NM FLAP SJU 10(1)_ X-Section.pdf

STATE

NM

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

SHEET

NO.

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

COTTONWOOD CAMPGROUND RD. OVER ARROYO

BRIDGE NO. 9988

SAN JUAN COUNTY, NEW MEXICO

DRAWING NO.

DATE

August 2021 of 29

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

C. AGUILAR

CHECKED BYDRAWN BY

DESIGNED BY

D. BEAN

REVISIONS

BY

DATENO.

REVISIONSBY

c p w w o r k in g c e n tr a l0 d R

G A .d g n

P T

.4

P C

.1

L

15+00 grade

Proposed grade

Proposed structure

Location of

L

16+00

E L .7

.1

F il l fa c e A b u t .1

B e g in B r id g e

E L .2

.3

F il l fa c e A b u t .2

E n d B r id g e caisson (typ.)

30"Ø Drilled

FIX EXP

Mexico Type A32

Metal Railing New

El. 5693.50

Low chord

2'-0" min. Freeboard

EL. 5687.77

Q Water surface

-5.000%

V P I

E L ,6

.5

100' VC

L L

S h ld r

L a n e ty p

S h ld r

L a n e

"L

L = 181.67'

T = 92.93'

R = 350.00'

PI 17+45.12

Curve = RTE010-2

L = 326.44'

T = 170.78'

R = 450.00'

PI 13+39.75

Curve = RTE010-1

C Access Road

C Access Road) ground line (at Existing

A rr o y o

(Taken at C Access Road)

0.500%

Abut. No. 1

C Brg.

Abut. No.2

C Brg.

Q

Q

Q

Q

Q Vm

WS EL.

1.7

(cfs) (ft/s)

5687.17

172 3.0 5687.77

217 3.3 5687.92

267 3.6 5688.07

PLAN

ELEVATION

DATA TABLE

HYDRAULIC

L

PROFILE GRADE DIAGRAM

Elevations are at profile grade C Access Road

No Scale

GENERAL PLAN AND ELEVATION

1"=20'-0" E. SCHAWO

RG3231-A

S1

INDEX OF DRAWINGS

DRAWING NO. DESCRIPTIONSHEET NO.

85'-0" (C Brg. to C Brg.)L L

" (Back to Back of Backwall)16 1188'-3

12 Spaces @ 6'-3"=75'-0"5'-0"=15'-0" 3 Spa.@4'-0"

2'-0" 2'-0" 4'-0"

5'-0"=15'-0" 3 Spa.@

16+17.25

C Bridge Abut. No. 2L

15+32.25

C Bridge Abut. No. 1L

S29

S26 THRU S28

S22 THRU S25

S17 THRU S21

S16

S15

S14

S13

S12

S11

S10

S9

S8

S7

S6

S5

S4

S3

S2

S1

Bridge Railing, Steel Length = 117'-0"

25Q Scour Depth = 0.25 ft.

1'-6"

G3 for details

See sheet G1 thru

Riprap

EL. 5687.92

Q Water surface

(Typ.)

Elev. = 5665.78

Est. Tip

Elev. = 5663.71

Est. Tip

0.5%

Post SpacingPost Spacing

Berm Elev.=5692.50Berm Elev.=5692.00 details

G1 for

See Sheet

Riprap

15+15.40

Begin App. Slab

16+34.11

End of App. Slab

E 2,768,205.70

N 2,114,337.91

16+18.36

End Bridge

E 2,768,120.62

N 2,114,318.78

15+31.15

Begin Bridge

BRIDGE NUMBER PLATE

EXPANSION JOINT

TYPE A32 RAILING

REBAR LIST

APPROACH SLAB DETAILS

WINGWALL DETAILS

ABUTMENT DIAPHRAGM

TOP OF DECK ELEVATIONS

DECK REINFORCING PLAN BOTTOM BARS

DECK REINFORCING PLAN TOP BARS

INTERMEDIATE DIAPHRAGM

PRECAST, PRESTRESSED CONCRETE AASHTO GIRDER

BEARING DETAILS

FRAMING PLAN

TYPICAL SECTION

ABUTMENT CAP DETAILS

DRILLED SHAFT DETAILS

FOUNDATION LAYOUT

GENERAL NOTES & ESTIMATED QUANTITIES

GENERAL PLAN AND ELEVATION

13'-9" Wingwall

Pay Limits (Typ)

Structural Backfill, Pay Limits (Typ)

Structural Excavation, RG3231-AC

RG3231-Z THRU AB

RG3231-V THRU Y

RG3231-Q THRU U

RG3231-P

RG3231-O

RG3231-N

RG3231-M

RG3231-L

RG3231-K

RG3231-J

RG3231-I

RG3231-H

RG3231-G

RG3231-F

RG3231-E

RG3231-D

RG3231-C

RG3231-B

RG3231-A

15551

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8/10/2021

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G B .d g n

SPECIFICATIONS

GENERAL NOTES

ESTIMATED QUANTITIES

GENERAL NOTES &

NONE E. SCHAWO

RG3231-B

S2

MATERIALS

MISCELLANEOUS

GENERAL NOTES CONT.

Bridge Rating Program Version 6.8.

and Resistance Factor Rating (LRFR) methods using the AASHTOWare

These ratings were computed by the Load Factor Rating (LFR) and Load

Note:

Contracting Officer for approval prior to any deck work.

Contractor shall submit the girder profile data, camber data and finished deck elevation verification to the camber elevations. The contractor shall use this information to verify camber and finished deck elevations. The completed line of girders from centerline bearing to centerline bearing at tenth poins to calculate existing girder

Verification of girder camber before screed rails are set, the Contractor shall survey and plot girder profiles of each

Verification of Girder Camber:

on the right hand side of the road as one approaches the bridge.

shown on NMDOT standard drawing 543-09. The number plate shall be placed on the second post on the bridge deck

The Contractor shall furnish and place two (2) bridge number plates conforming to the bridge number plate details

Bridge Number Plates:

The metal railing shall be galvanized and then stained with the Natina product.

