3. Lake Margaret Trail Bridges Drawings.pdf

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TYPICAL TRAIL CROSS SECTIONS

ABOVE_%

SIDESLOPE

SLOPE ROUNDING

IN COMMON MATERIAL

8 INCHES

SHOULDER

WIDTH

<t

I

,___TREAD _ __,

@ FULL BENCH SECTION

% TO_%

SLOPE ROUNDING

IN COMMON MATERIAL

<t

TREAD

BACKFILL WITH

SUITABLE MATERIAL

@ BALANCED SECTION

_%T0_%7

SHOULDER ----j

DEPARTMENT OF AGRICULTURE

FOREST SERVICE

STANDARD TRAIL PLAN

TR�AD

FLAT SECTION

PROJECT NAME & LOCATION

r INCHES

SEE SECTION 912

CLEARING LIMITS

FOR DISPOSAL TYPE

TYPICAL TRAIL TREAD AND SHOULDER WIDTH

TYPICAL SECTION TREAD TREAD SHOULDER WIDTH

COMMENTS ID TYPE FINISH WIDTH UPHILL DOWNHILL

TSF-1 T

TREAD CROSS SLOPE

TYPICAL OUTSLOPE INSLOPE CROWNED COMMENTS ID SECTION

SLOPE AND TRAILBED FINISH

TREAD ROOTS LOOSE EMBEDDED COMMENTS FINISH ROCK ROCK

T1 T2 T3 T4 T5 T6

TRAILBED AND SLOPE FINISH

SLOPE FINISH TRAILBED FINISH

REMOVE ROOTS THAT PROTRUDE FROM THE

BACKSLOPE WITH DIAMETERS GREATER

THAN SHOWN IN THE SLOPE AND TRAILBED

FINISH TABLE.

NOTES:

REMOVE LOOSE ROCK ON THE TRAILBED WITH

A DIMENSION GREATER THAN SHOWN IN THE

SLOPE AND TRAILBED FINISH TABLE.

REMOVE OR REDUCE EMBEDDED ROCK THAT

PROTRUDES MORE THAN THE DIMENSIONS

SHOWN IN THE SLOPE AND TRAILBED FINISH

TABLE.

1. SLASH CONSISTS OF LOGS, LIMBS, BRUSH, AND ROCKS PLACED

RANDOMLY IN A WAY TO CATCH SEDIMENT MOVEMENT.

2. LIMB ALL TREES AND SHRUBS AND TAMP SLASH INTO GROUND SO

THAT 80% OF SLASH IS IN CONTACT WITH THE GROUND.

DRAWING NAME L REVISION DATE � DRAWING NO.

CROSS SECTION & SLOPE FINISH XX/XX/XX STD 911-01

SECTION

911 - TREAD AND PRISM

1YPICAL ID

TSF/TCS NO SCALE

SHEET I

OF

A

18 to 36"

AutoCAD SHX Text

%%u BEARING ASSEMBLY SECTION %%u

Scale: 3/4" = 1'-0"

%%u ABUT. 1 (EXPANSION) %%u

Drill and grout, typ.

#5 @ 1'-0"

~C Bearing

El. 7625.0

El. 7622.96

Abutment

%%u BEARING ASSEMBLY ELEVATION %%u

(Abutment 2 similar)

~C Bridge

Bearing plate, see detail

Prefabricated bridge

After bridge is placed, drill 1 " dia. hole 1'-6" deep 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

6x4x1/4 x 7'-0" Weathering steel gap closure angle

1"-8 UNC x 8" HH bolt, nut, washer, lock washer, typ. each end of gap closure angle. Adjust height of angle for " clearance above concrete.18" clearance above concrete.

1"-8 UNC x 2'-0" galvanized All-thread anchor bolt, with double hex nut and washer. Drill and epoxy set per manufacturer's instructions. Lower nut wrench tight at Abutment 2. Lower nut finger tight at Abutment 1. Locate anchor bolts in center of base plate slot at Abutment 1. Provide 18" x10"x10" teflon slide bearing between bearing plates at expansion slotted end.

(2 Required)

1 1/4" hole, typ.

%%u ABUT. 2 BEARING PLATE DETAIL (FIXED) %%u

Scale: 1 1/2" = 1'-0"

%%u ABUT. 1 BEARING PLATE DETAIL (EXPANSION) %%u

1 1/4" x 3"slotted hole, typ.

1" Plate

%%u GAP CLOSURE ANGLE ASSEMBLY %%u

(Deck and concrete elev.)

Run Planks

1"-8 UNC x 8" HH bolt, nut, washer, lock washer, typ. each end of gap closure angle. Adjust height of angle for " 18" clearance above concrete.

1/4

~C Bearing and HSS 6x6 truss end post

(4 Required, ship loose)

%%u BOTTOM BEARING PLATE DETAIL %%u

~C HSS 6x6 truss end post. See truss vendor shop drawing.

%%u GAP CLOSURE ANGLE DETAIL %%u

Scale: 3" = 1'-0"

Notch sym. about angle centerline

916" Radius

STATE

FOREST

TOTAL

SHEETS

PROJECT NAME

PROJECT NO.

SHEET

Bearing and Gap Closure Angle Details

R-1752-04

DATE

DISREGARD PRINTS BEARING EARLIER DATES

AND DATE

STAFF ENGINEER TRANSPORTATION STRUCTURES

REGIONAL ENGINEER

REVISION MARK

APPROVED:

RECOMMENDED:

CHECKED

DESIGNED

DRAWN

U. S. DEPARTMENT OF AGRICULTURE

SCALE:

BRIDGE SHEET

DRAWING NUMBER

REGION FIVE

CAPLES CREEK

TRAIL BRIDGE

As Noted

C. Shields

01/16/25

D. Pereira

CA

Eldorado

Sheets and Views

Bearing

2025-01-30T13:35:08-0800

DARRELL PEREIRA

2025-02-03T15:14:02-0800

LEONARD JOB

preferred unsuitable preferred N/A N/A

9 1 heigth-8" width-5 to 6'

%%u RUN PLANK PLAN %%u

Scale: 3/8" = 1'-0"

Bridge

Wing A

Wing B

Wing C

Wing D

2x12 Run Planks

1" x 3" bevel ramp on end of run planks

#14 x 4" galvanized wood screw at 2' o.c., staggered, and centered on deck plank below.

