140P8322Q0052_Attachment_3_Bridge_Plans.pdf

NOTES:

1. Bridge location (WGS’84) approximately: 47.59659° N, 123.54106° W

(E) cedar sills to be removed

(N) concrete footings set back from (E) sills

LUMBER NOTES:

1. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. Unless noted otherwise, use Douglas-fir #2 grade timber (DF2) or similar #2 graded sawn lumber.

2. Where required, PT wood shall comply with AWPA U1 for the species, product, preservative and end use. Preservatives shall be listed in section 4 of AWPA U1 and shall bear the quality mark of an approved inspection agency that maintains continuing supervision, testing and inspection over the quality of the product and that has been approved by an accreditation body that complies with the requirements of the American Lumber Standard Committee treated wood program.

3. Fasteners, including nuts and washers, and connectors in contact with preservative-treated wood shall be in accordance with this section. The coating weights for zinc-coated fasteners shall be in accordance with ASTM A153. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F1667. Coating types and weights for connectors in contact with preservative-treated wood shall be in accordance with the connector manufacturer’s recommendations. In the absence of manufacturer’s recommendations, a minimum of ASTM A653 type G185 zinc-coated galvanized steel, or equivalent.

4. Field-cut ends, notches and drilled holes of preservative-treated wood shall be treated in the field in accordance with AWPA M4.

2 SITE PLAN

SCALE: 1” = 20’

Quinault River GENERAL NOTES

1. Scope of work:

- Replacement of stock trail bridge.

- Install new concrete footings per design drawings and specifications.

- Install superstructure per provided criteria.

2. The work shall be performed in accordance with the specifications, drawings, and all applicable building codes, to include:

- AASHTO LRFD (2017) with Pedestrian Bridge supplement (2009)

3. Fabricated steel bridge beams weigh approximately 3400 lbs. Access is via trails or helicopter lift.

4. All materials shall be as specified or alternatives shall be approved by the engineer. Any penetrations or adjustments to structural elements shall not be made without approval of the engineer, unless specifically permitted on the drawings.

5. All specified materials shall be installed per all manufacturer recommendations.

6. Loads are from AASHTO and include:

90 psf live load 1700 stock load

7. Contractor shall ensure adequate shoring and bracing during all phases of construction. Address any questions about structural safety or condition during any phase of construction to the engineer.

DRAWING INDEX

C1 Cover Sheet, Plans, Elevation and Notes S1 Structural Plans and Details S2 Structural Details

C1 Sub Sheet No.

Trail

4 NEW BRIDGE LAYOUT PLAN

SCALE: 1/2” = 1’ - 0”

NOTES:

1. Precise azimuth bridge alignment to be determined on site, generally coincident with existing bridge.

2. Guardrails not shown, designed by others.

South AbutmentNorth Abutment

C L (N) Anchor bolts and (E) Footing

C L

(N) Anchor bolts

C L

(N) Anchor bolts

C L

(N) Anchor bolts

C L

(N) Anchor bolts

C L

(N) Anchor bolts

C L

(N) Anchor bolts

WP1

59’-10” to WP4

59’-10” to WP3

WP2

59’-6” to WP3

59’-6” to WP4

WP3

WP4

Footing see structural details Footing, see structural details

Steel bridge beams

6'-4"

SPECIAL INSPECTIONS

▫ The welder qualifications and WPSs shall be submitted to the

EOR.

▫ Fabricated Steel element shop drawings and material data shall be submitted to the EOR.

▫ Special Inspection of the Concrete is not required.

▫ Periodic Special Inspection of the bolted connections shall be made by a qualified inspection agency.

NOTES ON LATERAL SYSTEM:

1. Seismic data for the project:

- Risk Cat II

- Seismic Importance factor = 1.0

- SDS = 1.25g

- SD1 = 0.60g

- Site Class = C (to be verified by geotechnical evaluation)

- each bridge beam seat design for 2.9k lateral

FOUNDATION NOTES:

1. Soil bearing capacity is assumed to be 8 ksf, to be verified per geotechnical evaluation.

2. The maximum weight of fly ash, other pozzolans, silica fume, slag or blended cements that is included in concrete mixtures for garage floor slabs and for exterior porches, carport slabs and steps that will be exposed to deicing chemicals shall not exceed the percentages of the total weight of cementitious materials specified in Section 19.3.3.4 of ACI 318.