Railing Protective Coating:

specifications.

The top surface of the deck shall be machine grooved in the transverse direction of the deck per section 552 of the

Deck Slab:

information on the on-site soils.

Refer to Standard Specification 208, Structure Excavation and Backfill. The geotechnical report provides additional

Structrure Exacation and Backfill:

Concrete shall be structural concrete Class C.

30" Diameter Drilled Shaft

Drilled Shaft:

Concrete shall be structural concrete Class P (Prestressed). See Precast Girder Detail Sheets for concrete strength.

See Precast Girder Detail Sheets.

Prestressed Concrete Girders:

See Precast Girder Detail Sheets.

Prestressing Steel:

steel in the substructure shall be non-coated.

All reinforcing steel in the superstructure concrete shall be epoxy coated and all reinforcing

Bar splices, other than those shown on the plans, will not be paid for.

Minimum splice length for all bar sizes shall be as shown on the plans.

The minimum concrete cover to the face of any bar shall be 2", unless shown otherwise on the plans.

All reinforcing steel shall conform to AASHTO M31 or M322, Grade 60 deformed.

Reinforcing Steel:

Expansion joint filler shall meet the requirements of AASHTO M213.

Chamfer exposed edges of all concrete 3/4", unless noted otherwise on the plans.

Type II cement shall be used for all Cast-in-Place concrete.

All concrete shall be structural concrete Class A (AE) with a minimum 28-day compressive strength f'c=4,500 psi.

Concrete:

Seismic Zone 2 (Simple-Span Bridge)

Longitude = 107°40'45" W

Latitude = 36°48'37" N

Seismic Design:

HL-93. Maximum Dynamic Load Allowance, IM=33%

Live Load

Future Wearing Surface: 30 psf

Lateral Earth Pressure: equivalent fluid unit weight of soil, Active = 0.042 kcf

Concrete: 150 pcf.

Dead Loads

DESIGN LOAD

Projects, FP-14, U.S. Customary Units and Special Contract Requirements (SCR).

Federal Highway Administration Standard Specifications for Construciton of Roads and Bridges on Federal Highway

Construction

AASHTO LRFD Bridge Design Specifications, 9th Edition

Design

No. 55201-0200 Structural Concrete, Class A (AE).

associated to the Preformed Expansion Joint Filler with Silicone Joint Sealant installation shall be incidental to Item

Preformed Expansion Joint Filler with a Silicone Joint Sealant. The cost of all labor, equipment and material paid for with Item No. 55235-000 Expansion Joints. The joint between the deck and approach slab shall be a standard drawing 562-01. The cost of all labor, equipment and material associated to the joint installation shall be

The expansion joint between the approach slab and sleeper slab shall be a joint strip seal assembly per NMDOT

Expansion Joints:

Contracting Officer. All open holes are to fill with grout after erection is completed.

Size and location of erection holes in the girders shall be shown on the shop plans and will require approval by the

Girders:

(10) Includes the cost of the concrete and steel reinforcing.

(9) Includes the cost of the Natina stain finish.

(8) Includes the cost of furnishing and installing the preformed expansion joint filler with silicone joint sealant.

(7) Includes the cost of furnishing and installing intermediate diaphragms.

(6) Includes the cost of furnishing and installing sole plates.

(5) Includes the cost of furnishing and installing temporary casing for the drilled shafts.

(4) Includes the cost of furnishing and installing strip seal assemblies, and cover plates.

(3) Includes the cost of furnishing and installing steel curb.

(2) Includes the cost of furnishing and installing all joint material and misc. hardware shown for Abutment details

(1) Contract Quantity

QUANTITY NOTES:

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G C .d g n

P T

.4

P C

.1

15+00 grade

Proposed grade

Proposed

L

16+00

L L

L

L = 181.67'

T = 92.93'

R = 350.00'

PI 17+45.12

Curve = RTE010-2

L = 326.44'

T = 170.78'

R = 450.00'

PI 13+39.75

Curve = RTE010-1

C Access Road

C Access Road) ground line (at Existing

A rr o y o

Abut. No. 1

C Brg.

Abut. No.2

C Brg.

PLAN

L Abut. No.2

C Brg. L Abut. No. 1

C Brg.

DS No. 1

DS No. 3

DS No. 4

DS No. 6

DS No. 5DS No. 2

DRILLED SHAFT TABLE

FOUNDATION LAYOUT

1"=20'-0" E. SCHAWO

RG3231-C

S3

SW-02

SW-01

SW-01

SW-02

50/1"

99/80

50/2"

100/100 100/100

10-22-2020

77/12" 50/6"

75/6"

77/12"

50/1" 100/45

100/80

10-22-2020 grade

Proposed grade

Proposed

BORE HOLE

(SM) Silty Sand

SANDSTONE

DRILLED SHAFT

LEGEND

SW-02

50/1"

99/80

50/2"

100/100 100/100

10-22-2020

Designation

Boring

Blows/Foot or

Resistance in

Penetration Test

Test Sample and

Standard Penetration

USCS Symbol

Rock Core

Rock Quality Designation RQD (%)

Bottom of Boring

Completion

Date of

Recovery (%)

During Drilling

Groundwater Level

15+32.25

C Brg. Abut. No. 1

85'-0"

100/70

10/93

Blows/Inches driven

FOR DRILLED SHAFTS

FOUNDATION NOTES

E 2,768,120.08

N 2,114,318.66

15+31.15

Begin Bridge

15+32.25

C Brg. Abut. No. 1

E 2,768,206.24

N 2,114,338.03

16+18.36

End Bridge

4.0

24.5

5665.78

5690.28

Abut. No. 1

4.0

27.0

5663.71

5690.71

Abut. No. 2

Elev. = 5665.78

Est. Tip

Elev. = 5663.71

Est. Tip

Gravel with Silt and Sand

(GP-GM) Poorly Graded

Nominal Resistance/Shaft (Kips)

Factored Resistance * (Kips) (Strength I)

Rock Socket Length (Feet)

Estimated Shaft Length (Feet)

Estimated Tip Elevation (Feet)

Top of Shaft Elevation (Feet)

Drilled Shaft Spacing (Feet)

Quantity (Each)

Drilled Shaft Diameter (inches)

Shaft (typ.)

