR FINISHING OF STRUCTURAL CONCRETE SHALL BE LOCATED OVER FASCIA BEAMS.

SLAB & SCREED DETAILS DRAWING SHEET



FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: NO. DA TE AUTH DESCRIPTION NO. DA TE AUTH

411{ PLACE STEEL FRAME 11 8"

MAX. BELOW TOP OF CONCRETE I" 12

MIN.

SECTION THROUGH EXPANSION JOINT

n n v v

~SLEEPER SLAB EXPANSION ? JOINT DEVICE

I

~APPROACH SLAB !SOUTH ENDl CO>

--------------fl fl

v v

PLAN AT SLEEPER SLAB

DESCRIPTION

_jA

NO SCALE

PAY LIMITS FOR EXPANSION JOINT DEVICE

EXPANSION JOINT DEVICE

SECTION A-A


CHECKED BY: ALT DESIGN UNIT: GLEG JN: t--~~~~~~~~~~~~--+-~~~~~~~~~~~~~~~--t

FILE: 335 ej.dgn TSC: BAY CITY 1015-2-335

NOTES: JOINT TYPES

THE EXPANSION JOINT DEVICE SHALL BE OF A TYPE THAT INCLUDES A CONTINUOUS NEOPRENE IOR EQUIVALENT) SEAL ACROSS THE DECK. UNLESS OTHERWISE NOTED ON THE PLANS, THE CONTRACTOR HAS THE OPTION OF USING ANY OF THE DEVICES LISTED BELOW:

DEVICE MANUFACTURER WABO STRIP SEAL - TYPE M - - - -WATSON-BOWMAN & ACME, INC. WABO STRIP SEAL - TYPE A - - - -WATSON-BOWMAN & ACME, INC. STEELFLEX-SSA2 - - - - - - - - - - D.S. BROWN STEELFLEX-SSCM - - - - - - - - - - D.S. BROWN ONFLEX 40 SS - - - - - - - - - - - STRUCTURAL RUBBER PRODUCTS CO.

THE MODEL OF THE JOINT TYPE SELECTED SHALL BE SUITABLE TO ACCOMMODATE THE TOTAL MOVEMENT NOTED ON THE PLANS.

COMPLETE WORKING DRAWINGS OF ALL DETAILS OF FABRICATION OF THE EXPANSION JOINT DEVICE SHALL BE SUBMITTED FOR REVIEW IN ACCORDANCE WITH STANDARD SPECIFICATION 104.02. THIS REQUIREMENT IS WAIVED FOR EXPANSION JOINT DEVICES FOR WHICH A SET OF STANDARD INSTALLATION DETAILS HAS BEEN APPROVED. STANDARD INSTALLATION DETAILS CAN BE OBTAINED FROM THE DESIGN DIVISION.

FABRICATION AND INSTALLATION

THE EXPANSION JOINT SHALL BE SHOP FABRICATED TO CONFORM TO THE CONTOUR OF THE BRIDGE DECK, BARRIERS, ETC. IT SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS SUBJECT TO NOTES HEREIN AND THE APPROVAL OF THE ENGINEER.

TIE DECK REINFORCING STEEL TO STEEL FRAME ANCHORS TO MAXIMUM EXTENT PRACTICABLE WITHOUT DAMAGING GALVANIZED OR EPOXY COATINGS.

THE TOP OF THE EXPANSION JOINT DEVICE SHALL BE SET 110"- 11/ BELOW THE CONCRETE SLAB I PAVEMENT l WITH A TOLERANCE OF ± 11a".

THE STEEL ANCHORAGE FOR STRIP SEAL GLANDS SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH SUBSECTION 707.03C.17 OF THE STANDARD SPECIFICATIONS.

THE AREA OF THE STEEL ANCHORAGE AND SEALING GLAND WHICH WILL BE IN CONTACT WITH A SEALANT, OR LUBRICANT-ADHESIVE SHALL BE CLEANED WITH TOLUENE OR OTHER APPROVED SOLVENT.