2x12 (S4S) DF #1 Pressure treated deck planks, install with a 3/4" space between planks.

Run plank joint centered on deck planks below, typ.

1~8

Deck and Run Plank Details

R-1752-05

Sheets and Views

Run Plank

2025-01-30T13:47:56-0800

DARRELL PEREIRA

2025-02-03T15:13:23-0800

LEONARD JOB

Abutment 1

Abutment 2

%%u RAILING BASE PLATE LAYOUT %%u

Scale: 1/2" = 1'-0"

%%u WING A RAILING ELEVATION %%u

%%u WING D RAILING ELEVATION %%u

6'-0" Wing B

6'-0" Wing C

(Wing B Sim.)

(Wing C Sim.)

1/2"-11 UNC x 1'-0" ASTM A325 Galvanized rail post anchor bolt, lock washer, nut, 4 places per post, typ.

%%u RAIL POST ASSY DETAIL %%u

%%u TYPICAL RAIL SECTION %%u

716" hole throughpost, typ.

1/2"-11 UNC x 1'-0" ASTM A325 Galvanized rail post anchor bolt, lock washer, nut, 4 places

Wing wall

2x6 Redwood Rail, typ.

38-16 UNC x 4 " 14" Galvanized carriage bolt. Drill " dia. hole at 38" dia. hole at installation of rail. Template location from holes in post., typ.

38-16 UNC x 2 " Galvanized 14" Galvanized carriage bolt. Drill " dia. 38" dia. hole at installation of rail. Template location from holes in post topl plate, typ.

Wing A rail post, 3 Req'd.

Wing B rail post, 2 Req'd

Wing C rail post, 2 Req'd.

Wing D rail post, 3 Req'd with top plate opposite hand

38"x5"X5" base plate, typ. all posts.

HSS 2x2 x " ASTM A847 14" ASTM A847 weathering steel post, typ. Center on base plate

(see detail)

Typ

1/8

1/4" drainhole, ctr on post, typ. all posts

18"x4"X4" top plate

1/8

HSS rail post assembly, see detail

%%u POST BASE PLATE DETAIL %%u

Scale: 4" = 1'-0"

%%u POST TOP PLATE DETAIL %%u

Scale: 4" = 1'-0"

38"x5"X5" ASTM A709, 50W plate

916" hole,4 places

716" hole, 2places

1/8"x4"X4" tASTM A709, 50W plate

Approach Railing

R-1752-06

Sheets and Views

Railing

2025-01-30T14:32:22-0800

DARRELL PEREIRA

2025-02-03T14:59:49-0800

LEONARD JOB

%%u TYPICAL SECTION %%u

%%u PEDESTRIAN, BICYCLE OR EQUESTRIAN USE %%u

4x12 x 6'-11" Deck planks shown. See table See table below for required size.

Sym. about ~C of bridge

2x8 Cap Rail

6x6 Posts

6x6 Curb

2x6 Rails

Glued laminated girder 8 "x 27"34"x 27"

%%u PLAN %%u

4x12 Deck planks, install with a 3/4" space between planks..

3x12 Blocking near midspan and at each end

6x6 Post

2x6 Rail

Sym. About ~C Deck & Bridge

2x6 Rails, typ

Provide well graded rock up to 3/4" fulllength of bulkhead. A geocomposite drain may be substituted for rock.

Foundation material shall be compacted prior to placement of abutment.

1'-0" x 1'-0" deep concrete footing or 12x12 timber sill. Geotechnical engineer shall approve usage of timber sills.

Soil Foundation min.

2x10 End wall planks

High Water Line

Filter fabric (typ.)

1'-0" Wide concrete footing

Rock Foundation

%%u ELEVATION %%u

2x8 Cap rail

See note #2 below for call out of gabion basket installation at each end of bridge.

STANDARD 6'-0" FOOT BRIDGE

JOBE TRAIL BRIDGE

01/15/25

PLAN AND ELEVATION

R-1753-01 typ.

"X"

(See table below for required post spacing)

See table below for required girder length

(Cap Rail Not Shown For Clarity)