30"Ø Drilled foundation report: Title, Prepared by Shannon & Wilson and dated July, 2021.

1. Information regarding the nature of soil and site conditions can be obtained from the final

16+17.25

C Brg. Abut. No. 2

L

L

L

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G D .d g n

A A

T y p

C lr

D S T ie s s p a c e d a t 1

Rock

(15) #11DS1 Bars

C Drilled ShaftL

DRILLED SHAFT DETAIL

SECTION A-A

C Drilled ShaftL

C Drilled ShaftL

Stagger Hook Locations

#4DS2 Ties with 135° Hooks

Drilled Shaft

30" Diameter

@ Eq. Spacing

(14) #11DS1 Bars

" C lr.

(Typ.)

Complying with ASTM A970

Headed Deformed Bars

DRILLED SHAFT DETAILS

" = 1'-0"4

1 E. SCHAWO

RG3231-D

S4

NOTES:

5" Clr.

Top of Drilled Shaft

Bottom of Abutment Cap

R o c k S o c k e t

L e n g th m in

A b u

t. N o . 2

A b u

t. N o . 1 immediately after installing the cage.

approved support mechanism at the ground surface. The Contractor will place shaft concrete

1. The Contractor will maintain the reinforcement unit at the proper elevation and orientation with an

See Foundation Layout or General Plan and Elevation For Elevation

Estimated Tip

L

C Drilled ShaftL

LC Brg.

C Cap

LC Drilled Shaft

Plan View

Cap

Abutment

Drilled Shaft

30" Dia.

spacing may be adjusted slightly to avoid conflicts.

2. #5AB3 bars in cap not shown for clarity. #5AB3 bar per detail to avoid conflicts with #9AB1 Bars in Cap.

1. Contractor will orient drilled shaft reinforcing cage

Note:

(Bottom Mat)

(6)#9AB1 Bars

(4) CSL Access Tubes

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G E .d g n

12'-0" 12'-0"

"2 135'-1

L

LC Girder

1 Abut. No. 2

5 Abut. No. 1

LC Girder LC Girder LC Girder LC Girder

C Bridge

C Construction

L

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

LC Brg.

LC Girder LC Girder LC Girder LC Girder LC Girder

L C Bridge

C Construction

L

(BF)

Face

Back

(Typ.)

Restrainer

Expansion

(FF)

Face

Front

"16 53'-10 "16

53'-10

(Typ.) (Typ.)

A

A

B

B

(Typ.)

Joint Filler

1" Bituminous

B

B

Section A-A

V a r ie s

ELEVATION - ABUTMENT CAP

PLAN - ABUTMENT CAP

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

LC Brg.

L C Bridge

C Construction

L

"4 317'-6 "4

317'-6

"2 135'-1

PLAN WITH REINFORCING- ABUTMENT CAP

"4 35'-6 "4

35'-6

ABUTMENT CAP DETAILS

" = 1'-0"8

RG3231-E

S5

1'-6" 1'-6"

LC Brg.

1'-6"1'-6"

LC Brg.

1'-6"1'-6"

LC Brg.

Abut.

No. 1

Abut.

No. 2

Abutment No. 1 (Fixed)Abutment No. 2 (Expansion)

Abutment No. 2 (Expansion) Abutment No. 1 (Fixed)

Abut. No. 1 (Fixed)

Section B-B

Abut. No. 2 (Exp.)

Section B-B

(6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

E q

S p a

M in

V a r ie s

E q

S p a

M in

.) (6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

V a r ie s

E q

S p a

M in

.) (6) #9AB1

#4AB2 Bars#4AB2 Bars

(6) #9AB1

Restrainer

Expansion

(Typ. each bay)

Form w/ Bev. 2"x8"x4'-0"

Shear Key & Dowels

(Typ.)

Joint Filler

1" Bituminous

#9AB1 Bars#4AB2 Bars

(2)#5AB3 (2)#5AB3 (2)#5AB3

"2 135'-1

2"2" "2 170 Eq. Spa. = 34'-9

(142) #5AB3 Bars

65°0'0"

Elev. = 5690.71 (Abut. No. 2)

Elev. = 5690.28 (Abut. No. 1)

(Abut. No. 2)

Elev. = 5690.71

(Abut. No. 1)

Elev. = 5690.28

Diaphragm

Abutment #5AB4 Bars

Typical per bay

(3)#5AB4

1. Girder seat elevations are shown on the bearing detail sheet.

Note:

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G F .d g n

17'-6"

35'-0"

1'-6"

PGL

17'-6"

4'-0" 1'-6"

2%2%

2'-8" (typ.)

Driving Lane

12'-0"

Driving Lane

12'-0"

Shoulder

4'-0"

C Bridge

C Access Road

L

L

4 Spaces @ 7'-0" = 28'-0"

(5) Precast, Prestressed Concrete AASHTO Girder Type III (45")

3'-6" 3'-6"

TRANSVERSE SECTION

1 2 3 4 5 (Typ.)

