CA-BLM19041(2)-100_plans.pdf

Sheet and Description

B3 S2

MISCELLANEOUS

SUMMARIES

BRIDGE

SUMMARY ALLOWANCE Bid

Schedule

A0100 15101-0000 MOBILIZATION LPSM ALL

A0110 15201-0000 CONSTRUCTION SURVEY AND

STAKING LPSM ALL

A0120 15214-1000 SURVEY AND STAKING, BRIDGE LPSM All ALL

A0130 15301-0000 CONTRACTOR QUALITY CONTROL LPSM ALL

A0140 15401-0000 CONTRACTOR TESTING LPSM ALL

A0150 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0160 15705-0100 SOIL EROSION CONTROL, SILT

FENCE LNFT 530 30 560

A0170 15705-1500 SOIL EROSION CONTROL,

SEDIMENT WATTLE LNFT 500 500

A0180 15802-0000 WATERING FOR DUST CONTROL LPSM ALL

A0190 20103-0000 CLEARING AND GRUBBING SQYD 805 95 900

A0200 20202-0000 SELECTIVE CLEARING SQYD 725 35 760

A0210 20304-2000 REMOVAL OF BRIDGE LPSM All ALL

A0220 20420-0000 EMBANKMENT CONSTRUCTION CUYD 192 33 225

A0230 20801-0000 STRUCTURE EXCAVATION CUYD 5 5 Contract Quantity

A0240 20820-0000 DEWATERING LPSM All ALL

A0250 25101-3000 PLACED RIPRAP, CLASS 3 CUYD 290 10 300

A0260 30802-2000 ROADWAY AGGREGATE, METHOD 2

(SURFACE COURSE) TON 64 11 75

A0270 55101-1900 STEEL H-PILES 14 X 89, IN

PLACE LNFT 378 378

A0280 55201-0200 STRUCTURAL CONCRETE, CLASS A Contract Quantity

(AE) CUYD 25 25

A0290 55302-1300 PRECAST, PRESTRESSED CONCRETE Contract Quantity

BOX BEAM, TYPE B4-48 LNFT 392 392

A0300 55401-2000 REINFORCING STEEL, EPOXY Contract Quantity

COATED LB 4,100 4,100

A0310 55601-0500 BRIDGE RAILING, CONCRETE LNFT 200 200 Contract Quantity

A0320 56401-1000 BEARING DEVICE, ELASTOMERIC EACH 8 8 Contract Quantity

A0330 57903-0000 CONCRETE OVERLAY (THIN BONDED Contract Quantity

EPOXY OVERLAY) SQYD 160 160

A0340 62201-0550 BACKHOE LOADER, 6 CUBIC FOOT

MINIMUM RATED CAPACITY

BUCKET, 24-INCH WIDTH HOUR 20

A0350 62201-3000 HYDRAULIC EXCAVATOR HOUR 20

A0360 62301-0000 GENERAL LABOR HOUR 20

A0370 62302-1100 SPECIAL LABOR, HIRED SURVEY

SERVICES HOUR 10 10

SUMMARY OF QUANTITIES - Schedule A

-J an

-2

:2

A M

N

C A \1

(2

R oa dw ay

\C A D

D _S he et s\ B -S um m

Fi na l_ su m m ar yo fq ua nt iti es

-c fl.

xl sm

]S he et

MileStone: Final Date Completed: In Progress Report Date: 01/16/15

A M E N D

Line Item No.

Pay Item Number Remarks and/or Determination of Estimated QuantityPay Item Description Unit

Estimated Quantities

REG STATE PROJECT

BLM 19041(2)

GUIDOTTI BRIDGE

B1CA

NO.

SHEET

4 B3

SHEETS

TOTAL

Sheet and Description

B3 S2

MISCELLANEOUS

SUMMARIES

BRIDGE

SUMMARY ALLOWANCE Bid

Schedule

A0380 62405-0400 PLACING CONSERVED TOPSOIL,

6-INCH DEPTH SQYD 805 35 840

A0390 62511-1000 SEEDING, DRY METHOD SQYD 805 35 840

A0400 62516-1000 MULCHING, DRY METHOD SQYD 805 35 840

A0410 63308-0000 OBJECT MARKER EACH 4 4

A0420 63502-0600 TEMPORARY TRAFFIC CONTROL,

BARRICADE TYPE 3 EACH 4 4

A0430 63503-1000 TEMPORARY TRAFFIC CONTROL,

PLASTIC FENCE LNFT 850 50 900

A0440 63504-1000 TEMPORARY TRAFFIC CONTROL,

CONSTRUCTION SIGN SQFT 25 25

A0450 64605-1000 FIXTURE, KIOSK (INTERPRETIVE

SIGN) LPSM ALL

-J an -2

:2

A M

MileStone: Final Date Completed: In Progress Report Date: 01/16/15

N

C A \1

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R oa dw ay

\C A D

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Fi na l_ su m m ar yo fq ua nt iti es

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2)

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated Quantity

REG STATE PROJECT

BLM 19041(2)

GUIDOTTI BRIDGE

B2CA

NO.

SHEET

4 B3

S ta

E l.

.0

E l.

.1

-1.807%

S ta

N

E l

T o r o C r e e k

ELEVATION

P C

.6

P T

.7

P C

.6

Gutterline

Gutterline

C TrailL

Wingwall A

Wingwall B

Wingwall C

Wingwall D

El. 225.96

Sta. 2+10.00

Begin Bridge

(typ.)

Profile Grade @ C TrailL

L

L

L

Length of Bridge = 100'-0"

Grade = -1.807%

Prestressed Box Beams

Bridge Rail

El. 220.7

Approx. low chord

Berm El. 219.2

Q W/S El. 215.9650

PLAN

Existing ground @ C Rdwy.

11' right of C Rdwy.

Existing ground @

10' left of C Rdwy.

Existing ground @

Berm El. 220.9

PROFILE GRADE DIAGRAMHYDRAULIC DATA

Elev.

WS

ft/sec.

V ft /sec

Q

No Scale

Elevations are at profile grade @ C Trail.L

Q2

50Q

Q

Q

3.32

5.58

5.85

6.32 219.63

217.39

215.96

212.50 upstream face of bridge.