GENERAL NOTES: The Forest Engineer shall verify the deck height, bridge length, snow load, and shall approve the final inspection. The high water line, scour depth, and soil conditions shall be determined by the Regional Bridge Engineer. The Regional Bridge Engineer shall be notified of each trail bridge prior to installation. SPECIFICATIONS: DESIGN: AASHTO LRFD Bridge Design Specifications, 9th edition, 2020, and the AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges. DESIGN: AASHTO LRFD Bridge Design Specifications, 9th edition, 2020, and the AASHTO LRFD Guide Specifications for the Design of Pedestrian Bridges. CONSTRUCTION: Standard Specifications For Construction of Roads and Bridges on Federal Highway Projects (FP-14), with Forest Service Supplemental Specifications. DESIGN LOADS: Concrete = 150 PCF; Timber = 50 PCF; Pedestrian Live Load = 90 PSF; Earth pressure equivalent to a fluid weighing 36 PCF. Concrete = 150 PCF; Timber = 50 PCF; Pedestrian Live Load = 90 PSF; Earth pressure equivalent to a fluid weighing 36 PCF. Snow Load = 400 PSF. Snow load and Pedestrian Live Load are not combined. Equestrian Live Load = 1,000 pound single hoof load over a deck plank square area measuring 4 inches on a side. TIMBER: Deck planks and 4x6 posts shall be Douglas Fir-Larch No. 1 or better, S4S. 6x6 posts and curbs shall be Douglas Fir-Larch, No. 1, S4S. Run Planks, sills Deck planks and 4x6 posts shall be Douglas Fir-Larch No. 1 or better, S4S. 6x6 posts and curbs shall be Douglas Fir-Larch, No. 1, S4S. Run Planks, sills and end planks shall be Douglas Fir-Larch No. 2 or better, rough. Girders shall be glued laminated Douglas-Fir, combination symbol 24F-V4 DF/DF. Rails shall be solid sawn California Redwood, No. 1, S4S. Maximum moisture content for timber shall be 19%. Maximum moisture content for glued laminated members shall be 16%. All timber except rails and run planks shall be pressure treated with copper naphthenate in heavy oil, in accordance with AASHTO M133; AWPA and AWPA U1-09, Use Category UC4B. Treated materials shall follow the post treatment requirements summarized in "Best Management Practices for the Use of Treated Wood in Aquatic Environments" (WWPI 1196), to ensure all surfaces are free of excess preservative, and chemicals are adequately fixated in the wood. All wood members shall be cut and drilled before treatment. When miscellaneous field drilled holes and cuts are required because of mis-alignment, they must be approved by the Engineer. All field drilled holes and cuts shall be treated with two applications of copper naphthenate 2% solution. Lead holes are required for all bolts and screws. Driving of lag bolts and screws will not be permitted. Glued Laminated stringers shall be fabricated with a 1000' Radius). CONCRETE: Cast in place concrete shall meet the Specification for Minor Concrete (601), with a 28 day compressive strength of 3,000 psi. Cast in place concrete shall meet the Specification for Minor Concrete (601), with a 28 day compressive strength of 3,000 psi. Chamfer all exposed edges 3/4". Exposed surfaces shall have a Class 2 rubbed finish. Additives containing calcium chloride shall not be used. REINFORCING STEEL: Reinforcing steel shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, minimum covering to face of Reinforcing steel shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, minimum covering to face of steel shall be 2". BEARING STRESS: See table for the minimum required AASHTO Service Limit State soil bearing stress. See table for the minimum required AASHTO Service Limit State soil bearing stress. MISCELLANEOUS STEEL: All plates and shapes shall conform to AASHTO M270 (ASTM A709) Grade 36. Bolts shall conform to ASTM A 307. Anchor bolts shall conform All plates and shapes shall conform to AASHTO M270 (ASTM A709) Grade 36. Bolts shall conform to ASTM A 307. Anchor bolts shall conform to ASTM F1554, Grade 36. All steel shall be hot dipped galvanized per AASHTO 232 (ASTM A153) after fabrication. Stainless steel plates, shapes, and bolts may be used in lieu of hot dipped galvanized steel. Stainless steel bolts shall conform to ASTM A193. Stainless steel plates shall conform to ASTM A480. ELASTOMERIC BEARING: Bearing pads shall have a Durometer Hardness of 60. Design method A, grade 3. Bearing pads shall have a Durometer Hardness of 60. Design method A, grade 3. CONSTRUCTI0N NOTES: Abutment fill shall not be placed until superstructrure has been placed. Fill shall be brought up to grade equally at both abutments. Abutment fill shall not be placed until superstructrure has been placed. Fill shall be brought up to grade equally at both abutments. Fabrication: Submit shop drawings for all bridge components. Show all dimensions and fabrication details for all cut or bored timber. Submit final as-built drawings Submit shop drawings for all bridge components. Show all dimensions and fabrication details for all cut or bored timber. Submit final as-built drawings to the Regional Bridge Engineer.

Ea. side

Post Qty.

Dim.

"X"

1'-0"

Post Spacing, Each Side Along Girder

4'-0", 4'-6", 4'-6", 4'-6", 4'-6", 4'-0"

Trail Bridge Name

Jobe

Latitude/Longitude

38.707746 -120.069497

Snow Load

400 psf

Seismic

0.46

Q100

Note

Reqd Soil Bearing

Service Limit State

(cfs)

Q1

(cfs)

6 KSF

PGA

Glued Laminated

Girder Length

28 ft

8~w x 27

4x12 (S4S)

Deck Plank

Dim's

Rail Post

6x6 (S4S)

Jobe Trail Bridge Over Caples Lake Spillway Channel On Lake Margaret Trail

Girder

2x12 (rough)

Run Plank

Notes: 1. The Jobe TB crosses the Caples Lake Spillway Channel where the channel slope is 0.9%. The Q100 flow into Caples Lake is 2,480 cfs. The emergency spillway max. design flow is 1,800 cfs, and discharges into Caples Creek downstream of the outlet gates discharge of 480 cfs through the main dam. The EID 2020 Spillway Stabilization Project was designed for 60 cfs, which is an annual flow per the project report. The Jobe TB can pass 60 cfs with 1' freeboard, but is not designed to pass the Q100 flow due to economics, and may be sacrificial in high emergency spillway flows. 2. Center timber sills on two layers of rock filled 1'-8" x 3'-0" x 12'-0" gabion welded wire baskets per FP-14, Section 253. Embed 1' into compacted existing grade. Place Type IV-C geotextile between gabions and soil.

Sheets and Views

R-1753-01

2025-01-22T12:53:53-0800

DARRELL PEREIRA

2025-01-22T15:30:16-0800

LEONARD JOB

6"

%%u CONCRETE ABUTMENT %%u

%%u PLAN VIEW %%u

#4 @ 1'-0"± (tot. 9)

#4 x 8'-2"

Symm. about ~C Bridge

1/2" x W (girder width) x 0'-4~8" Elastomeric bearing pad, 60d hardness. Secure to concrete with approved adhesive.

3/4" x 1'-0" Boltw/ washer & nut

2x8 Cap Rail

6x6 Post, typ. 4x6 Post sim.

Splice, typ.

~C Post

B

B

#14 x 4" Wood screw, typ.

%%u BRIDGE RAILING ELEVATION %%u

%%u SECTION A-A %%u

Note: Curb and Railing not shown.