Diaphragm Intermediate

C GirderLC GirderL

PARTIAL TRANSVERSE SECTION

(Typ.)

Diaphragm Intermediate

Halfround Typ.

Form W/3/4" Drip Groove

See Deck Reinforcing Plan For Reinforcing Information (Typ.)

BL Bar

Spacing

TL Bars TT Bars

BT Bars

BL Bars

(Typ.)

Haunch

2" Nominal

Shoulder

TYPICAL SECTION

RG3231-F

S6

3'-6" 7'-0"

3" 5 Spa. @ 6"=2'-6" 9" 1'-0" 10 Spaces @ 6" = 5'-0" 1'-0"

BL - Bottom Longitudinal Reinforcing

BT - Bottom Transverse Reinforcing

TL - Top Longitudinal Reinforcing

TT - Top Transverse Reinforcing railing posts.

deck under Provide level

D e c k

"2

C lr

C lr

3" 6" Spacing (TL Bar Spacing)

Railing Sheets

See Type A32

A32 (typ.)

New Mexico Type

Steel

Bridge Railing, Railing Sheets

See Type A32

A32 (typ.)

New Mexico Type

Steel

Bridge Railing, 15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G G .d g n

C Access RoadL

FRAMING PLAN

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L Abut. No. 1

C Brg. L

42'-6" 42'-6"

L

85'-0" (C Brg. to C Brg.)

86'-0" (Girder Length)

L L 6"6"

S p a c e s

S p a c e s

FRAMING PLAN

RG3231-G

S7

C Intermediate Diaphragm

(Typ.)

AASHTO Girder Type III (45") Precast, Prestressed Concrete

1'-7 9/16"

1'-7 9/16"

C GirderL

C GirderL

C GirderL

C GirderL

C GirderL

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G H .d g n

BEARING DETAILS

RG3231-H

S8

Restrainer Notes plywood cap.

6. 8" PVC end cap may be used in lieu of restrainers) the expansion abutment (4 total

5. Expansion restrainers shall be placed at girders and cetered on the restrainer.

4. #11 bar shall be installed perpendicular to separate paymet will be made.

Structural Concrete, Class A (AE) and no unit bid price for Item No. 55201-0200 of the restrainers shall be included in the girders as indicated on the plans. The cost

3. Use devices equally spaced between breaking strength of 42 kips.

min. 6x19 galvanized with a minimum

2. Restrainer cables shall be 3/4" diameter concrete intrusion.

1. Seal all openings in PVC pipe to prohibit

Width

Width

Length

C Girder

C Brg.

L

L

Elastomeric Bearing Pad Detail

A A

C GirderL

L

Shear Modulus = 0.13 (Minimum)

Hardness = 60 Durometer

Elastomeric Bearing Pad

Metal Shims

11 Gauge Sheet

L Pad

C Brg.

C Brg. Pad

C Brg.L

L

C GirderL

Width

Length

Plan

Plate

C Sole

B

B

Keeper Bar

1/2"x1"x1'-8"

Length

Typ.

1 A B C

Upstation

Section B - B

Sole Plate Detail

L Plate

C Sole r e c a s t, P r e s tr e s s e d C o n c r e te A

A S

H T

O G ir d e

S u p e r s tr u c tu r e D e p th

Deck = 8"

Nominal Haunch = 2" (Min.)

C GirderL

Typ. Typ. Shoe Plate

Details this sheet

Typ. Sole Plate

Details this sheet

Typ. Elastomeric Bearing Pad

Superstructure Depth Detail

Expansion Restrainer Detail

Elevation Section 8" Dia. PVC Pipe Assembly

Galvanized

Cable Clamp, 2'-0"

2'-0"

7"

7"

3" Clr.

LC Brg.

Assembly

8" Dia. PVC Pipe

Holes for Tie

Two 3/16" Dia.

Tie Wire.

Tie with Rebar

Metal Strap

Wire Tie or

Cable

D ia p h r a g m

C a s t to

C a p

C a s t

3/4" Dia. Cable

Diaphragm

Bottom of

Board with Masonite

Polystyrene

2" Extruded

Brg. Seat

Top of

Top and Bottom

#11 Rebar x 1'-6"

7/8" x 1 3/4"

Slotted Hole

3/16" Min. Dia.

6-1/2" Long Screw

10" Dia.

3/4" Thick Plywood

(Pre-Drill)

3/16" Min. Dia.

(6) 3" Long Screws

7 7/8" Dia.

3/4" Thick Plywood

Sch. 40

PVC Pipe

8" Dia.

C Girder

C Brg.

L

L

Beam End Plan

Pad

Bearing

Plate

Sole

Flange

Bottom

Edge of

2 5/8"

Bearing Device, Elastomeric.

sole plates will be included in the cost for item 56401-1000

1. The cost of all material, labor and equipment associated to the

Plan Section A-A

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G I .d g n

2'-3" 5'-2"

85'-8" 2

" Chamfer4

C BRG.L

#8E2

Symm. About C of GirderL

3 Typ.

85'-0" C BRG. to C BRG.

L L

S tr a n d s

Match SE Bar Spacing

(3)#4SE2

(3)#4SE1

(5)#4SE2

(5)#4SE1

(8)#4SE2

(8)#4SE1

C BRG.

L

3 5

#7

#8

#4

#4

#4

#4

#4

"8

"4

"8

"2

"2

"2

3'-6"

3'-5"

8'-0" 8'-8"

11'-5"

4'-4"

4'-0"

"4 32'-9

1.

2.

3.

4.

5.