3. Materials used to produce concrete and testing thereof shall comply with the applicable standards listed in Chapters 19 and 20 of ACI 318 or ACI 332, F’c = 5000 psi.

4. Steel reinforcement shall comply with the requirements of ASTM A615, A706 or A996. The minimum yield strength of reinforcing steel shall be 60,000 psi.

5. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches. Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1.5 inches for No. 5 bars and smaller. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be 3/4 inch.

6. The top surface of footings shall be level. The bottom surface of footings shall not have a slope exceeding one unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will exceed one unit vertical in 10 units horizontal.

7. Mixing and delivery of concrete shall comply with ASTM C94 or ASTM C685.

8. Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding. Slump of concrete placed in removable forms shall not exceed 6 inches in accordance with ASTM C143

9. Concrete shall be consolidated by suitable means during placement and shall be worked around embedded items and reinforcement and into corners of forms. Where stay-in-place forms are used, concrete shall be consolidated by internal vibration.

10. Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material suitable for supporting and containing concrete. Forms shall provide sufficient strength to contain concrete during the concrete placement operation. Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.

11. Photograph excavations and send to geotechnical engineer for review.

BASIS FOR DESIGN

1. 60’ Span length and footing location based on recommendations of park and informal assessment from FHWA geotechnical engineer. Recommend that a formal geotechnical evaluation is performed per AASHTO standards.

2. 6’ clear between guardrail.

3. Park requested weathering steel beams, to be helicopter-lifted in.

4. Flat footings with no abutment walls were chosen to ease installation and conform to the (E) design with stepped timber approaches.

5. The design is deflection controlled, with 1/3-span bracing required for strength.

3 BRIDGE ELEVATION

SCALE: 1/8” = 1’-0”

Olympic Na+onal Park

149.

178485

1TBD

Cover Sheet, Plans, Eleva+on and Notes

Quinault River

#9, PWR Jefferson Washington

Pony Bridge ReplacementQuality Design Cer+fica+on

N

1 PROJECT VICINITY VIEW

NOT TO SCALE

Bridge, see Plan 2/C1

NOTES:

1. The (N) bridge will generally conform to the alignment of the previous structure (confirm in field), with any deviations subject to review by the Contracting Officer.

2. (E) timber approaches not shown.

3C1

United States Department of the Interior

National Park Service Pacific West Region

333 Bush St Suite 500 San Francisco, CA 94104

Location within Park

Name of Park

Region County

Issue Date CD Issued for Park Review 2/16/2022

Recommended: SB 2/16/22 Project Manager

Approved: - - Superintendent

SheetPkg.

No.

Title of Drawing of 3

Drawing No.

State

STRUCTURAL NOTES

1. The steel elements shall be ASTM A588 grade 50ksi weathering steel.

2. Deck boards shall be PT lumber or naturally decay-resist.

3. Horizontal guardrails shall be placed on the structure up to a minimum height of forty-two inches (42”) above the deck surfaces. Guardrails shall meet OSHA guardrail specifications for this back-country trail bridge per USFS guidelines. Supports are provided along the bridge girders to receive timber, steel, or aluminum posts with bolted connections. Any standard guardrail design is acceptable, subject to engineer approval.

4. Fabrication of steel elements to comply with AWS D1.5.

(N) Steel Girder Bridge with Timber Deck

Setback footing approximately 4’ from slope transition per geotechnical recommendation

Grade to keep soil away from bridge seats

(N) Timber approach design by others

(N) Timber approach design by others

Setback footing approximately 4’ from slope transition per geotechnical recommendation

(N) Concrete footing

N

Structural Plans and Details

S1

60'-0" Beam Length

10'-2"

C L web stiffeners C L web stiffeners

See 5/S1 for seat detail

Sides Only

1/4” elastomeric washer

8” x 6” x 2” M251 Shore A 60 Elastomeric bearing with steel top plate with recessed and bonded PTFE cover. Provide 1/4” edge distance between edge of PTFE and edge of top plate

3/16” Stainless Steel bearing plate welded or epoxied to bottom of sole plate

Steel sole plate

T/ Deck + 0’ - 0”

T/ Concrete Seat -2’ - 2 3/8”

NOTES:

1. Datum designated in field.

NOTES:

1. AASHTO detail for steel girder bearing with anchor rods.

2. Install lower nut in contact with plate, then back off 1/2 turn. Install upper nut snug tight.

A

1/8” Steel Cover plate

1/4” elastomeric washer

3” x 4” x 1/8” Steel Cover plate with round hole for anchor bolt.