RAILING NOTES:

1.

Posts shall be vertical

Rails shall be parallel to grade and continuous over 2 or more posts. Railing for 10', 15', and 20' bridges shall be continuous with no splice joints.

2.

Only two rail splices per post, staggered every other rail, and every other post.

3.

Posts shall fit tightly against girders.

4.

3x12 Blocking

Offset blocking 6" from ~C railpost

2-30d Spikes each side (tot. 4 ea. end)

1/2" x 1'-0" Lagscrew @ 4'-0" o.c.

2x10 Rough end wall plank, typ.

30d Spikes (2 per plank per girder)

Symm. about ~C deck

3x12 Deck planks

2-30d Spikes each side (tot. 4 ea. end)

3x12 Blocking S4S (at mid-span (for spans over 15 feet), and at bearings.

%%u HALF SECTION %%u

%%u HALF SECTION %%u

%%u AT MIDSPAN %%u

%%u AT ABUTMENT %%u

30d Spikes (2 per plank per girder)

(4'-6" Height shown, 3'-6" height similar)

1/2" x 1'-0"Lag screw @ 4'-0" o.c.

Trail fill

~C Bridge Sym. Abt.

2x8 Cap Rail, typ.

6x6 Posts

2x6 Rails, typ.

6x6 Curb, typ.

%%u SECTION B-B %%u

Two 30d Spikes, typ., ea. plank end

2x6 Rail, typ.

#14 x 4" Wood screw, typ.

3/4" x (girder width + postwidth + 2") Hex bolt, nut, and two 3/8" x 3 " sq. 12" sq. plate washers w/ 13/16" hole (typ. all post bolts)

3/4" x (girder width + post width + 2") Hexbolt, nut, and two 3/8" x 3 " sq. plate 12" sq. plate washers w/ 13/16" hole (typ. all post bolts)

(See "Railing Notes")

4 x 12 x 6'-11" Deck planks. See table on sheet See table on sheet 1 for required size.

Glued laminated girder (6 "x15" shown). See table 34"x15" shown). See table on sheet 1 for required size.

Min.

L4"x4"x1/4"x0'-4~8"

#4 x 8'-2" (tot. 4)

#4 @ 1'-0" (pair)

8"

%%u ABUT. ELEVATION ON SOIL %%u

1/2" x 1'-0" Lagscrew, @ 4'-0" o.c.

Timber end wall plank, typ.

#4 @ 1'-0"

4~8"

~C Brg.

Projection

1'-0" Max.

#4 x 8'-2" (tot. 2)

%%u ABUT. ELEVATION ON ROCK %%u

~C Brg.

12 x 12 x 9'-0" Treated Doug. Fir sill

%%u GIRDER TO TIMBER SILL %%u

%%u CONNECTION DETAIL %%u

2 1/4"

2 1/4"

5/8" x 1"Slotted hole for 1/2" hex bolt w/ washer and nut

5/8" x 1"Slotted hole for 1/2" hex bolt

L4"x4"x1/4"x 0'-4~8"

7/8" Hole

7/8" Hole

%%u GIRDER BRACKET %%u

12 x 12 x 9'-0" Treated Doug. Fir sill

L4"x4"x1/4"x 0'-4~8" (2 req'd. at ea. end of girder)

3/4" x 5"Lag bolts w/ washers

END VIEW OF GIRDER

SIDE VIEW OF GIRDER

Note:

Clean and roughen rock surface before placing concrete.

When depth of footing exceeds 10" use similar reinforcement as shown for soil conditions.

3/4" x 1'-0" Boltw/ washer & nut

(Timber sill similar)

12" x 4 " x girder 12" x girder width elastomeric pad

(See "Conc. Abutment Plan View" for dimensions not shown)

Note: Geotechnical engineer shall approve usage of timber sills.

STANDARD 6'-0" FOOT BRIDGE

JOBE TRAIL BRIDGE

ABUTMENT AND RAILING DETAILS

R-1753-02

Sheets and Views

R-1753-02

2025-01-22T12:55:30-0800

DARRELL PEREIRA

2025-01-22T15:29:32-0800

LEONARD JOB

%%U TYPICAL SECTION

1/2"=1'-0"

2x12 S4S Douglas Fir deck planks

Prefabricated weathering steel truss

Prefabricated weathering steel truss with timber deck

2x12 S4S Douglas Fir run planks

%%U ELEVATION

1"=5'-0"

%%U FOUNDATION PLAN

~C BRG. Abut. 1 Sta. 10+01.50

~C BRG. Abut. 2 Sta. 10+41.00

SCHNEIDER CROSSING

%%U PLAN

El. 7479.0

Begin Bridge Sta. 10+00.00 (Assumed)

End Bridge Sta. 10+42.50

(Bridge alignment to be staked by Contracting Officer)

Q100 El. 7473.0100 El. 7473.0 El. 7473.0

Prefabricated weathering steel truss superstructure, 40'-0" length, out-to-out end posts

0.0% grade

Abut. 2

Existing grade @ ~C Bridge

Abut. 1

(Expansion)

(Fixed)

CREEK

CREEK

Bedrock at Abut 2

Edge of trail

8" layer of grouted granite stone over compacted fill.

El. 7472.0

Toe of 1~8 : 1 fill slope (typ.)

(Min.)