NOTE:

GIRDER DATA

Weight

@ Shoe Plate

Remove Concrete

3/4" Chamfer

Shoe Plate

"2

" x 1'- 0" x 1' - 82

8'-8" to hold down

"4

2 8" 8" "4

3"3"3" 3"

Camber @ Release

Camber @ Erection

Dead Load Defelection

25.1 Tons

2.1 in.

3.7 in.

1.5 in.

7"

#4HE

2" = 1'-6"

9 Spa. @

2" = 1'-6"

9 Spa. @

1'-10"

2" 2" 2" 2"

S tr a n d s

S p a

M in

ELEVATION

SHOE PLATE

SHOE PLATE

END VIEW

SHOE PLATE DETAIL

C OF GIRDER

SECTION NEAR

L

END VIEW

GIRDER BAR BENDING DIAGRAM BRIDGE DESIGN DATA

HALF ELEVATION TYPE 45 GIRDERS 5 REQ'D

(fpe = 35.707 kips per strand; losses = 8.235 kips per strand)

PRESTRESSING STEEL:

9.5 ksi

GIRDERS

fpy = 52.1 kips per strand.

fpu = 58.6 kips per strand;

strands.

0.6" diameter seven wire low relaxation

(ultimate compressive strength)f'c = at time of initial prestress) = 7.0 ksi.

f'ci (min. compressive strength of concrete

Design is in accordance with the AASHTO LRFD bridge design specifications 9th edition BAR TYPE SIZE "R" "X" LENGTH NO. REQ'D

HE

Length

1" CLR

1" CLR

Adjust S bars to Clear Conduit

R

R "X"

"X"

RR

R1'-72

'-1 3

4"

5" Min.

GIRDER END DETAIL

2" Sleeve

" Holes for Diaphragms16

1'-7

4 Bent Strands

Diaphragm Reinforcing

2" Sleeve for

Diaphragm Reinforcing

2" Sleeve for

22 Straight Strands

4 Draped Strands

6"

6'-0"

= 2'-6" 10 Spa.@3"

= 1'-6" 3 Spa.@6"

5 Spa. @ 1'-0"= 5'-0" 12 Spa. @ 1'-6"= 18'-0" 8 Spa. @ 2'-0"= 16'-0"

4'-0" See General Note #2

CONCRETE AASHTO GIRDER

PRECAST, PRESTRESSED

RG3231-I

S9

"2

1'-8

1'-0"

"2

1'-8

1'-10"

1'-4"

COMPOSITE SLAB:

CONVENTIONAL REINFORCING BARS:

Live load = HL-93

Allowance for future wearing surface = 30 psf f'c = 4.5 ksi fy = 60 ksi girder erection.

stability. The contractor shall install diaphragms during the girders are permanently secured for lateral contractor shall leave ties and bracing in place until immediately after erection to prevent overturning. The

The contractor shall tie and brace the girders depth of 1/4 inch and a maximum of 3/8 inch.

transversely over the entire flange width to a minimum

The contractor shall score top surfaces of girders seating losses.

to 46,800 lbs. Per strand will be allowed to offset shall be 43,900 lbs. Per strand. Slight overstressing up

AASHTO M-203 (grade 270). Initial prestressing force low-relaxation strands meeting the requirements of

The design shown is based on the use of 0.6" diameter reinforcing steel.

Reinforcing bars in the girder shall be epoxy coated other approved means.

be limited by weighting, fabrication scheduling or the time of deck slab placement. Camber growth is to predicted camber at erection dimension by 1 inch at the camber growth to a value not to exceed the camber growth to 90 days. The contractor shall limit the weight of the girder acting, with an allowance for calculated value due to the effect of prestressing with

The camber at erection dimension listed is the

#4TE1

#4SE1

#4TE1

#7EE1

#4HE1

#4SE2

#8EE2

Spacing

SE Bar

(10)#4SE2

(10)#4SE1

(12)#4SE2

(12)#4SE1

S p a c in g

H E a n d H

E B a r

EE1

EE2

SE1

SE2

HE1

TE1

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G J .d

INTERMEDIATE DIAPHRAGM

RG3231-J

S10

S

TYPE 45

N

(lb.)

WEIGHT

PLATE

BACK

BEAM TYPE

PRESTRESSED CONCRETE

(in.)

S1

(lb/ft)*

WEIGHT

UNIT

DIAPHRAGM

(lb.)

WEIGHT

ANGLE

CLIP

(in.)

H

(in.)

B

(in.)

C

(in.)

D

(in.)

L

(in.)

A

2"

B N S

D

L6 X 6 X 3/8"

N S

L

N S

78" Bolts W/Washers at nut and head (Typ.)

* Multiply by diaphragm length (S - A) to obtain total diaphragm weight.

15 10 2

4 2

16 2

3 13 3 3 28 16 7 galvanize the cut ends.

steel pipe (typ.) cold

1" Schedule 40 galvanize concrete cover

Minimum 3/4" threaded insert (Typ.)

7/8" High tension

CONNECTION DETAIL

INTERIOR GIRDER

elevations at connection points).

m = Slope of bent plate diaphragm (see bridge plans for

A = thickness of girder web plus 3" (See table).

c = Distance from top of beam to C of first insert.

H = Depth of bent plate diaphragm.

L = Length of back plates and clip angles.

S1= Hole spacing.

B = Distance from top of steel diaphragm to center of first hole.

CONNECTION DETAIL

EXTERIOR GIRDER

DIAPHRAGM PLACEMENT PATTERN

C SkewL

(clip angle/diaphragm connection).

D = Distance from clip angle edge to center of first hole

L

BACK PLATE DETAIL

(See note 3)

H

CLIP ANGLE DETAILS

L

N S

"2

3"2

"2

"2

SEE TABLE FOR HEIGHT "H"

3/8" BENT PLATE DIAPHRAGM

DIAPHRAGM END DETAIL SECTION A-A

Bent Plate Diaphragm

(See bridge plans for girder spacing)

15/16" Dia. Hole (Typ.)C

C

S-A m

S

15/16" Dia. Hole (Typ.)