IN THE EVENT THAT SPLICING IS REQUIRED OF THE SEALING GLAND, IT SHALL BE SPLICED BY AN APPROVED METHOD !SUCH AS COLD VULCANIZATION) BY A TRAINED REPRESENTATIVE OF THE MANUFACTURER.

DETAILS AT CURBS OR BARRIERS

THE DETAILS ON THIS SHEET SHOW AN APPROVED MEANS OF TERMINATING THE EXPANSION JOINT DEVICE AT CURBS OR BARRIERS. VARIATIONS OR ALTERNATIVE SCHEMES WILL BE CONSIDERED AND MAY BE USED IF APPROVED BY THE ENGINEER.

MATERIALS

THE COST OF ALL MATERIALS AND LABOR REQUIRED FOR PROPER INSTALLATION OF THE EXPANSION JOINT AND THE TERMINAL ASSEMBLIES AT THE CURBS, SIDEWALKS, OR BARRIERS IS INCLUDED IN THE PAYMENT FOR THE EXPANSION JOINT DEVICE.

STRUCTURE ANGLE OF LOCATION MIN. TOT. TRAVEL REQUIRED LENGTH

CROSSING TD ALONG CENTERLINE OF EXPANSION NUMBER NEAREST 10" OF JOINT OF BRIDGE * JOINT DEVICE

10' APP SLAB 1" 43'-0"

QUANTITY ITEM I UNIT I AMOUNT

Expansion Joint Device I Ft I 43 I Ft I

EXPANSION JOINT DETAILS DRAWING SHEET



BAR DIMENSIONS

a b c d e f g h k m p

NO. TOTAL REQ'O WT. BAR

DIMENSIONS

a b c d e f g h k m p

NO. TOTAL REQ'D WT.

EA083804 38'-4" 10 1024 EA040508 5'-8" 2 8 1-------t---+----+------t---+----+------11-----+----+----1-----+----+---+----+-----1 r----+-----+---+-----+-----+---+-----+-----+---+----+------t---+----+---+------1

EA063704 37'-4" 12 673 I-- EA040511 5'-11" 1 4 1-------1---+------+------t----+------+------tl-----+-----+----I-----+-----+----+---+------<= 1-------1----+------+------tl-----+-----+----I-----+-----+----+-----+-----+----+---+------<

EA061203 12'-3' 4 74 O EA040505 5'-5 ' 1 4 1--E-A0-6-08_0_9-+--8'--9-,-+----+-----+-----+---+----+-----+---+----+------+---+------+---2+------<26 (__) 1--E-A0-4-07_1_1-+--7-'--1-1-, -+------+------t1-----+-----+----1-----+-----+----+-----+-----+----+---2+------<11

EF061308 3'-11 ' 4'-9' 5'-0 ' o· 2'-43'8' 1'-7 1'8 58 1191 I EA040802 8'-2 ' 1 5

EC061103 1'-7 ' 1'-6' O' 4'-9' 4'-9 ' 4'-8''2 5'-0" 58 980 = EA040708 7'-8 ' 1 5 1-------1---+------+------t----+------+------tl-----+-----+----I-----+-----+----+---+------<

ED060500 1'-9" 1'-6" 1'-9 ' 44 330 I- EA041002 10'-2" 2 14 t-------+---+------+------t----+-----+------tt-----+-----+----t-----+-----+----+---+------<

ED060510 2'-53'6' 11 1'4 2'-53'8' 4 35 ~ EA041005 10'-5' l 7 1-------t---+----+------l---+----+------ll-----+----+---l-----+----+---t---t----1

ED060800 3'-63'6' 11 1'4' 3'-63'8" 4 48 :::::;;;:: EA040911 9'-11" 1 7 l-------l---+------+------t----+-----+------tl-----+-----+----l-----+-----+----+---+------<1---