Plan and Elevation

R-1751-01

GENERAL NOTES SPECIFICATIONS: Design: AASHTO LRFD Bridge Design Specifications, Ninth Edition, 2020, and the AASHTO LRFD Guide Specifications Design: AASHTO LRFD Bridge Design Specifications, Ninth Edition, 2020, and the AASHTO LRFD Guide Specifications for Design of Pedestrian Bridges. CONSTRUCTION: Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, with Forest : Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, with Forest Service Supplemental Specifications. DESIGN LOADS: Dead Loads: Concrete = 150 PCF. Earth pressure equivalent to a fluid weighing 64 PCF. Live Load = 90 psf. Dead Loads: Concrete = 150 PCF. Earth pressure equivalent to a fluid weighing 64 PCF. Live Load = 90 psf. Snow load = 400 psf (unfactored). Live load and Snow load are not combined. Equestrian Live Load = 1,000 pound single hoof load over a deck plank square area measuring 4 inches on a side. Wind load = 75 PSF (100 mph). SEISMIC CRITERIA: Acceleration coefficient = .40g, Site class = B, Seismic zone = 2. Acceleration coefficient = .40g, Site class = B, Seismic zone = 2. DEFLECTION CRITERIA: Allowable deflection for pedestrian live load = span/360. The Bridge shall be cambered to offset the Allowable deflection for pedestrian live load = span/360. The Bridge shall be cambered to offset the calculated Dead Load plus 6". The first fundamental frequency of vibration, without live load, shall be greater than 3.0 hertz. Allowable deflection for lateral wind load = span/360. CONCRETE: Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless otherwise noted, chamfer all exposed edges 3/4". Exposed surfaces shall have a class 2 rubbed finish. Additives containing calcium chloride shall not be used. REINFORCING STEEL: Bars shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, Bars shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, minimum covering to face of steel shall be 2". Substructure reinforcing steel shall not be fabricated until actual footing elevations have been established in the field. Placement tolerances shall be in accordance with CRSI Manual of Standard Practice, 2009. PREFABRICATED BRIDGE SHALL MEET THE ABOVE AND FOLLOWING SPECIFICATIONS: SHOP DRAWINGS: The contractor shall submit to the Engineer for approval the design drawings, calculations, and shop drawings The contractor shall submit to the Engineer for approval the design drawings, calculations, and shop drawings for the prefabricated bridge. The shop drawings shall be prepared by the AISC Certified steel fabrication shop that is fabricating the bridge. DESIGN AND FABRICATION: Design of bridge superstructure and railing shall conform to dimensions and materials shown in the Design of bridge superstructure and railing shall conform to dimensions and materials shown in the typical section, elevation, abutment details on this drawing, and contractor field verification, and shall be in accordance with the AASHTO LRFD Bridge Design Specifications, Ninth Edition, and the AASHTO Guide Specifications for Design of Pedestrian Bridges. Structural design shall be by a Professional Engineer registered in the State of California, with previous bridge design experience. The prefabricated bridge shall be fabricated by an AISC Certified steel fabricator, certified as "Certified Bridge Fabricator - Advanced (ABR)", within the AISC certified premises of the fabricator. STRUCTURAL STEEL: All structural steel plate and shapes for the prefabricated bridge shall conform to AASHTO M270, Grade 50W All structural steel plate and shapes for the prefabricated bridge shall conform to AASHTO M270, Grade 50W (ASTM A709, Grade 50W or A588) and ASTM A847 for hollow structural sections (HSS). Minimum HSS wall thickness shall be 1/4". This steel is intended for use in unpainted condition and shall not be painted. All weathering steel shall be blast cleaned to remove all mill scale and permit even weathering as provided in SSPC-SP-6 Commercial Blast Cleaning. Bolts shall conform to AASHTO M164 (ASTM A325), type 3. TIMBER: Deck and run planks shall be Coastal Douglas-Fir, No. 1 or better, S4S, conforming to AASHTO M168. Deck planks shall Deck and run planks shall be Coastal Douglas-Fir, No. 1 or better, S4S, conforming to AASHTO M168. Deck planks shall be pressure treated with copper napthenate in heavy oil, in accordance with AASHTO M133 and AWPA U1-09, Use Category UC4B. copper napthenate in heavy oil, in accordance with AASHTO M133 and AWPA U1-09, Use Category UC4B. Treated materials shall follow the post treatment requirements summarized in "Best Management Practices for the Use of Treated Wood in Aquatic Environments" (WWPI 1996) to ensure all surfaces are free of excess preservative, and chemicals are adequately fixated in the wood. All treated wood members shall be BMP certified by an ALSC accredited inspection agency. All wood members shall be cut and drilled before treatment. When miscellaneous field drilled holes and cuts are required because of mis-alignment, they must be approved by the Engineer. Field drilled holes and cuts shall be field treated with two applications of copper naphthenate 2% solution. Lead holes are required for all bolts. MISCELLANEOUS STEEL: Anchor bolts, nuts, and washers shall conform to AASHTO M164 (ASTM A449) Type 3, AASHTO M291 (ASTM Anchor bolts, nuts, and washers shall conform to AASHTO M164 (ASTM A449) Type 3, AASHTO M291 (ASTM A563) grade DH3, and AASHTO M293 (ASTM F436) type 3, respectively. CONSTRUCTION NOTES: Contractor shall verify all field dimensions before start of work. Contractor shall submit final as-built Contractor shall verify all field dimensions before start of work. Contractor shall submit final as-built drawings upon completion of work, and before final payment.

HYDROLOGY AND HYDRAULICS Mannings coefficient n = 0.11 = 0.11 0.11 Drainage area = 3.1 sq. mi. = 3.1 sq. mi. 3.1 sq. mi. sq. mi. Stream slope = 12 % = 12 % 12 % % Precipitation, P = 49.5 in. per year = 49.5 in. per year 49.5 in. per year in. per year Q = 730 cfs El. 7473.0 V = 9.9 fps100 = 730 cfs El. 7473.0 V = 9.9 fps= 730 cfs El. 7473.0 V = 9.9 fps

*Note: Timber deck planks, timber run planks, steel bearing plates, and steel end closure angles shall be included in pay item 55504. **Note: Anchor bolts shall be included in pay item 55401. ***Grouted stone approach shall be included in Item 20803

MAGNETIC

Latitude 38.720839 Longitude -120.086719

ESTIMATED BRIDGE QUANTITIES

ITEM NO

15101 Mobilization Lump Sum Mobilization Lump Sum Lump Sum 20801 Structural Excavation 18 C.Y. Structural Excavation 18 C.Y. 18 C.Y. 20803 Structural Backfill *** 16 C.Y. Structural Backfill *** 16 C.Y. 16 C.Y. 55201 Structural Concrete, Class A (AE) 10.6 C.Y. Structural Concrete, Class A (AE) 10.6 C.Y. 10.6 C.Y. 55401 Reinforcing Steel ** 960 Lb Reinforcing Steel ** 960 Lb 55504 Prefabricated Bridge Superstructure - Prefabricated Bridge Superstructure - Design, Fabricate, Deliver and Install * Lump Sum Lump Sum 60504 Geocomposite Sheet Drain System 11 S.Y. Geocomposite Sheet Drain System 11 S.Y. 11 S.Y.