P 5" X 3/8" X LL

Slotted Hole (Typ.)

15/16" X 2"

A

A

NOTES:

N = Number of bolt spaces in girder/clip angle connection.

incidental to item 55302-3300 Precast, Prestressed Concrete AASHTO Girder.

9. All costs associated to the material, labor and equipment associated to the steel diaphragms shall be indicating placement of diaphragm left or right of the centerline of construction.

8. All steel diaphragms shall be stamped or marked with paint on the upstation face of diaphragm achieve the specified installation tension.

bolts shall not exceed 5 kips. Tests shall be performed to determine the torque necessary to

7. At locations where steel is being fastened to concrete, the maximum installation tension for the

6. Threaded inserts and pipe inserts are incidental to the prestressed concrete beams.

prior to transport. Diaphragm installation shall be completed prior to deck placement.

5. Clip angles and back plates shall be attached to the prestressed girder at the girder fabrication site measures to ensure proper placement of inserts during the girder fabrication process.

design length by more than 1/16". The prestressed girder fabricator shall take appropriate more than 1/16". Also, the total length of the group of holes or inserts shall not vary from the

4. The vertical distance between any two holes or inserts shall not vary from the specified distance by plates.

sheet. Diaphragms shall be offset on all skewed bridges to facilitate the installation of the back

3. For skewed bridges, the opposing clip angle shall be replaced with the back plate shown on this in accordance with AASHTO M232.

2. Bolts shall meet the requirements of ASTM F3125 - Grade A325, TYPE 1. Bolts shall be galvanized

AASHTO M 111 conforming to AASHTO M270, Grade 36. Painting of these elements is not required.

1. All structural steel elements in this detail shall be composed of hot-dipped galvanized steel per

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G K .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L

Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

85'-0"

S p a c e s

"8 716'-3

142 Spaces @ 6" = 71'-0"

(141) #5TTE1

29 Spaces @ 6" = 14'-6" 29 Spaces @ 6" = 14'-6"

TOP BARS

DECK REINFORCING PLAN

RG3231-K

S11

DECK REINFORCING - TOP BARS

Edge of Deck

Edge of Deck

2'-3"

Deck End of

Deck End of

"16

1'-9 "16

1'-9

"4

1-1 "4

1'-1

#5TTE2 thru #5TTE31

6" SPA.

2" CLR.

(3) #5TTE32

T

L E

T

L E

#5TTE2 thru #5TTE31

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G L .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L

Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

85'-0"

"8 716'-3

143 Spaces @ 6" = 71'-6"

(142) #5BTE1

29 Spaces @ 6" = 14'-6" 29 Spaces @ 6" = 14'-6"

DECK REINFORCING - BOTTOM BARS

S p a

S p a

B

L E

B

L E

2'-3"

Lap Splice (Typ.)

Edge of Deck

Edge of Deck

Deck End of

Deck End of

BOTTOM BARS

DECK REINFORCING PLAN

RG3231-L

S12

"4

1'-1 "4

1'-1

"16

1'-6 "16

1'-6

#5BTE2 thru #5BTE31 #5BTE2 thru #5BTE31

6" SPA.

2" CLR.

(3) #5BTE32

B

L E

B

L E

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G

M .d g n

C Access RoadL

(Ty p.)

25° 0'0"

Abut. No. 2

C Brg. L Abut. No. 1

C Brg. L

S p a c e s

S p a c e s

10 Equal Spaces

Span Length

LC

B r g

A b u t.

N o .1

LC

B r g

A b u t.

N o . 2

DEAD LOAD DEFLECTION DIAGRAM

grades by dimensions shown.

and superimposed dead loads, set screeds above finished

To compensate for deflection due to weight of deck slab

.0

.1

.1

.1

.1

.1

.0

.0

Lt. EOD

Rt. EODDECK PLAN

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

A B C D E F G H I J K L M

10 Equal Spaces = 85'-0"

"16 787'-2

LC Bridge

2. Abutment diaphragms and wingwalls shall be placed monolically with deck pour.

1. Concrete shall be placed full width of bridge from one end to the other.

Notes:

Deck End of

Deck End of

TOP OF DECK ELEVATIONS

RG3231-M

S13

.0

"4

1'-1 "4

1'-1

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G N .d g n

"16 1119'-3 "16

1119'-3

"16 738'-7

L

LC Girder

1 Abut. No. 2

5 Abut. No. 1

LC Girder LC Girder LC Girder LC Girder

C Bridge

C Construction

L

PLAN - ABUTMENT DIAPHRAGM

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

LC Brg.

ELEVATION - ABUTMENT DIAPHRAGM

LC Girder LC Girder LC Girder LC Girder LC Girder

L C Bridge

C Construction

L

(BF)

Face

Back for Reinforcing (Typ.)

See Wingwall Details

(Typ.)

Restrainer

Expansion

(FF)

Face

Front

"2 13'-10 "2

13'-10

(Typ.) (Typ.)

7"

(T yp .)Blo ck ou t

#4BWE1

A

A

B

B

T y p e n d o f g ir d e

B lo c k o u t

(Each Bay)

#4BWE2 (F. F.)

(Each Bay)

#4BWE3 (F. F.)

Line

Grade

Profile

Girder Blockout

Cap

Abutment

=4'-0" 4@1'-0"

(5) #4BWE6

BLOCKOUT DETAIL

Girder Diaphragm

Abutment

Concrete under girder blockout and material from

Remove all forming Sole Plate

Bearing Pad

Extend Blockout Full Length of Girder

B

B

V a r ie s

Section A-A

Expansion - Abutment No. 2 Fixed - Abutment No. 1

Deck Reinforcement

S p a

Sheets for Details

See Substructure

B

W E

See Note 1

NOTE:

1'-6" 1'-6"

6" 1'-0"

V a r ie s

S p a

See Note 1

Deck Reinforcement

1'-6"

1'-0"

1'-6"

6"

LC Brg.