ED061004 4'-83'a 11 1'4 4'-83'8" 4 62 = EA041205 12'-5" 2 17 t--E-D0-6-12_0_6 -+--5-·--9-3,8-, +--11-1,-4,---+--5'--9-3,-8,-+-----+---+----+-----+---+----+------+---+------+---4+------<75 ~ EA041208 12'-8" 1 8

ED061410 6'-11 3'8" 11 1'4 6'-11 3'8 10 223 EA041202 12'-2 ' 1 8 1-------1---+------+------t----+-----+------tl-----+-----+----I-----+-----+----+---+------<

EA040302 3'-2" 1 2 <rt-------+---+------+------t----+-----+------tl-----+-----+----t-----+-----+----+---+------<

REINFORCEMENT, STEEL, EPOXY COATED SUBTOTAL = 4,855

EA040305 3'-5 ' 1 2 1---1-------t---+-----+------t----+-----+------tt-----+-----+----t-----+-----+----+---+-----+--+-----+-----+---+-----+-----+---+----+-----+---+----+------+---+-----+----+-------< = EA040505 5'-5" 1 4 EA032606 26'-6" 153 1524 LLJ 1--E-A0-4-05_0_8 -+--5'--8-,--+---+-----+-----+---+-----+-----+---+-----+-----+---+----+---1+-------14 EA052807 28'-7" ~1-------1---+------+------t----+-----+------tl-----+-----+----I-----+-----+----+---+------<

168 5008

I- EA040708 7'-8 ' 1 5 EA041100 11'-0' 44 323 =t-------+---+------+------t----+-----+------tl-----+-----+----t-----+-----+----+---+------< = EA040711 7'-11 ' l 5 EA041000 10'-0 ' 24 160 <[ t--E-A0-4-09_1_1 -+--9-'--1-1 '--+---+-----+-----+---+----+-----+---+----+------+---+-----+---1+------<7 EA040811 8'-11 '

4 24

EA041002 10'-2" 1 7 EA040702 7'-2 ' 4 19

EA041202 12'-2' 1 8 EA040505 5'-5 ' 4 14

EA040303 3'-3 ' 1 2 EA040308 3'-8" 4 10

EA040300 3'-0' 1 2 ED060409 3'-9" 6" 6" 190 1356

EA040506 5'-6 ' 1 4 ET040411 10 1'2° 1'-1 ' o· o· 138 453

EA040503 5'-3" 1 4 EA064306 43'-6" 210 13721

EA040709 7'-9 ' 1 5 EA042609 26'-9 ' 12 214

EA040706 7'-6 ' 1 5 EA081911 19'-11 ' 14 744

t--EA_0_4_10_0_0-+-_1_0_'-_0_' +-----+------t----+-----+------tt-----+-----+----t-----+-----+---+---1+------<7 LLJ1--E_A0_8_28_0_3-+-_28_'-_3'--+---+-----+-----+---+----+------+---+----+------+---+-----+--1-4+---1-0_,56 EA040909 9'-9 ' 1 7 0:::: EA080801 8'-1" 8 173

1-------t---+----+------l---+----+------ll-----+----+---l-----+----+---t---t----1 =1-------t---+----+------ll----+----+---l-----+----+---+------+-----+---+---+----1 EA041203 12'-3' 1 8 I- EA080707 7'-7" 8 162

1--EA_0_4-12_0_0-+--1-2-'--0'--+----+-----+-----+---+----+-----+---+----+------+---+------+---1+------<8 ~1--E-A0-8-01_0_5-+--1-'--5'--+---+-----+-----+---+----+------+---+----+------1---+------+---2+------<8

t--E_A0_4_12_0_5-+-_12_'-_5'--+----+-----+-----+---+----+-----+---+---~--~---~--~--1+------<8 e=l--E_A0_8_01_0_2-+-_1_·-_2·--+---+----+-----+---+----+------+---+----+------+---+------+---2+-----<6 REINFORCEMENT, STEEL, EPOXY COATED SUBTOTAL= 4,845 VJ EM061206 1'-0 1'4' 4'-3" 1'-51'2 3'-3 ' 1'-0 1'4' l'-6 ' 48 901

t-------+---+-----+------t----+-----+------tt-----+-----+----~--~--~---~-+------< 0::::1-------t----+-----+------tt-----+-----+----t-----+-----+---+-----+-----+---+---+------< LLJ EK041300 4'-5 ' 1'-4''4 1'-4''4 1'-5 1'2° 8 69