Water surface elevations are at

Note:

ABUTMENT 1

ABUTMENT 2

Drawing No. Description

BRIDGE DRAWING INDEX

GENERAL NOTES

FOUNDATION PLAN

PLAN AND ELEVATION RG2993-A

RG2993-B

RG2993-C

RG2993-D

RG2993-E

RG2993-F

RG2993-G

RG2993-H

RG2993-I

RG2993-J

RG2993-K

RG2993-L

RG2993-M

RG2993-N

BORING LOGS

BRIDGE RAILING

ABUTMENT 2

SLOPE PROTECTION

ENDWALLS

INTERIOR PRESTRESSED GIRDERS

EXTERIOR PRESTRESSED GIRDERS

TYPICAL SECTION AND DECK PLAN

1" = 20'-0"B. ROBINSON

Note: All deck elevations are @ top of concrete overlay.

S ta

.0

B e g in B r id g e

El. 224.15

Sta. 3+10.00

End Bridge

S ta

.0

E n d B r id g e

PLAN & ELEVATION

PRESTRESSED GIRDER DIAPHRAGM DETAILS

D. GERMANI

S1

1 A

ABUTMENT 1

El. 224.15

El. 224.15

EXP EXP

El. 225.96

El. 225.96

REBAR LIST

R. OWEN

details.

RG2993-E for slope protection protection (typ.). See

Class 3 placed riprap slope

(typ. @ abuts.)

HP 14x89 steel piles

8'-0"

15° (typ.)

Rdwy. Plans for details.

all 4 corners). See

Object Marker (typ. @

L = 27.12'

T = 13.60'

R = 150.00'

PI 1+78.25

Horizontal Curve Data:

L = 50.18'

T = 25.13'

R = 400.00'

PI 3+69.77

Horizontal Curve Data:

KARL EIKERMANN

SHEET

NO.

PROJECTSTATEREGION

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

DRAWING NO.DATE

BRIDGE DRAWINGPROJECT TEAM LEADERSCALE

CHECKED BYDRAWN BYDESIGNED BYREVISIONS

BY

DATENO.

REVISIONS

1/

N

C A \1 1(

B r id g e \R

G \C

A D

F il e s \D

G N

F il e s \r g p e .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

S14

JANUARY 2015

26k 54k 54k

18'-0" 18'-0" 2'-0" 6'-0"

10'-0"

2'-0"

CALTRANS P5 TRUCK

GENERAL NOTES:

s

DS

D1

PGA s a v

GENERAL NOTES

Item

ESTIMATE NOTES:

Quantity: Unit:Item No. Notes:

ESTIMATE

(1)

All req'd

All req'd

LPSM

LPSM

Survey and Staking, Bridge

Removal of Bridge

Structure Excavation

Structural concrete, class A(AE)

CUYD

CUYD

LB

LNFT

EACH8

15214-1000

20304-2000

20801-0000

55201-0200

55302-1300

55401-2000

55601-0500

56401-1000

57903-0000 160

CUYD25101-3000

(1)

(2)Placed Riprap, Class 3 290

378 LNFT55101-1900

Precast, prestressed concrete box beam, Type B4-48 LNFT392 (1)(4)

Bridge Railing, concrete

Bearing Device, elastomeric

Concrete overlay (thin bonded epoxy overlay) SQ YDS

(1) (3)

(1)(5)

K. EIKERMANN B. ROBINSON NONE

S2

2 B

(1)(6) eq eq

(7)

(7)

(6)

(5)

(4)

(3)

(2)

(1)

Structural concrete, class A(AE) CUYD55201-0200 25 (1) (3)

Steel H-piles, 14x89 in place

D. GERMANI

Reinforcing steel, epoxy coated

(1)

20820-0000 Dewatering All req'd LPSM

Includes removal and salvage of date stamped sections of existing bridge as shown on plans.

structural concrete = 15 cubic yards. Estimated quantity of epoxy coted reinforcing steel = 2291 lbs.

hardware, joint fillers, and all materials required for construction of the railing. Estimated quantity of

Includes cost of structural concrete Class A(AE), epoxy coated reinforcing steel, structural steel, connection weight included in the quantity = 230 lbs.

Includes cost of furnishing and installing structural steel guard angles and studs. Estimated of the girders.

bearing plates, lifting eyes, grout, tie rods and all other materials required for the manufacture and erection

Includes cost of structural concrete, epoxy coated reinforcing steel, prestressing steel, embedments, Estimated quantity of geocomposite sheet drain = 7 square yards.

Includes cost of furnishing and installing geocomposite sheet drain, weepholes, and all joint fillers.

Includes cost of non-woven geotextile fabric (est. qty. = 480 square yards).

Contract Quantity

Existing bridge plans are not available. See inspection report for information on existing bridge.

EXISTING BRIDGE:

after fabrication.

Welding for welded anchors shall conform to ANSI/AASHTO/AWS D1.5, Chapter 7. Guard angle assemblies shall be galvanized

Structural metal for guard angles shall conform to ASTM A36. Welded anchors shall conform to AASHTO M169 (ASTM A108).

MISCELLANEOUS STRUCTURAL STEEL:

All structural metal shall be galvanized after fabrication.

for bearing plates shall conform to ASTM A36. Tie rods shall conform to ASTM A722.

design compressive strength, f'c = 6000 psi and an initial strength f'ci = 5000 psi. Structural metal

Concrete for prestressed concrete beams shall be Class P or Class P(AE), with a minimum 28-day

PRESTRESSED CONCRETE BEAMS:

per strand.

at which load f'si = 0.75(f's) = 202,500 psi. The final estimated effective prestress force is 38,000 lbs.

strand conforming to AASHTO M203. Each strand shall be pretensioned to a total load of 43,900 lbs.

PRESTRESSING STEEL:

plans will not be paid for. All reinforcing steel shall be epoxy coated, as noted on the plans.

lengths for all bar sizes shall be as noted on the plans. Bar splices other than those shown on the concrete cover to the face of any bar shall be 2", unless noted otherwise on the plans. Minimum splice

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

REINFORCING STEEL:

closed cell rubber. Expansion joint filler shall meet the requirement of AASHTO M213.

otherwise on the plans. Flexible cellular joint filler shall meet the requirements of AASHTO M153, ", unless noted 4 3All cement shall be low alkali cement. Chamfer exposed edges of all concrete compressive strength f'c = 4000 psi. All cast-in-place concrete shall be made with Type ll cement.