DESCRIPTION

QUANTITY

2/26/25

3/11/25

3/12/25

BEARING STRESSES

Maximum Allowable (psf)

Load Combination

Maximum Calculated (psf)

Strength

Service

Fdn. Material

Abut. 1 Soil

20,000

27,000

5,600

3,600

Abut. 2 Bedrock

3,000

1,680

4,050

2,850

Sheets and Views

Plan and Elev

2025-03-12T14:22:02-0700

DARRELL PEREIRA

2025-03-14T15:04:56-0700

LEONARD JOB

%%u ABUTMENT 1 PLAN %%u

%%u ABUTMENT 1 ELEVATION %%u

~C Spacing for 12" x 12" bearing plate (2 per abutment). See sheet R-1751-04.

#4 @ 12"

El. 7476.96

~C Abutment

4" Weep holes, 2 places

1" x 2'-0"Anchor bolt, 4 places

#4 @ 1'-0" typ

2'-0"

#4, typ

8'-8"

#5 @ 1'-0", typ, F.F (tot. 10)

(tot. 13)

(tot. 10)

3'

Geocomposite sheet drain, typ.

%%u ABUTMENT 1 SECTION %%u

%%u TYPICAL WING ELEVATION %%u

%%u TYPICAL WING SECTION %%u

#5 @ 1'-0", typ.

varies

#4 @ 1'-0", typ.

varies

#4 N.F., typ

Varies

#5 F.F., typ

N.F. = Near Face F.F. = Fill Face

#4 @ 1'-0", typ, N.F (tot. 10)

2'-1"

4'-2"

2"

2"

Finished grade

#4 @ 1'-0", typ, N.F. (tot. 10)

6-7"

4'-4"

4-6"

6'-8"

Finished grade

(Elev. varies)

4-6"

(tot. 12)

1" x 2'-0" Anchor bolt, Note: After bridge is placed, drill After bridge is placed, drill 1 " dia. hole 1'-6" deep below 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

#4 Ties

2 x 6 key construction joint

4" PerforatedPVC underdrain

Abutment 1 Details

R-1751-02

Sheets and Views

Abut 1

2025-03-12T14:23:51-0700

DARRELL PEREIRA

2025-03-14T15:07:49-0700

LEONARD JOB

02 2 5

%%u ABUTMENT 2 SECTION %%u

%%u ABUTMENT 2 PLAN %%u

%%u ABUTMENT 2 ELEVATION %%u

#4

~C Spacing for 12" x 12" bearing plate (2 per abutment). See sheet R-1751-04.

#5 Dowel @ 1'-0", typ, #5 Dowels @ 1'-0"

1'-0" Min., typ.

Drill and epoxy grout

#4 @ 1'-0", typ N.F.

#5 Dowel @ 1'-0", typ, F.F

#5 Dowel @ 1'-0", typ, NF

(tot. 8)

#5 Dowel @ 1'-0" in abutment stem, typ, %%u WING D ELEVATION %%u

#5 dowels @ 1'-0" in wing wall

6" sq. Aluminum or galvanized steel wire 1/4" mesh hardware cloth with 0.025" min. wire dia.

#5 dowel @ 1'-0"

#5 dowel @ 1'-0"

After bridge is placed, drill 1 " 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

(Wing C similar)

Drill and epoxy grout #5 dowels @ 1-0" in wing walls.

Near face

Note: Bridge date shall be located on Abutment Bridge date shall be located on Abutment 2 only. Use date for year constructed.

%%u CONSTRUCTION DATE DETAIL %%u

Not to scale

Abutment 2 Details

R-1751-03

Sheets and Views

Abut 2

2025-03-12T14:24:58-0700

DARRELL PEREIRA

2025-03-14T15:06:08-0700

LEONARD JOB

%%u BEARING ASSEMBLY SECTION %%u

%%u BEARING ASSEMBLY ELEVATION %%u

~C Bridge

Bearing plate, see detail

Prefabricated bridge

After bridge is placed, drill 1 " dia. hole 1'-6" deep 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

1"-8 UNC x 8" HH bolt, nut, washer, lock washer, typ. each end of gap closure angle. Adjust height of angle for " clearance above concrete.18" clearance above concrete.

1"-8 UNC x 2'-0" galvanized All-thread anchor bolt, with double hex nut and washer. Drill and epoxy set per manufacturer's instructions. Lower nut wrench tight at Abutment 2. Lower nut finger tight at Abutment 1. Locate anchor bolts in center of base plate slot at Abutment 1. Provide 18" x10"x10" teflon slide bearing between bearing plates at expansion slotted end.

%%u ABUT. 2 BEARING PLATE DETAIL (FIXED) %%u

%%u ABUT. 1 BEARING PLATE DETAIL (EXPANSION) %%u

1 1/4" x 3"slotted hole, typ.

%%u GAP CLOSURE ANGLE ASSEMBLY %%u

(Deck and concrete elev.)

Run Planks

1"-8 UNC x 8" HH bolt, nut, washer, lock washer, typ. each end of gap closure angle. Adjust height of angle for " 18" clearance above concrete.