LC Brg.

B

W E

#4BWE6

2" Clr.

Sheets for Details

See Substructure

(Typ. Each Bay)

Form W/Bev. 2"x8"x4'-0"

Shear Key & Dowels

Abut. No. 1 (Fixed)

Section B-B

Deck Reinforcement 1'-0"

1'-6"

C Brg.L

1'-6"

6"

Sheets for Details

See Substructure

See Note 1

2" Clr.

#4BWE6

B

W E

S p a

V a r ie s

Abut. No. 2 (Expansion)

Section B-B

Expansion Restrainer

"8

1'-7"8

1'-7

"16

1'-10 "16

1'-10

Abut.

No. 2

Abut.

No. 1

ABUTMENT DIAPHRAGM

RG3231-N

S14

(Each Bay)

#4BWE3 (F. F.)

(Typ.)

#4BWE6

to end of Girder 7" Wide Blockout

Material

Joint Filler

Masonite Board

Material with

2" Joint Filler

#4BWE

#4BWE1 (B.F.)

#4BWE4 (F.F.)

#4BWE1 (E.F.)

#4BWE1 (B.F.)

#4BWE5 (F.F.)

10" Spacing

#6BWE7 @

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

10" Spacing

#6BWE7 @

#4BWE2 or #4BWE4 Bars

#4BWE3 or #4BWE5 Bars#4BWE3 or #4BWE5 Bars

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

10" Spacing

#6BWE7 @

#4BWE2 or #4BWE4 Bars

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

#4BWE3 or #4BWE5 Bars#4BWE3 or #4BWE5 Bars

(Typ.)

(Bituminous)

Material

1" Joint Filler

Masonite Board (Typ.)

(Bituminous) with

2" Joint Filler Material

Board with Masonite

(Bituminous)

2" Joint Filler

Board with Masonite

(Bituminous)

2" Joint Filler

Board with Masonite

(Bituminous)

2" Joint Filler

Board with Masonite

(Bituminous)

2" Joint Filler

#4BWE1 Bars

Girder Web for

2" Dia. Holes in

#4BWE1 (B.F.)

#4BWE5 (F.F.)

#4BWE1 (E.F.)

Structural Concrete, Class A (AE).

joint filler material and masonite board are included in the cost of item no. 55201-0200

(Bituminous). All joints shall be sealed with tape (typ.) to prevent concrete intrusion. The

3. The masonite board shall cover the top horizontal surfaces of the joint filler material

2. Deck, wingwall and abutment cap reinforcement not shown for clarity.

diaphragm.

20'. Tear Web Waterstop is to be applied the full length of the joint between the cap and placed along the length of the abutment but may be butt joined at intervals not to exceed

55201-0200 Structural Concrete, Class A (AE). The 4"x3/8" plates are to be continuously furnishing of the waterstop, the steel plates and bolts) will be considered incidental to item into concrete and concrete chemical anchor. Installation of the waterstop, (Including and 1/2" bolts to be galvanized. Bolt spacing shall be a maximum of 3'. Embed bolts 6"

1. Tear Web Waterstop: Anchor to abutment diaphragm and abutment cap with 4"x3/8" plates

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G O .d g n

Section A-A

Cap

Abutment

Diaphragm

Abutment

Approach Slab

1'-6" Chamfer

13'-9"

"8 71'-7

"4 11'-1

"8 710'-11

6"

1'-6"

65°0'0"

B.F.

F.F.

Elev. B

Elev. C Elev. A #5WLE2

C lr

C Brg.L

A

A

LC Brg.

6"

Elev. B

"8 710'-11

13'-9" "4

11'-1

"8 71'-7

Elev. A Elev. C#5WLE1F.F.

B.F.

1'-6"

"2

C lr

115°0'0"

3"

10 SPA.@1'-0"=10'-0"

"8 710'-11"8

12'-9

2" Clr.

2" Clr. 2" Clr."8

12'-5=

3 Eq. Spa.

Elev. C

Elev. A Elev. B

Sleeper Slab

Approach Slab

Finished Grade

C lr

S p a

W H

E F .F

W H

E T h u

W H

E B .F

W H

E T h u

C lr

Elev. D

C Brg.L

"4 33'-3 "4

110'-5

PLAN PLAN

Abut. No. 2 - Lt. Wingwall Similar

Abut. No. 1- Rt. Wingwall shown

Abut. No. 1 - Lt. Wingwall Similar

Abut. No. 2- Rt. Wingwall shown

Elevation

WINGWALL DETAILS

RG3231-O

S15

Material

3" Joint Filler

#4WVE

#9WHE

#4WHE

#4WVE

#4WVE

#9WHE

#4WHE

#4WVE

(Bituminous)

Filler Material

2" Joint

(Bituminous) material

3" joint filler

#4WHE1 F.F.

#9WHE8 B.F.

#4WHE2 F.F.

#4WVE1 THRU #4WVE11 (E.F.)

#4WPE1 E.F.

#4WVE12

Match WHE Bar Spacing

#5WLE1 or #5WLE2

Match WHE Bar Spacing

#5WLE1 or #5WLE2

#9WHE8 B.F.

#4WHE2 F.F.