All cast-in-place concrete shall be Structural Concrete, Class A(AE), with a minimum 28-day

CONCRETE:

Maximum final tension in the prestressed beams is limited to 465 psi.

Serviceability stresses limited to current AASHTO Specification values for reinforced concrete elements.

DESIGN CRITERIA:

the long period spectrum acceleration, S = 0.635 g. Site Class = D. Seismic Zone = 4.

acceleration, S = 1.029 g. Long period acceleration at 1.0 seconds (S = 0.394 g) modified by the Site Coefficient (F = 1.612) to give

Short period acceleration at 0.2 seconds (S = 0.904 g) modified by the Site Coefficient (F = 1.138) to give the short period spectrum

Peak Ground Acceleration (PGA = 0.381 g), modified by the Site Coefficient (F = 1.119) to give a spectrum acceleration, A = 0.426 g.

SEISMIC:

Overload - Caltrans P5 (no impact). See configuration below.

Vehicular - H10 (no impact)

Pedestrian - 90 lbs. per square foot

LIVE LOAD:

LIVE LOAD SURCHARGE: Equivalent to a height of soil. For Abutments h = 4 feet, for Wingwalls h = 2 feet.

AT REST PRESSURE: Equivalent to a fluid unit weight of soil = 50 lbs. per cubic foot.

ACTIVE PRESSURE: Equivalent to a fluid unit weight of soil = 35 lbs. per cubic foot.

LATERAL EARTH PRESSURE:

Future Paving Allowance: 0 lbs. per square foot of roadway surface.

Concrete overlay: 5 lbs. per square foot, applied to clear roadway width.

Structural steel: 490 lbs. per cubic foot.

Concrete: 150 lbs. per cubic foot.

DEAD LOAD:

on Federal Highway Projects, FP-03 (U.S. customary units).

CONSTRUCTION: Federal Highway Administration Standard Specifications for Construction of Roads and Bridges

AASHTO LRFD SPECIFICATIONS FOR THE DESIGN OF PEDESTRIAN BRIDGES, Second Edition, 2009.

DESIGN: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, Sixth Edition, 2012 with 2013 interim revisions.

SPECIFICATIONS:

N

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RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

El. 225.96

Sta. 2+10.00

Begin Bridge

El. 224.15

Sta. 3+10.00

End Bridge

P C

.6

P T

.7

P C

.6

N

E l T o ro C re e k

C TrailL

L = 27.12'

T = 13.60'

R = 150.00'

PI 1+78.25

L = 50.18'

T = 25.13'

R = 400.00'

PI 3+69.77

FOUNDATION PLAN

FOUNDATION PLANABUTMENT 1 ABUTMENT 2

Berm El. 220.9

ELEVATION

L

L

L

Existing ground @ C Rdwy.

11' right of C Rdwy.

Existing ground @

10' left of C Rdwy.

Existing ground @

B. ROBINSON 1" = 20'-0"

FOUNDATION NOTES:

4.

3.

2.

1.

Location

Abut. 1

Abut. 2

FOUNDATION TABLE

Resistance req'd. (Rndr)

Nominal Pile Driving

L

95'-2"

S ta

.4

C B r g

A b u tm e n t

L S

.5

C B r g

A b u tm e n t

Berm El. 219.2

Profile Grade @ C TrailL

3 C

D. GERMANI

No Scale No Scale parapet. See Details.

salvaged from removed and

1911 Stamp to be

3'-0"

3'-0"

Arch soffit parapet

Concrete See Salvage Details.

to be removed.

Existing Bridge

S3

See Detail.

both side of bridge.

from arch fascia at removed and salvaged

1908 Stamp to be

P a r a p e t

C o n c r e te

Sawcut line into arch slab.

Extend 3'-9"

Sawcut lines.

El. 219.25

El. 217.53

100Est. Q scour

El. 207.0

Est. Q scour

El. 197.7

DETAIL - ELEVATION

1908 STAMP SALVAGE

DETAIL - ELEVATION

1911 STAMP SALVAGE

375 kips/pile

375 kips/pile

Min. Pile Tip Elev.

(typ.)

3'-0" ty p pile (typ.)

HP 14x89 ty p s p a

El. 172.00

El. 172.00

Axial Load

Max Factored Pile

Min. Tip

El. 172.00

Min. Tip

El. 172.00

K. EIKERMANN

R. OWEN

228 kips/pile (EE I)

228 kips/pile (EE I)

Administration, Central Federal Lands Highway Division, Geotechnical Services Branch.

dated January 2015, prepared by U.S. Dept. of Transportation, Federal Highway

For additional geotechnical information see Final Geotechnical Report # CA-BLM-0001-14-01, See Special Contract Requirements for pile driving requirements.

See RG2993-D for Summary of Boring Logs.

Steel H-piles shall conform to ASTM A572, Grade 50.

* Provided for information only. Piles shall be driven to the minimum tip elevation shown.

2'-5" 2'-5"

N

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A e s \D

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F il e s \r g f o u n d a ti o n .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

El. 225.96

Sta. 2+10.00

Begin Bridge

El. 224.15

Sta. 3+10.00

End Bridge P

C

.6

P T

.7

P C

.6

N

E l T o ro C re e k

C TrailL

L = 27.12'

T = 13.60'

R = 150.00'

PI 1+78.25

L = 50.18'

T = 25.13'

R = 400.00'

PI 3+69.77

ELEVATION

L

L

L

Existing ground @ C Rdwy.

11' right of C Rdwy.

Existing ground @

10' left of C Rdwy.

Existing ground @

1" = 20'-0"

Profile Grade @ C TrailL

4 D

S4

BORING LOGS

R. WEHNER

Boring No.

Elev.