1----+----+---+------+-----+---+-----+-----+---+-----+-----+---+----+-----+---+----j o_ 1-------t---+----+------ll----+----+---l-----+----+---+------+-----+---+---+----1 = HA060600 6'-0 ' 32 288

t--E-A0-8-38-06---+--38-'--6'--+----+-----+-----+---+----+-----+---+----+------+---+------+--1-0+---1-0_,28 VJ1--E-D0_6_07_0_0-+--3-'--3-1'8-,-+--5-3,-4---+--3'--3-

1,-8-+-----+---+----+------+---+----+------+---+------+--2-8+---2---<94

EA063706 37'-6" 12 676 EA053406 34'-6" 12 432

EA061203 12'-3" 4 74 EA063805 38'-5" 21 1212

EA060809 8'-9 ' 2 26 EA063605 36'-5 ' 21 1149

EF061308 3'-11 ' 4'-9' 5'-0 ' o· 2'-43'8' 1'-7 1'8 58 1191 EA061906 19'-6" 92 2695 = EC061103 1'-7 ' 1'-6' O' 4'-9" 4'-9 ' 4'-8 1'2 5'-0 ' 58 980 EA044106 41'-6" 13 360

I- ED060500 1'-9 ' 1'-6' 1'-9 ' 44 330 EM041106 1'-8 ' 1'-5 ' 3'-2 ' 8' 3'-2 ' 1'-5 ' 65 499 = t-------+---+------+------t----+-----+------tl-----+-----+----t-----+-----+----+---+------< LLJ ED060510 2'-53'8 11 1'4 2'-53,8• 4 35 ED040500 1'-9 ' 1'-6 ' 1'-9 ' 2 7 :::::;;;:: t--E-D0-60_8_00---+-3-'--6-3,8-. +--11-1,-4,--+--3'--6-3,-8,-+-----+---+----+-----+---+----+------+---+-----+---4+------<48 EA040708 7'-8" 12 61

~ l--E-D0_6_10-0-4 -+--4-'--8-3'8-,, +--11-1,-4,-+--4'--8-3,-8.-+-----+---+-----+-----+---+-----+-----+---+----+---4+-----162 EA040404 4'-4" 12 35 = 1-------1---+------+------t----+-----+------tl-----+-----+----I-----+-----+----+---+------< <r ED061206 5'-93'a 11 1'4 5'-93'8' 4 75 EA040501 5'-1 ' 6 20

ED061410 6'-11 3'8' 11 1'4' 6'-11 3'8 10 223 EA040503 5'-3 ' 6 21

EA040305 3'-5 ' 2 5 ED040711 3'-4 1'4 1'-21'2 3'-4 1'4 28 148

EA040308 3'-8 ' 1 2 ED040706 3'-4 1'4 91'2' 3'-4''2' 12 60

EA040302 3'-2" 1 2 EA044305 43'-5" 8 232

MISCELLANEOUS QUANTITIES

43.158 Lb Reinforcement. Steel. Epoxy Coated

REINFORCEMENT, STEEL, EPOXY COATED SUBTOTAL = 33,458

EPOXY COATED BAR SIZE ~LENGTH IFTI ~ ~ r-'f AR LENGTH llNI NOTES:

1. a .1 @

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I c I

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EA064700 I BAR SHAPE

REINFORCEMENT SHALL BE BUNDLED AND TAGGED AS TO THE LOCATION AS SHOWN ON TH IS SHEET.

BAR LEGEND * DENOTES THREADED BARS.