(4 Required, ship loose)

%%u BOTTOM BEARING PLATE DETAIL %%u gap

%%u GAP CLOSURE ANGLE DETAIL %%u

Scale: 3" = 1'-0"

Notch sym. about angle centerline

916" Radius

Bearing and Gap Closure Angle Details

R-1751-04

Sheets and Views

Bearing

2025-03-12T14:28:14-0700

DARRELL PEREIRA

2025-03-14T15:07:12-0700

LEONARD JOB

%%u RUN PLANK PLAN %%u

Scale: 3/8" = 1'-0"

2x12 (S4S) DF #1 Pressure treated deck planks, install with a 3/4" space between planks.

Run plank joint centered on deck planks below, typ.

Deck and Run Plank Details

R-1751-05

Sheets and Views

Run Plank

2025-03-12T14:26:20-0700

DARRELL PEREIRA

2025-03-14T15:08:34-0700

LEONARD JOB

%%U TYPICAL SECTION

1/2"=1'-0"

2x12 S4S Douglas Fir deck planks

Prefabricated weathering steel truss

Prefabricated weathering steel truss with timber deck

2x12 S4S Douglas Fir run planks

Q100 El. 7617.0100 El. 7617.0 El. 7617.0

Prefabricated weathering steel truss superstructure, 40'-0" length, out-to-out end posts

0.0% grade

Abut. 2

Existing grade @ ~C Bridge (all granite bedrock)

Abut. 1

%%U ELEVATION

8" layer of grouted granite stone over compacted fill, typ. each approach trail

%%U FOUNDATION PLAN

~C BRG. Abut. 1 Sta. 10+01.50

~C BRG. Abut. 2 Sta. 10+41.00

Q100 El. 7617.0100 El. 7617.0 El. 7617.0

%%U PLAN

Begin Bridge Sta. 10+00.00 (Assumed)

End Bridge Sta. 10+42.50

(Expansion)

(Fixed)

(Approach railing not shown for clarity)

(Bridge alignment to be staked by Contracting Officer)

Plan and Elevation

R-1752-01

GENERAL NOTES SPECIFICATIONS: Design: AASHTO LRFD Bridge Design Specifications, Ninth Edition, 2020, and the AASHTO LRFD Guide Specifications Design: AASHTO LRFD Bridge Design Specifications, Ninth Edition, 2020, and the AASHTO LRFD Guide Specifications for Design of Pedestrian Bridges. CONSTRUCTION: Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, with Forest : Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects, FP-14, with Forest Service Supplemental Specifications. DESIGN LOADS: Dead Loads: Concrete = 150 PCF. Earth pressure equivalent to a fluid weighing 64 PCF. Live Load = 90 psf. Dead Loads: Concrete = 150 PCF. Earth pressure equivalent to a fluid weighing 64 PCF. Live Load = 90 psf. Snow load = 400 psf (unfactored). Live load and Snow load are not combined. Equestrian Live Load = 1,000 pound single hoof load over a deck plank square area measuring 4 inches on a side. Wind load = 75 PSF (100 mph). SEISMIC CRITERIA: Acceleration coefficient = .42g, Site class = B, Seismic zone = 2. Acceleration coefficient = .42g, Site class = B, Seismic zone = 2. DEFLECTION CRITERIA: Allowable deflection for pedestrian live load = span/360. The Bridge shall be cambered to offset the Allowable deflection for pedestrian live load = span/360. The Bridge shall be cambered to offset the calculated Dead Load plus 6". The first fundamental frequency of vibration, without live load, shall be greater than 3.0 hertz. Allowable deflection for lateral wind load = span/360. CONCRETE: Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless Cast in place concrete shall be class A (AE) and vibrated, with a 28 day compressive strength of 4,500 psi. Unless otherwise noted, chamfer all exposed edges 3/4". Exposed surfaces shall have a class 2 rubbed finish. Additives containing calcium chloride shall not be used. REINFORCING STEEL: Bars shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, Bars shall conform to the requirements of AASHTO M31 (ASTM A615), Grade 60. Unless otherwise shown, minimum covering to face of steel shall be 2". Substructure reinforcing steel shall not be fabricated until actual footing elevations have been established in the field. Placement tolerances shall be in accordance with CRSI Manual of Standard Practice, 2009. PREFABRICATED BRIDGE SHALL MEET THE ABOVE AND FOLLOWING SPECIFICATIONS: SHOP DRAWINGS: The contractor shall submit to the Engineer for approval the design drawings, calculations, and shop drawings The contractor shall submit to the Engineer for approval the design drawings, calculations, and shop drawings for the prefabricated bridge. The shop drawings shall be prepared by the AISC Certified steel fabrication shop that is fabricating the bridge. DESIGN AND FABRICATION: Design of bridge superstructure and railing shall conform to dimensions and materials shown in the Design of bridge superstructure and railing shall conform to dimensions and materials shown in the typical section, elevation, and abutment details on this drawing, and shall be in accordance with AASHTO LRFD Bridge Design Specifications, Ninth Edition, and the AASHTO Guide Specifications for Design of Pedestrian Bridges. Structural design shall be by a Professional Engineer registered in the State of California, with previous bridge design experience. The prefabricated bridge shall be fabricated by an AISC Certified steel fabricator, certified as "Certified Bridge Fabricator - Advanced (ABR)", within the AISC certified premises of the fabricator. STRUCTURAL STEEL: All structural steel plate and shapes for the prefabricated bridge shall conform to AASHTO M270, Grade 50W All structural steel plate and shapes for the prefabricated bridge shall conform to AASHTO M270, Grade 50W (ASTM A709, Grade 50W or A588) and ASTM A847 for hollow structural sections (HSS). Minimum HSS wall thickness shall be 1/4". This steel is intended for use in unpainted condition and shall not be painted. All weathering steel shall be blast cleaned to remove all mill scale and permit even weathering as provided in SSPC-SP-6 Commercial Blast Cleaning. Bolts shall conform to AASHTO M164 (ASTM A325), type 3. TIMBER: Deck planks shall be Coastal Douglas-Fir, No. 1 or better, S4S, conforming to AASHTO M168. Deck planks shall be Deck planks shall be Coastal Douglas-Fir, No. 1 or better, S4S, conforming to AASHTO M168. Deck planks shall be pressure treated with copper napthenate in heavy oil, in accordance with AASHTO M133 and AWPA U1-09, Use Category UC4B. copper napthenate in heavy oil, in accordance with AASHTO M133 and AWPA U1-09, Use Category UC4B. Treated materials shall follow the post treatment requirements summarized in "Best Management Practices for the Use of Treated Wood in Aquatic Environments" (WWPI 1996) to ensure all surfaces are free of excess preservative, and chemicals are adequately fixated in the wood. All treated wood members shall be BMP certified by an ALSC accredited inspection agency. All wood members shall be cut and drilled before treatment. When miscellaneous field drilled holes and cuts are required because of mis-alignment, they must be approved by the Engineer. Field drilled holes and cuts shall be field treated with two applications of copper naphthenate 2% solution. Lead holes are required for all bolts. MISCELLANEOUS STEEL: Anchor bolts, nuts, and washers shall conform to AASHTO M164 (ASTM A449) Type 3, AASHTO M291 (ASTM Anchor bolts, nuts, and washers shall conform to AASHTO M164 (ASTM A449) Type 3, AASHTO M291 (ASTM A563) grade DH3, and AASHTO M293 (ASTM F436) type 3, respectively. CONSTRUCTION NOTES: Contractor shall verify all as-built and field dimensions before start of work. Contractor shall submit final Contractor shall verify all as-built and field dimensions before start of work. Contractor shall submit final as-built drawings upon completion of work, and before final payment.