RQD

x x x

Core Run

Depth Terminated

Location

Plan View

Graphic material description

Practical refusal SPT

% Core Recovery Shaded

Ground Water Depth at time of drilling (ATD)

Unified Soil Classification

Location of any sampled hole

AASHTO T206

(SPT) in accordance with standard penetration test

Blow count per foot with

TYPICAL TEST HOLE SYMBOL

TYPICAL TEST HOLE LOG

LEGEND

Well-graded Sand with Silt

Well-graded Sand sand and gravel

Clay and silty clay

Silt and sand

Sandy silt, silty sand silt or clay

Low Plasticity Organic with Silt

Well-graded Sand

PLAN

B-1

SW-SM 7

12 SW-SM

10 SW

SW

SW

SM

SM

ML

ML

ML

ML

ML

30.5

38.5

73.92

SM

SM

SM

SM

SM

CL

ML

ML

ML

ML

CL

CL

CL

CL

20.5

31.5

73.9

STA 3+33±, 10 ft LT

B-2

STA 1+92±, 8 ft LT

B-1

B-2

El. 226.20 El. 223.50

Geotechnical Services Branch.

Administration, Central Federal Lands Highway Division, 2015, prepared by U.S. Dept. of Transportation, Federal Highway

Guidotti Pedestrian Bridge, #CA-BLM-0001-14-01, dated January

For additional information, refer to Final Geotechnical Report:

K. EIKERMANN KARL EIKERMANN

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B r id g e \R

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A e s \D

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RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

El. 225.96

Sta. 2+10.00

Begin Bridge

El. 224.15

Sta. 3+10.00

End Bridge

P C

.6

P T

.7

P C

.6

N

E l T o ro C re e k

C TrailL to be removed

Existing Bridge

L = 27.12'

T = 13.60'

R = 150.00'

PI 1+78.25

L = 50.18'

T = 25.13'

R = 400.00'

PI 3+69.77

be determined.

Final configuration to riprap slope protection.

Estimated limits of

'-0

SLOPE PROTECTION

8'-0"

El. 219.2 slope protection

Class 3 placed riprap

B. ROBINSON 1" = 20'-0"

L

95'-2"

S ta

.4

C B r g

A b u tm e n t

L S

.5

C B r g

A b u tm e n t

5 E

PLAN

slope protection

Class 3 placed riprap

8'-0"

Berm El. 219.2 ground

Existing ground

Existing

SECTION A-A SECTION B-B

A

A B

B

K. EIKERMANN

15° (typ.)

No Scale No Scale

Berm El. 220.9

1'-0" min.

S ta

.0

S ta

.0

S ta

.0

S ta

.0

S5

8'-0"

D. GERMANI

8'-0" e p ol S e p ol S

1:1.7

Slope

'-0

57.1:1 epolS

7.

ot m orf n oitis nart m orf n oitis nart

7.

1:

ot

2:1

Approx. toe of slope of slope

Approx. toe riprap slope protection information.

See Roadway cross section sheets for additional

Sheet A6 for details.

Conserved topsoil not shown. See Rdwy. plans

Notes:

Type IV-B

Geotextile Fabric, Type IV-B

Geotextile Fabric, N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g s lo p e p r o te c ti o n .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

Sta. 2+10.00

Begin Bridge

"4 117'-4

1'-0

1'-0"

ABUTMENT 1

B. ROBINSON

UNLESS NOTED

"= 1'-0"4

"2 111 "2

ABUTMENT 1 CAP PLAN

ABUTMENT 1 CAP ELEVATION

VIEW B-B

SECTION C-CA

A

B

B

C

C

"8 178'-1"8'-1""8

"2 19'-0"2

19'-0

Abbreviations:

o.f. = other face f.f. = fill face b.f. = both faces

6'-0"6'-0"

SECTION A-A

C Trail

C TrailL

L

WINGWALL B

WINGWALL A

8'-0""4 32'-3

1'-3"1'-3"

2'-6"

15°

(typ

D. GERMANI

C Brg.L

C Brg. Sta. 2+12.42L

Fill face

Other face

C Abut. & C Brg.

"2 13'-04'-0"2'-0"2'-0"4'-0""2

13'-0

(hatched area).

1" joint filler, then complete abutment construction place and keyways grouted and tie rods tightened, place

" chamfer line at exposed face. After slab units are in 4 3with

Construction joint (typ.). Provide level roughened surface

Gdr. spacing

C Gdr. A C Gdr. B

C Gdr. C C Gdr. D L

L L

L

RG2993-G for details.

pad (typ.). See

Elastomeric bearing cellular jt. filler " flexible 8

L L

L

-2%

El. 225.88

El. 219.25

C A b u t.

L

-1.807%

El. 222.27 El. 222.23

6 F

1'-0"

W E f .f s p a

W E o .f s p a

3" 3"5 spa. @ 1'-6" = 7'-6"

#6WE4 b.f.

#4WE7 (7 tot.)

#4WE6 &

#5WE3 f.f.

(typ.)

#5WE1

(typ.)

#4WE2

El. 225.88

(6 tot.)

#6WE8

#4WE7

#4WE6

Fill face

Other face

"2 11'-63 spa. @ 5'-0" = 15'-0""2

11'-6

#4WE2 o.f. (typ.)

#5WE1 f.f. &

#5WE1 f.f. (typ.)

#5WE3

#6WE4

#4WE5 (a-f)

#4WE bars

S6

"2

9"9"9" 7 spa. @ 6"

(typ. btwn. gdrs.)

= 3'-6", #5AE1

2" (typ. @ ends) detail.

anchor See pile over piles

#9AE5

#5AE1 (typ.)

2" Ø hole (typ.)

5"

PILE ANCHOR DETAIL

No Scale

#9AE3 (4 tot.)

#5AE4 (2 tot.)

#9AE5 (5 tot.)

R. OWEN

c lr

(typ. @ pile)

#5AE2

4-#9AE3

2-#5AE4

4-#9AE5

#5AE1

#6AE6 pile anchors. See Detail.

#6AE6

HP 14 x 89 pile

HP 14 x 89 pile spa.

" = 1'-0"8

Scale:

ty p ty p

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g a b u t.

d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

Abbreviations:

o.f. = other face f.f. = fill face b.f. = both faces

SECTION A-A

C Abut. & C Brg.

ABUTMENT 2

UNLESS NOTED

"= 1'-0"4

B. ROBINSOND. GERMANI

ABUTMENT 2 CAP PLAN

ABUTMENT 2 CAP ELEVATION

" cl. all8 around

BEARING NOTES:

3.

2.

1.

C Gdr. L

LC Brg.