FINAL ROW PLAN REVISIONS !SUBMITTAL DATE: DRAWN BY: JLS DATE: 09/04/15 I REVISIONS: 01/28/16 CS: STEEL REINFORCEMENT DETAILS DRAWING SHEET

CURTIS ROAD OVER DEAD CREEK NO.I DA TE IAUTH DESCRIPTION INO.I DATE IAUTHI DESCRIPTION NO SCALE CHECKED BY: ALT DESIGN UNIT: GLEG JN: t----------------1-----------------t I I I I I I

SECT 2

I I I I I I GREAT LAKES ENGINEERING GROUP, LLC FILE: 335 rs.dgn TSC: 1015-2-335 SAGINAW COUNTY ROAD COMMISSION 29

ROAD CLOSED

IN THRU T:RAFFIC R11-4 (60' X 30')

~ W20-2 !48l

~ R5-18 bLA !42' X 60'l

ffi ffi \i\ ~ \i\ ~ 0

~ <=:i ---1 <=:i <=:i

JUNCTION RD

JUNCTION RD

c:::::> f-- ffi] I ~ffi] c:::::> f--

ffi CD 0

~ ffiT ,0sca1..t-. c I

~ G20-2 !48' X 24'l

~ W20-3 !48'l @ ~ M4-8c !18' X 24'l

0 r~R1 -....... M4-9!U !30' X 24'l @ I CURTIS ROAD I D3-1 136' x 12')

__ll_ TYPE III BARRICADE D

°" ffi 00CD _J

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CURTIS RD

:::j f-- c:::::> @ @

rtrnuRI M4-91Tl 130' X 24'l PROJECT LOCATION

ffi D

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CURTIS RD

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r~R1 CD - M4-91Rl 130' x 24')

c.,"'-

~ '<v '7\ ROAD 0 CLOSED R11-1 148' X 30'l

D

°" u.J

WARNICK RD _J

CL

"" "' D

°" SIGN NUMBE R SIGN NM DESCRIPTION QUANTITY SFTEACH TOTALSFT _J

u.J 1 W20-1 ROAD WORK AHEAD 3 16 48 ::E

"' 2 W20-2 DETOUR AHEAD 3 16 48 u.J D 3 W20-3 ROAD CLOSED AHEAD 3 16 48

4 M4-9(L) DETOUR LEFT 5 5 25

5 M4-9(T) DETOUR AHEAD 7 5 35 TOWNLINE RD

c 6 M4-9(R) DETOUR RIGHT

7 Rll-1 ROAD CLOSED

5 5 25

8 Rll-4 ROAD CLOSED TO THRU TRAFFIC

2 10 20

10 R5-18 WORK ZONE BEGINS

3 12.5 37.5

11

1 17.5 17.5

G20-2 END ROAD WORK

12 M4-8a END DETOUR

1 8 8

c D3-1 CURTIS ROAD

2 3 6

16 3 48

TOWNLINE RD

Sign, Type B. Temp, Prismatic, Furn and Oper Sit 366

Barricade, Type Ill, Double Sided, Furn and Oper Ea 8

D

D °" °" _J

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u.J "' >- "' u.J w

en D NOTES:

BUSCH RD

11

BUSCH RD -11

FINAL ROW PLAN REVISIONS ISUBMITT AL DATE: DRAWN BY: JLS DATE: 09/09/15 REVISIONS: 01/28/16 CS: DETOUR DETAILS DRAWING SHEET NO. DA TE AUTH DESCRIPTION NO. DATE AUTH

CHECKED BY: ALT DESIGN UNIT: GLEG SECT 2 DESCRIPTION NO SCALE CURTIS ROAD OVER DEAD CREEK tFl;-~--;;:;:-;;;:------E~".':'..'..'...~'---------_J JN: FILE: 335 det.dgn TSC: 1015-2-335 SAGINAW COUNTY ROAD COMMISSION 30

michigan department of transportation · the design of this structure is based on 1.2 times the...

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