16” x 6” x 1/2” Steel sole plate with long slots (13/16”x2”) for anchor bolts

1'-4"

3"

2" 2"

Girder web

Web stiffener Girder flange

Section A

5 STEEL GIRDER SEAT DETAIL

SCALE: 3” = 1’ - 0”

3/4” F1554 Grade 55ksi HDG Anchor bolt with 12” embedment, typ.

3"

C L

S1

S1

S1

3x Deck Board

NOTES:

1. Girders with natural camber up.

2. Nailers and Deck not shown for clarity.

3. Guardrails designed by others.

1 NEW BRIDGE PLAN

SCALE: 1/4” = 1’ - 0”

2 ABUTMENT SECTION

SCALE: 1” = 1’ - 0”

3 SECTION AT GUARDRAIL POST SUPPORTS

SCALE: 1” = 1’ - 0” 4 SECTION AT GIRDER BRACES

SCALE: 1” = 1’ - 0”

3x6 PT Nailer, shop installed with #12 SS or

HDG screws @ 24” staggered. Place adhesive Butyl or similar membrane between nailer and top flange to prevent prolonged moisture contact.

Fasten Deck boards to nailer with (2) #12 SS or HDG screws per intersection.

Steel stiffener, see detail 6/ S1

L3x4x3/8 support for guardrail post, see detail 6/

S1

Outside stiffener, typ, see detail 6/S1

L3x4x3/8 support for guardrail post, see detail 6/

S1

C L C L C L

2'-8" 2'-8" 6'-0"

B

Section B

A

Section A

3"

C L Bolt holes

C L Bolt holes

C L Girder

4 1/2" 1"

2" 1"

1"

10"

1"

3/8” steel web stiffener

5/8” holes for guardrail post attachment, typ.

Web stiffener clip or radius, typ.

3/8” steel web stiffener

L4x3x3/8”

1 1/2" Girder top flange

Girder web

6 WEB STIFFENER AND GUARDRAIL POST SUPPORT DETAIL

SCALE: 3” = 1’ - 0”

Inside stiffeners, similar to detail 6/S1. See 1/S2 for hole layout

Channel braces (4 thus)

Guardrail post supports (14 thus)

MC12x10.6 x 2’-6” brace bolted to stiffener, see detail 1/S2

W24x55 Steel bridge beams

C L web stiffeners C L web stiffenersC L web stiffeners

9'-11"9'-11"9'-11"9'-11"10'-2"

Drawing No.

Sheet of 3

Pkg.

No.

Title of DrawingDesigned:

Tech. Review:

Date:

TBD

149.

178485

Drawing No.

SheetPkg.

No.

Location within Park

Name of Park

Region County State

Olympic Na5onal Park

Pony Bridge

#9, PWR Jefferson Washington

SB

2/16/22

1 GIRDER CHANNEL BRACE DETAIL

SCALE: 3” = 1’ - 0”

C L Girder

2'-6"1" 1”

2"

2"

1"

5/8” A325 type 3 bolts with 11/16” dia holes in channel brace and horizontal short slots (11/16” x 7/8”) in the stiffeners, typ.

MC12x10.6 x 2’-6” brace bolted to stiffener

See detail 6/S1 for support bracket and stiffener details for

C L Bridge (symmetric)

Structural Details

S2

NOTES:

1. Type 3 AASHTO M164 bolts are identical and also acceptable.

C L (N) Anchor bolts and Footing

(N) Footing

(N) Concrete support and abutment walls.

#4 rebar @ 12” max spacing with standard hooks

#4 horizontal rebar@ 12” max spacing with standard hooks at ends, typ.

Anchor bolts

1'-6" Min

12” Min

#4 rebar @ 12” max spacing with standard hooks, each direction, typ.

Remove fill and armor slope as necessary to protect

(N) Girder seats

8” Min.

2 FOOTING TYPICAL DETAIL

SCALE: 1” = 1’ - 0”

B/ footing 24” below natural grade or per geotechnical recommendation

(N) Timber approach design by others

Drawing No.

Sheet of 3

Pkg.

No.

Title of DrawingDesigned:

Tech. Review:

Date:

TBD

149.

178485

Drawing No.

SheetPkg.

No.

Location within Park

Name of Park

Region County State

Olympic Na2onal Park

Pony Bridge

#9, PWR Jefferson Washington

SB

2/16/22