BEARING PAD DETAIL

hardness elastomer

60 Durometer

Live load = 62 Kips (no impact)

Dead load = 54 Kips

Abut. design service loads per bearing:

AASHTO LRFD Design method "A" used for elastomeric pad design.

Grade 3 or higher.

to AASHTO M251 with 60 Durometer hardness, elastomer

Steel reinforced elastomeric bearing pad shall conform

(8 Req'd.)

1'-0"

6" 6"

@ 0.45"

& 2 inner layers bott.) @ 0.25"

2 layers (top &

L L

"4 117'-4

1'-0

1'-0"

"2 111 "2

B

B

"8 178'-1"8'-1""8

"2 19'-0"2

19'-0

C TrailL

WINGWALL C WINGWALL D15°

(typ

C Brg.L

C Brg. Sta. 3+07.58L

Fill face

Other face

"2 13'-04'-0"2'-0"2'-0"4'-0""2

13'-0Gdr. spacing

C Gdr. D C Gdr. C

C Gdr. B C Gdr. A L

L L

L

A

A

6'-0"6'-0"

C TrailL

(hatched area).

1" joint filler, then complete abutment construction place and keyways grouted and tie rods tightened, place

" chamfer line at exposed face. After slab units are in 4 3with

Construction joint (typ.). Provide level roughened surface cellular jt. filler " flexible 8

L to pad (3 tot. per pad)

(0.075") moulded securely

14 gauge steel shim

El. 224.16

El. 217.53

C A b u t.

L

+1.807%

-2%

El. 220.55El. 220.50

Sta. 3+10.00

End Bridge pad (typ.). See detail.

Elastomeric bearing

7 G

Note: See RG2993-F for View B-B

"2 11'-63 spa. @ 5'-0" = 15'-0""2

11'-6

El. 224.16

(6 tot.)

#6WE8

#4WE7

#4WE6

S7

R. OWEN

detail.

anchor See pile

7 spa. @ 6"9" 9" 9" 2" (typ. @ ends)

"2

2-#5AE4

#5AE1 (typ.)

4-#9AE3

(typ. @ pile)

#5AE2

(typ. btwn. gdrs.)

= 3'-6", #5AE1

4-#9AE5

over piles

#9AE5

#9AE3 (4 tot.)

#5AE1

#5AE4 (2 tot.)

#9AE5 (5 tot.)

See RG2993-F Detail.

#6AE6 pile anchors.

1'-3"1'-3"

2'-6"

HP 14 x 89 pile

HP 14 x 89 pile spa.

" = 1'-0"8

Scale:

ty p ty p

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g a b u t.

d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

Sta. 2+10.00

Begin Bridge

A

A

Abbreviations:

o.f. = other face f.f. = fill face b.f. = both faces

C Trail

C TrailL

L

C Brg.L

Fill face

Other face

UNLESS NOTED

"= 1'-0"4

B. ROBINSOND. GERMANI

ENDWALLS

ENDWALL PLAN

ENDWALL ELEVATION

(2 Req'd)

No Scale

1'-0" (typ.)

1'-0" (typ.)

8"

GUARD ANGLE DETAIL

ELEVATION

SECTION

each leg, staggered.

6"

"8 3L3x3x vertical leg only.

Length = 14'-3"

3"

SECTION A-A

"= 1'-0"8 3Scale:

-2% manufacturer's instructions.

drain. Attach to wall per

Geocomposite sheet recommendations.

manufacturer's connection per

Provide drain grate

2" flexible cellular jt. filler

2'-5"

Geocomposite sheet drain.

1"

jt. filler (typ.)

expansion

" Concrete overlay8

C Brg. & C Abut.L L

Guard angle. See detail.

8'-0"8'-0"

1'-0"

" flexible cellular jt. filler8

Begin or End Bridge

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

(ABUTMENT 1 SHOWN, ABUTMENT 2 SIMILAR)

1" expansion jt. filler for details.

pad, see RG2993-G

Elastomeric bearing

8 H

#4RE4 (typ.)

3" 3"

#4EE1 (typ.)

#4EE2 b.f.

See Detail

Guard Angle.

into endwall.

embed 1'-3"

2 - #4RE4 (typ.)

#4EE1

eq. spa.

#4EE2 (10 tot.)

S8

R. OWEN

16 eq. spa. = 15'-6", 2-#4EE1

& endwall

Top of box girder

R

E s p a ty p

See RG2993-I & J for end anchorage details.

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g e n d w a ll .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

END ANCHORAGE DETAIL

INTERIOR BOX GIRDER

B

B

23'-6"23'-6"

A

A

9"

(typ.)

L

L

2'-0"

3" 3"

(typ. both ends)

1" Ø pipe void drain 1" Ø pipe drain

2-0.6" Ø strands

#5GE1 (typ.)

18-0.6" Ø strands

20-0.6" Ø strands

3" Ø tie rod holes

C diaphragm &

3" Ø tie rod hole (typ.)

Symmetrical about

C spanL

C 3" Ø tie rod holes

SECTION A-A

5" 5"

3"x3" fillet (typ.)

c l.

c l.

C 20-0.6" Ø strands c l.

L

VIEW B-B

= 1'-4" = 1'-4"= 1'-4"

4'-0" e q s p a

C 2-0.6" Ø strands

C 18-0.6" Ø strands

L

L c l.

c l.

L

BOX GIRDER ELEVATION

"= 1'-0" horiz.2

1 Scale:

"= 1'-0" vert.1

NOTES:

4"8 spa. @ 2"

1"

8 spa. @ 2"

= 1'-4"

4"

2" cl.

between voids.

placed to drain at each end of slab beam. (typ.)

4"8 spa. @ 2"

1"1"

8 spa. @ 2"

= 1'-4"

4"

4-#4GE4

8-#4GE6

#5GE3

#5GE1

= 1'-4"

1"

1'-0"2'-0"1'-0" x 1'-6" key

" x 2'-0" 2

D. GERMANI B. ROBINSON

Length of Girder = 98'-0"

9"

4'-0"

9'-9"39'-3"

Deflect 2-0.6" Ø strands

1'-0"8 spa. @ 1'-0"

= 8'-0", 2-#5GE1

(4 tot.)

strands

Extended keyway detail (typ).

See RG2993-J for

3"

2-#5GE1

= 2'-0"

@ 6"

4 spa.