HYDROLOGY AND HYDRAULICS Mannings coefficient n = 0.085 = 0.085 0.085 Drainage area = 0.8 sq. mi. below dam = 0.8 sq. mi. below dam 0.8 sq. mi. below dam sq. mi. below dam Stream slope = 1.5 % = 1.5 % 1.5 % % Precipitation, P = 46.9 in. per year = 46.9 in. per year 46.9 in. per year in. per year Q = 692 cfs El. 7617.0 V = 5 fps 100 = 692 cfs El. 7617.0 V = 5 fps = 692 cfs El. 7617.0 V = 5 fps (includes 480 cfs dam release)

*Note: Timber deck planks, timber run planks, and steel bearing plates shall be included in pay item 55504. **Note: Anchor bolts shall be included in pay item 55401. ***Grouted stone approaches shall be included in Item 20803

MAGNETIC

Latitude 38.71068, Longitude -120.06466

BEARING STRESSES

Maximum Allowable (psf)

Load Combination

Maximum Calculated (psf)

40,000

ESTIMATED BRIDGE QUANTITIES

ITEM NO

15101 Mobilization Lump Sum Mobilization Lump Sum Lump Sum 20803 Structural Backfill *** 12.5 C.Y. Structural Backfill *** 12.5 C.Y. 12.5 C.Y. 55201 Structural Concrete, Class A (AE) 10.2 C.Y. Structural Concrete, Class A (AE) 10.2 C.Y. 10.2 C.Y. 55401 Reinforcing Steel ** 1,100 Lb Reinforcing Steel ** 1,100 Lb 1,100 Lb 55504 Prefabricated Bridge Superstructure - Prefabricated Bridge Superstructure - Design, Fabricate, Deliver and Install * Lump Sum Lump Sum 55601 Timber and Steel Approach Railing 32 L.F. Timber and Steel Approach Railing 32 L.F. 60504 Geocomposite Sheet Drain System 20 S.Y. Geocomposite Sheet Drain System 20 S.Y. 20 S.Y.

DESCRIPTION

QUANTITY

54,000

5,600

3,600

Sheets and Views

Plan and Elev

2025-01-30T11:05:11-0800

DARRELL PEREIRA

2025-02-03T15:11:43-0800

LEONARD JOB

%%u ABUTMENT 1 SECTION %%u

%%u WING B ELEVATION %%u

%%u WING A ELEVATION %%u

%%u ABUTMENT 1 PLAN %%u

%%u ABUTMENT 1 ELEVATION %%u

After bridge is placed, drill 1 " 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

~C Spacing for 12" x 12" bearing plate (2 per abutment). See sheet R-1752-04.

#5 Dowels @ 1'-0"

Drill and grout

#5 Dowel @ 1'-0"

2'-2"

(tot. 11)

(tot. 4)

Abutment 1 Details

R-1752-02

Sheets and Views

Abut 1

2025-01-30T11:06:40-0800

DARRELL PEREIRA

2025-02-03T13:45:01-0800

LEONARD JOB

#5 Dowel @ 1'-0"

%%u ABUTMENT 2 SECTION %%u

%%u WING C ELEVATION %%u

%%u WING D ELEVATION %%u

%%u ABUTMENT 2 PLAN %%u

%%u ABUTMENT 2 ELEVATION %%u

After bridge is placed, drill 1 " dia. hole 18" dia. hole 1'-6" deep below bridge seat elevation, and epoxy grout all-thread anchor bolts. Template location from existing holes in bearing plates.

~C Spacing for 12" x 12" bearing plate (2 per abutment). See sheet R-1752-04.

1'-1"

9-7"

Construction date on Wing "D" only

#4 Ties (Tot. 16)

2'-2"

(tot. 17)

(tot. 18)

1'-1"

Near face

Note: Bridge date shall be located on Abutment Bridge date shall be located on Abutment 2 only. Use date for year constructed.

%%u CONSTRUCTION DATE DETAIL %%u

Not to scale

Abutment 2 Details

R-1752-03

Sheets and Views

Abut 2

2025-01-30T11:09:12-0800

DARRELL PEREIRA

2025-02-03T15:14:48-0800

LEONARD JOB