15551

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PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G P .d g n

PLAN - ABUTMENT DIAPHRAGM

Abut. No. 2 - Looking Up Stationing

Abut. No. 1 - Looking Down Stationing

8 1

19'-7" 19'-7"

"16 139'-2

"16 139'-2

2"2"

19'-7" 19'-7"

"A"

Dimension "A"

DETAIL 1

1'-0"

2" 2"

6" 6"

1'-2"x1'-0"x1/4" Galv. Plate

Approach slab

Sleeper slab

COVER PLATE DETAIL

Drawing 562-01

See NMDOT Standard

Bridge Joint Strip Seal

A B

C

D

EF

A A

SECTION A-A

B

B

SECTION B-B

Approach slab Sleeper slab

Extension (Typ.)

1'-0" Exp. Joint

Abutment Diaphragm

Sleeper Slab

"16 171 Equal Spaces = 38'-10

C ConstructionL

Wingwall

C lr

C lr

Wingwall

APPROACH SLAB DETAILS

RG3231-P

S16

3" embedment (Typ.)

Anchors with

(3) 1/2" Dia. Galv. Exp.

for dimension "A"

Drawing 562-01

See NMDOT Standard

Movement length = 100'-0"

Bridge joint strip seal

#6BWE7

1/2"

14'-0" 1'-6"

2"2"

4'-0"

Class A (AE))

Structural Concrete, cost of 55201-0200

(Included in the of sleeper footing full length & width sheet metal to run

16 Gage galvanized

See detail 1

4 Eq.Spa.=3'-8"

#4SSE1

O.C.

@ 1'-0"

#4SSE2

#9ABE1

#5ABE2

#4ATE1

#4ATE2

expansion joint details.

1. See sheet S27 thru S29 for

Notes:

item 55235-0000 Expansion Joints.

associated to the cover plate shall be incidental to

2. The cost of the labor, material and equipment plate.

1. Each end of expansion joint shall be covered with a

Notes:

edge of approach slab retainer bar 1'-0" beyond

Extend elast. Jt. seal &

Bridge joint strip seal

Abut.

No. 2

Abut.

No. 1

A

B E

B o tt o n M a t)

A

T E

T o p M a t)

(72) #9ABE1 (Bottom Mat)

(72) #4ATE1 (Top Mat)

#4SSE3 @ 1'-0" O.C.

Sealant

Joint Filler with Silicone

Preformed Expansion

Movement length = 0"

Silicone Sealant

Joint Filler with

Preformed Expansion cost of item 55201-0200 Structural Concrete, Class A (AE).

preformed expansion joint filler and silicone sealant is to be included in the

1. The cost associated to the labor, equipment and material associated to the

Notes:

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G Q R e b a r L is t

.d g n

NOTE:

B

STR

TYPE 2

A G

REBAR LIST 1

RG3231-Q

S17

TYPE 94

D

3. All "E" bars are epoxy coated.

Reinforcing bar list shall be completed and submitted in accordance with Section 554.03.2.

Dimensions in bending diagram are out-to-out of bars.1.

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G R R e b a r L is t

.d g n

NOTE:

B

STR

B

C

D

F

E A

TYPE 58

D

C

B

A

TYPE 52 TYPE 2

REBAR LIST 2

RG3231-R

S18

3. All "E" bars are epoxy coated.

Reinforcing bar list shall be completed and submitted in accordance with Section 554.03.2.

Dimensions in bending diagram are out-to-out of bars.1.

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G S R e b a r L is t

.d g n

NOTE:

B

STR

B

C

D

F

E A

TYPE 58

D

C

B

A

TYPE 52 TYPE 2

REBAR LIST 3

RG3231-S

S19

3. All "E" bars are epoxy coated.

Reinforcing bar list shall be completed and submitted in accordance with Section 554.03.2.

Dimensions in bending diagram are out-to-out of bars.1.

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G T R e b a r L is t

.d g n

NOTE:

B

STR

B

C

D

F

E A

TYPE 58

D

C

B

A

TYPE 52 TYPE 2

REBAR LIST 4

RG3231-T

S20

3. All "E" bars are epoxy coated.

Reinforcing bar list shall be completed and submitted in accordance with Section 554.03.2.

Dimensions in bending diagram are out-to-out of bars.1.

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G U R e b a r L is t

.d g n

NOTE:

B

STR

B

C

D

F

E A

TYPE 58

D

C

B

A

TYPE 52 TYPE 2

REBAR LIST 5

RG3231-U

S21

3. All "E" bars are epoxy coated.

Reinforcing bar list shall be completed and submitted in accordance with Section 554.03.2.

Dimensions in bending diagram are out-to-out of bars.1.

15551

L I C

E

N

S

O

F

E S S

I O

N

G

I

N

E

E R

D

A

N

T

O

N B

B

E

A

N

N

X

I

C

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G V .d

TYPE A32 RAILING

RG3231-V

S22

1. Thrie Beam Metal Barrier Connector not required.

Note:

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G

W .d

TYPE A32 RAILING CONT.

RG3231-W

S23

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G X .d

RG3231-X

S24

2. Thrie Beam Metal Barrier Connector not required.

1. See the General Plan and Elevation sheet for post spacing dimensions.

Notes:

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G Y .d

RG3231-Y

S25

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G Z .d g n only and an approved equal can be used.

Joint Strip Seal manufacturer's names are for illustration

EXPANSION JOINT

RG3231-Z

S26

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G A

A .d

EXPANSION JOINT CONT.

RG3231-AA

S27

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G A

B .d

EXPANSION JOINT CONT.

RG3231-AB

S28

PROJECT

CAMPGROUND BRIDGE

COTTONWOOD

NM FLAP SJU 10(1)

BRIDGE DRAWINGPROJECT TEAM LEADER

M. FOLWELL

SCALE

c p w w o r k in g c e n tr a l0 d R

G A

C .d

BRIDGE NUMBER PLATE

RG3231-AC

S29

Survey Marker not required.