6"

2-#5GE1

= 1'-0" 4 spa. @ 3"

#5GE5

(typ. both ends)

1'-5" and field bend

Extend #4GE4 bar

23 spa. 1'-6" = 34'-6", 2-#5GE1

97 spa. @ 6" = 48'-6", #5GE3 (top of slab)

C diaphragm & 3" Ø tie rod holes See RG2993-K for details

G E

9 I

(4 tot.)

strands

Extended

".8 1Estimated camber at erection after placement of railing = 1

".2 1Estimated camber at erection prior to placement of railing = 1

See RG2993-K for diaphragm & tie rod details.

remove residual form oil and other foreign materials.

After forms are removed from girders clean keyways by water jetting to prestressing.

" longer than shown to allow for shortening due to 8 3Cast girders

#4GE4 (4 tot.)

" = 1'-0"2

#4GE4 (4 tot.)

(typ. both ends)

1'-5" and field

Extend 4 strands

#4GE4 (4 tot.)

#4GE6 (3 tot.)

#5GE3

S9

#4GE6 (8 tot.)

5""4 17 eq. spa. = 3'-15"

#4GE6 (8 tot.)

#5GE1

2" cl.

#4GE6

#5GE2

R. OWEN

Detail.

Anchorage

See End

4'-0"

1'-0"

1'-5" LC brg.

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g g d r .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

EXTERIOR BOX GIRDER

Concrete

PRESTRESSED BOX GIRDER ESTIMATE

UNIT

INTERIOR

QUANTITY

"8

"4

" fillet8

" fillet4

KEYWAY DETAIL

B

B

23'-6"23'-6"

A

A

9"

(typ.)

L

L

2'-0"

3" 3"

L

1" Ø pipe drain

2-0.6" Ø strands

18-0.6" Ø strands

20-0.6" Ø strandsDeflect 2-0.6" Ø strands

BOX GIRDER ELEVATION

"= 1'-0" horiz.2

1 Scale:

"= 1'-0" vert.1

VIEW B-BSECTION A-A

5" 5"

1"1"

8 spa. @ 2" 8 spa. @ 2"

= 1'-4" = 1'-4" = 1'-4" = 1'-4"

4'-0" 4'-0" e q s p a

3"x3" fillet (typ.)

between voids.

placed to drain at each end of slab beam. (typ.)

c l.

c l.

C 20-0.6" Ø strandsL c l.

C 2-0.6" Ø strands

C 18-0.6" Ø strands

L

L c l.

LNFT

LBS

CUYD

EXTERIOR

NOTES:

3"

Epoxy coated reinforcing steel

3"

3" Ø tie rod holes

C diaphragm &

3" Ø tie rod hole (typ.)

Parapet tie spa.

C 3" Ø tie rod holes

Symmetrical about

C spanL

#5GE5

4-#4GE4

8-#4GE6

#5GE1

See RG2993-N for Prestressed Box Girder bar list.

Note: Quantities shown are for one box girder only.

C diaphragm & 3" Ø tie rod holes See RG2993-K for details

4" 4" 4" 8 spa. @ 2"

1"1"

8 spa. @ 2" 4"

= 1'-4"= 1'-4"

D. GERMANI B. ROBINSON

(typ. both ends)

1" Ø pipe void drain

Length of Girder = 98'-0"

3" detail (typ).

See keyway

9'-9"39'-3"

9"

(typ. both ends)

1'-5" and field bend

Extend #4GE4 bar #4GE7

3" 97 spa. @ 6" = 48'-6", #4GE7

97 spa. @ 6" = 48'-6", #5GE3 (top of slab)

#5GE1 (typ.)

#4GE7 #4GE7

G E

(4 tot.)

strands

Extended c l.

10 J" = 1'-0"2

2-#5GE1

= 2'-0"

@ 6"

4 spa.

6"

2-#5GE1

= 1'-0" 4 spa. @ 3"

8 spa. @ 1'-0"

= 8'-0", 2-#5GE1

1'-0" 23 spa. 1'-6" = 34'-6", 2-#5GE1 to avoid strands.

Note: Adjust parapet ties as necessary

".8 1Estimated camber at erection after placement of railing = 1

".2 1Estimated camber at erection prior to placement of railing = 1

See RG2993-K for diaphragm & tie rod details.

remove residual form oil and other foreign materials.

After forms are removed from girders clean keyways by water jetting to prestressing.

" longer than shown to allow for shortening due to 8 3Cast girders

(typ. both ends)

1'-5" and field

Extend 4 strands

#4GE4 (4 tot.) #4GE4 (4 tot.)

#5GE3#5GE3

S10

23.3 23.3

2364 2364

3363 3974

#5GE1

#4GE6 (8 tot.) #4GE6 (8 tot.)

2" cl.

2" cl.

5""4 17 eq. spa. = 3'-1"8

#4GE6

R. OWEN

#5GE2

1'-5" C brg.

Detail.

Anchorage for End

See RG2993-I

3" 1'-0"

4'-0" L

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g g d r .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

L

L tie rod hole

LL

"2

3"

To C Span

1" (typ.)

" diaphragm (typ.)2

C box girder

C tie rodL

C tie rodL

10"

4"6"

L

"2 14 " diaphragm (typ.)2

C box girder

C tie rodL

C tie rodL

L tie rod hole L

EXTERIOR BOX GIRDER

PLAN

ELEVATION

PLAN

INTERIOR BOX GIRDER

tie rod hole L L

1" (typ.)

tie rod hole L L

Interior face

No Scale and lubricated.

(to fit tie rod threads)

Nuts tapped oversize.

TIE ROD AND PLATE DETAIL

NOTES:

1" = 1'-0"

SHEAR KEYWAY DETAIL

" = 1'-0"2

1Scale:

Tie rod

Circular washer under nut.

3" Ø formed tie rod hole (typ.)

rods. See notes.

prior to placement of tie

Fill shear key with grout

DIAPHRAGM DETAILS

holes.

to prevent grout from entering tie rod

Seal around pipe sleeves as necessary shear key with pvc pipe sleeve (typ.)

Seperate tie rod crossing through with non-shrink grout.

Tie rod recess. Fill

C box girder with non-shrink grout.

Tie rod recess. Fill

3"

To C Span

1" (typ.)

L

Interior face

C box girderLL

PLAN @ END

PLAN @ END

Box girder end

L seal joint

Backer rod to tie rod hole L tie rod hole

" minimum thread each end.2

Box girder end shall not be placed until tie rods have been fully tensioned.

until the tie rods have been properly tensioned. Concrete for bridge railing

No traffic or heavy equipment will be permitted on the box girder bridge shall submit for approval proposed method of tightening tie rods.

Tie rods shall be tightened to a minimum tension of 65 kips. The contractor tie rods.

After pouring grout keyway, water cure for 3 days minimum before placing debris until they are filled.

Contractor shall cover and protect the shear keys from weather and compressive strength of 5000 psi at 24 hours.

Keyway grout shall be prepackaged non-shrink type with minimum

Tie rods, plates, nuts and washers shall be galvanized.

heavy hex conforming to ASTM A563, Grade DH.

High strength rods shall conform to ASTM A722, Grade 150. Nuts shall be

D. GERMANI B. ROBINSON

11 K

S11

1centered for

1plate (A36) with 1

5" x 5" x 1" thick bearing

R. OWEN KARL EIKERMANN

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g g d r .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

C TrailL

0% ty p ty p .) 4

4 prestressed box beams @ 4'-0" = 16'-0"

23'-6"23'-6"23'-6"23'-6"3'-0" 3'-0"

100'-0"

Box Girder A

Box Girder B

Box Girder C

Box Girder D

L

Tie Rod Spa.

Gutterline

LC Diaphragm & tie rod.

See RG2993-K for details.

C Diaphragm & tie rod.

See RG2993-K for details.

C Tie rod. See RG2993-K for details.

L

C Tie rod. See RG2993-K for details.

L

Gutterline

DECK PLAN

" = 1'-0"4

TYPICAL SECTION

TYPICAL SECTION & DECK PLAN

B. ROBINSON

details.

See RG2993-K for shear key

Longitudinal shear key (typ.).

"2 110"2

17'-1"2 17'-1"2

16'-0"

Sta. 3+10.00

End Bridge

Sta. 2+10.00

Begin Bridge

C TrailL

1'-0"

(typ.)

Endwall

D. GERMANI

UNLESS NOTED

" = 1'-0"2

" Concrete overlay8

L details.

See RG2993-M for

Bridge railing (typ.).

S12

12 LR. OWEN

surface (typ.)

Level roughened

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g ty p ic a l.

d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

RAILING NOTES:

"2

G

G

3" 3" side &

Typ. ea.

outside corner

At rail end: Miter joints top & bottom rail members.

Weld & grind smooth

G

RAIL POST WELD

RAIL SPLICE

DETAIL "A"

INTERMEDIATE VERTICAL RAIL WELD

TYPICAL SECTION BASE PLATE DETAILS

"cl.2 typ.

PLAN

SECTION

typ.

2""2

"2 12 "2

5"

Leveling nuts

Form strip (typ.)

(traffic, top & outside face)

No Scale

L

" chamfer 2

C Joint removed.

forms have been to this point after

Cut back jt. filler

3'-0"

B. ROBINSON

BRIDGE RAILING

UNLESS NOTED

" = 1'-0"2

" open jt.2

32-

L

No Scale

No Scale

No Scale

No Scale

No Scale

Scale:

4"= 1'-0"

16'-0"16'-0"18'-0"

U/S ELEVATION

(D/S ELEVATION SIMILAR)

2'-0"1'-0"

Symmetrical about C SpanL

11 spa. @ 4'-0"= 44'-0"

Pay Length for Pedestrian Railing = 100'-0"

Parapet jt. spa.

Post spa.

LC Post (typ.)

L

L

Top of box gdr.

" Exp. Jt. Filler2

D. GERMANI

"2 11 9"

"4

Roughen surface

C post

#4GE7. See RG2993-J for spacing.

6"6" 3"

See Detail A joints. See Detail.

panels adjacent to expansion Splice top and bottom rails at

2-#4RE2 2-#4RE3 2-#4RE3

13 M

K. EIKERMANN

posts.

alignment of rail

1" grout pad for

3" 97 spa. @ 6" = 48'-6", #4RE1

1'-0"endwall x 1 x 0.12 (11 ga.) (typ.) 2 1Rail Post TS 2 w/ nuts and washers.

bonded anchors m in e m b e d

See Base Plate Details.

side down both rails (Center pin both ways on bar).

long stainless steel roll pin. Install bar pin

"8

3" deep hole for 2

LC top rail

C bott. railL

" x 5" x 6" PL8

jt. filler (typ.). See detail.

" preformed expansion2

PARAPET JOINT DETAIL

End Bridge

Begin or for details

See RG2993-H

#4RE4

#4RE2 or #4RE3 (6 tot.)

#4RE1

#4RE1 (typ.)

S13 x 1 x 0.083 (14 ga.)2 1or 2 x 1 x 0.12 (11 ga.) 2

1HSS 2

Top and bottom rails x1 x0.083 (14 ga.)2 1or HSS 2 x1 x0.12 (11 ga.)2

1HSS 2

or HSS 2 x1 x0.083 (14 ga.)

x1 x0.12 (11 ga.)2

1HSS 2

Intermediate rails x 1 x0.083 rail. 2 1bar for HSS 2 x 6" long steel 16 3 x 216

11P x 1 x 0.12 rails or2 1for HSS 2 x 6" long steel bar8 1x 28

5P

(11 ga.)

x 1 x 0.122 1Rail post HSS 2 x 1 x 0.12 (11 ga.) post2

1HSS 2

D. GERMANI

R. OWEN

ERECTION: Erect railing parallel to grade. Posts shall be normal to grade.

by a certified welder.

Welding shall conform to ANSI/AASHTO/AWS D1.5 and D1.1, and shall be performed vertical alignment of the structure. Submit shop drawings to the CO for approval.

FABRICATION: Structural steel shall be shop fabricated to the horizontal and

Grout for grout pad shall be non-shrink grout conforming to ASTM C1107.

ASTM C881. Install anchors per manufacturer's recommendations.

sustains a minimum pullout force of 11.7 kips per anchor and conforms to

ASTM A307 and shall be galvanized. Furnish epoxy resin bonding system which

Anchor bolts, nuts, and washers, shall conform to AASHTO M314, Grade 36 or conforming to ASTM A847 (weathering steel).

(weathering steel). Structural tubing shall be Hollow Structural Sections (HSS)

MATERIALS: Steel for plates and splice sleeves shall conform to ASTM A588

Mounted Concrete Parapet".

Railing is adapted from Oregon DOT Standard BR250 "Pedestrian Rail on Sidewalk

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g r a il .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA

All "E" bars are epoxy coated.

Dimensions in bending diagrams are out-to-out of bars

2.

1.

b.f. = both faces o.f. = other face f.f. = fill face

Abbreviations:

NOTES

REBAR LIST

N14

(Quantities are for one girder only)(Cost of girder reinforcing is included in the box beam girder pay item and is not included in the reinforcing estimate)

(Quantities are for one girder only)(Cost of girder reinforcing is included in the box beam girder pay item and is not included in the reinforcing estimate)

R. WEHNER R. WEHNER D. GERMANI NONE

S14

(Cost of rail reinforcing is included in the bridge rail pay item and is not included in the reinforcing estimate)

REINFORCING STEEL SCHEDULE DIMENSION TABLE

BAR MK SIZE TYPE PIN SZ LOCATION QTY LENGTH WEIGHT A B C D E F G H J K O R

EXTERIOR GIRDER

V or N

17217 0'-3ƒ" 2'-9" 3'-8" 2'-9"9'-2"#5GE1 16445 Stirrups

417 0'-3ƒ" 4'-0" 3'-3•" 4'-0"11'-3•"#5GE2 475 Stirrups @ ends

196STR 3'-7•"3'-7•"#5GE3 7415 Trans. top

475 2'-9" 100'-10" 60'-0" 43'-7" 1103'-7"#4GE4 2774 Long. top

1017 0'-3ƒ" 3'-10" 3'-6•" 3'-10"11'-2•"#5GE5 1175 Stirrups @ ends

875 2'-9" 97'-8" 60'-0" 40'-5" 1100'-5"#4GE6 5374 Long. top

19651 0'-3„" 0'-6" 1'-7•" 1'-10•" 0'-8"4'-8"#4GE7 6114 Curb stirrup

3974 LBSSUBTOTAL

INTERIOR GIRDER

V or N

17217 0'-3ƒ" 2'-9" 3'-8" 2'-9"9'-2"#5GE1 16445 Stirrups

417 0'-3ƒ" 4'-0" 3'-3•" 4'-0"11'-3•"#5GE2 475 Stirrups @ ends

196STR 3'-7•"3'-7•"#5GE3 7415 Trans. top

475 2'-9" 100'-10" 60'-0" 43'-7" 1103'-7"#4GE4 2774 Long. top

1017 0'-3ƒ" 3'-10" 3'-6•" 3'-10"11'-2•"#5GE5 1175 Stirrups @ ends

875 2'-9" 97'-8" 60'-0" 40'-5" 1100'-5"#4GE6 5374 Long. top

3363 LBSSUBTOTAL

ENDWALL

V or N

6817 0'-3„" 3'-2" 0'-8" 3'-2"7'-0"#4EE1 3184 Stirrups

20STR 15'-8"15'-8"#4EE2 2094 Horiz. b.f.

527 LBSSUBTOTAL

ABUTMENTS

V or N

56T1 0'-2•" 0'-5•" 2'-7" 2'-2" 2'-7" 2'-2" 0'-5•"10'-5"#5AE1 6085 Stirrups

817 0'-3ƒ" 2'-7" 2'-2" 2'-7"7'-4"#5AE2 615 Stirrups @ piles

82 0'-9•" 1'-7" 17'-9" 1'-7"20'-11"#9AE3 5699 Horiz. top

4STR 17'-9"17'-9"#5AE4 745 Horiz. b.f.

10STR 17'-9"17'-9"#9AE5 6049 Horiz. bot.

1617 0'-4•" 1'-10" 1'-10"3'-8"#6AE6 886 Pile anchors

2004 LBSSUBTOTAL

WINGWALLS

V or N

44STR 10'-0"10'-0"#5WE1 4595 Horiz. f.f.

24STR 10'-0"10'-0"#4WE2 1604 Horiz. o.f.

4STR 8'-4•"8'-4•"#5WE3 355 Horiz. f.f.

852 0'-4•" 7'-10•" 2'-2" 7'-10" 0'-9ƒ"10'-0•"#6WE4 1216 Horiz. top b.f.

sets of

STR 5'-4"

to

6'-2" at 0'-2"

Incr.

5'-4" to

6'-2" at 0'-2"

Incr.

#4WE5 1844 Vert. b.f.

2854 0'-3„" 0'-9•" 0'-2ƒ" 1'-11‚" 0'-6" 0'-8" 0'-4•"3'-11"#4WE6 734 Stirrups

2863 0'-3„" 0'-3‚" 0'-4‚" 0'-9ƒ" 2'-2" 0'-8"4'-0•"#4WE7 764 Stirrups

24STR 6'-2"6'-2"#6WE8 2226 Vert.

1330 LBSSUBTOTAL

RAIL

V or N

39217 0'-3„" 2'-6•" 0'-6" 2'-6•"5'-7"#4RE1 14624 Vert.

24STR 17'-8"17'-8"#4RE2 2834 Horiz. b.f.

48STR 15'-8"15'-8"#4RE3 5024 Horiz. b.f.

817 0'-3„" 3'-9•" 0'-6" 3'-9•"8'-1"#4RE4 434 Vert. in endwall

2291 LBSSUBTOTAL

B

STR

TYPE 2

A G

B

B

C

D

OPTIONAL LEG

TYPE 17

A

G

B

C

D

E

TYPE T1 TYPE 51

D

B

C

E

D

C B

A

TYPE 52

TYPE 54

E

F

D C

B

H

C

D

E

F

B

TYPE 63

TYPE 75

N = Number of Laps

B E

C

N

C A \1 1(

B r id g e \R

G \C

A e s \D

G N

F il e s \r g r e b a r .d g n

RG2993-

CA

of

GUIDOTTI BRIDGE

CA BLM 19041(2)

OVER EL TORO CREEK

GUIDOTTI PEDESTRIAN BRIDGE

FORT ORD NATIONAL MONUMENT

MONTEREY COUNTY, CALIFORNIA