Attachment_B__Technical_Drawings_and_Rip_Rap_Specifications.pdf

Image of constructed barb

Design Detail Rock Barb

Round gravel washed Into voids

-limit standing wave development at downstream end to <1.5 ft If necessary by placing smaller rocks in lee of larger ones

-class 5 rip rap (<100 yd3 total) -largest rock at downstream face -placed directly on river bed -tapered up from upstream face

Design Detail Grade Control

Current bank-line

Stehekin River

Flood channels

Existing barbs

Existing grade control

X = LWD

Company Creek Road site Existing Conditions

Company Creek Road site Proposed Installation

Current bank line

Side channel

Gravel bar

Stehekin R.

main channel.

Overbank flow path

Overbank flow path

Overbank flow path

Existing Grade control Proposed Grade control

Existing barb 2

Barb 3 Barb 4

Existing barb 1 (~100 ft upstream)

Levee

Barbs:

-16 to18ft in length, 14ft in width at bank -No > 1/3 low flow channel width -Distance between barbs `100 ft (4-5x barb length) -Final distance determined during installation based on eddy

Barb key:

-14ft at bank tapers to 6 ft -Buried/at grade -Class 5 rock

Bank revetment/ bank hardening:

-Placed up & down stream of barbs 3 & 4 -Mix of rock and LWD for added bank protection due to high velocity flow -Rootwads with bole buried and pinned with rock

Private driveway key key

Grade Control:

- Located between levee and existing grade control

- 6 ft wide x 3 ft deep

- Filled with large diameter rock.

- Wash-in sand & gravel to fill voids

- Finish surface at road grade

Stehekin River mouth site Existing Conditions

Lake Chelan

Side channel

Main channel Log jam

Headcut & grade control

Erosion & damaged barbs

Flood channel

Proposed Barb 2

Proposed Barb 3

Proposed Barb 4 key key key

Existing Barb 1 (2021) Existing

Barb 4 (2021)

Stehekin River mouth site Proposed Installation

Barbs:

- Rebuild two damage barbs & install one new barb -16 to18ft in length, 14ft in width at bank -Not > 1/3 low flow channel width -Distance between barbs `100 ft (4-5x barb length) -Final distance determined during installation based on eddy -Built with class 5 rock -See construction details for barbs

Barb key:

-14ft at bank tapers to 6 ft -Buried/at grade -Built with class 5 rock -Fortify key above barb 2 with rock due to scalloped bank line from localized erosion

STRUCTURE SUMMARY STRUCTURE NO. 9470-011P

HARLEQUIN BRIDGE INSPECTION DATE: 8/27/18

BRIDGE IDENTIFICATION AND DESCRIPTION

MAIN SPAN MATERIAL:

MAIN SPAN TYPE:

# OF BEAMS, MAIN SPAN: ..

DECK TYPE:

WEARING SURFACE:

ABUT. FOUNDATIONS:

PIER FOUNDATION(S):

ABUTMENT / PIER MAT'L: ...

PROJ./PLAN REF. NO:

NPS ROAD CLASS:

STRUCTURE HISTORY:

STEEL

TRUSS - THRU

WOOD OR TIMBER

WOOD OR TIMBER

SPREAD FOOTING ON PILES

N/A / SPREAD FTG ON BEARING MAT'L

CONCRETE

NOCA 10(3) / RG2633

3 - SPECIAL PURPOSE

LOCATION

NO. OF MAIN SPANS:

NO. OF APPR. SPANS:

STRUCT. TOTAL LENGTH: ..

MAX. SPAN LENGTH:

DECK WIDTH:

CURB TO CURB WIDTH:

YEAR BUILT:

YEAR RECONSTRUCTED: ..

SKEW ANGLE:

FRACTURE CRITICAL:

167.3 FT (51.0 M)

162.7 FT (49.6 M)

20.3 FT (6.2 M)

15.4 FT (4.7 M)

N/A

0 °

YES

NORTH CASCADES NATIONAL PARK MILE POINT: ..................... 0.01 (KM PT 0.02)

STATE: ................................. WASHINGTON LOCATION: 1.2 Miles from Maintenance Center.

FACILITY CARRIED: ............ COMPANY CREEK ROAD

FEATURE INTERSECTED: .. STEHEKIN RIVER

STRUCTURE EVALUATION SUMMARY

This weathering steel warren thru-truss bridge is in good condition overall, and only minor maintenance is needed at this time. The recommended maintenance includes fastening loose timber running planks and replacing deteriorated planks tighten the fasteners in the railing posts at rail splice connections cleaning debris off bridge components placing engineered riprap at the abutments and trimming/removing vegetation that is growing near the bridge.

Consideration should also be given to installing an approach guardrail system to help improve motorist safety.

INSPECTION TEAM: J. HENSLEY, S. LOFTUS

CONDITION ASSESSMENT:

JORDAN HENSLEY, P.E., FIELD TEAM LEADER 360-619-7910

REPORT REVIEW:

MARCUS MILLER, P.E., BRIDGE INSPECTION ENGINEER 703-404-6252

REPORT APPROVAL: DATE: 1/3/19

JORGOMAI CEESAY, PH.D., P.E., BIP SUPERVISORY ENGINEER 703-404-6244

STRUCTURE LOAD RATING STRUCTURE NO. 9470-011P

TRUCK TYPE

INVENTORY RATING (NORMAL TRAFFIC) OPERATING RATING (MAXIMUM LOAD)

TONS METRIC TONS TONS METRIC TONS

H 40 36 47 43

HS 43 39 50 45

TYPE 3 42 38 49 44

TYPE 3S2 47 43 53 48

TYPE 3-3 50 45 57 52

DESIGN LOADING: HS20 (MS18)

X CAPACITY MEETS OR EXCEEDS DESIGN LOAD

CAPACITY IS LESS THAN DESIGN LOAD

X ORIGINAL LOAD RATING CALCULATION APPLICABLE

ORIGINAL LOAD RATING CALCULATION REVISED

DATE OF LOAD RATING CALCULATION: 7/16

LOAD RATING CONTROLLED BY:

REMARKS: SEE BRIDGE FILE FOR LOAD RATING CALCULATIONS.

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9470-011P

STRUCTURE IDENTIFICATION

(201) PARK: NORTH CASCADES NATIONAL PARK

(202) STRUCTURE NAME: .......... HARLEQUIN BRIDGE

(203) STRUCTURE KIND: ............1 - BRIDGE

(204) STRUCTURE NUMBER: ..... 9470-011P

(205) NPS REGION: .................... 6 - PACIFIC WEST

(206) ROUTE CODE NUMBER: ... 100

(207) ROAD SECTION NO: ..........011P

(208) NPS ROAD CLASS: ............ 3 - SPECIAL PURPOSE

(209) WITHIN NPS BNDRY?: .......YES

(210) OPERATING UNIT: ............. STEHEKIN

(211) PROJECT NO(S): ................NOCA 10(3)

(212) DRAWING NUMBERS: ....... RG2633

(21) MAINTAINED BY: ................. 66 - NATIONAL PARK SERVICE

(22) OWNER: ............................... 66 - NATIONAL PARK SERVICE

(1) STATE:

(2) STATE HWY. AGENCY DIST:

(3) COUNTY CODE:

(4) CITY/PLACE CODE:

(5) INVENTORY ROUTE:

(6) FEATURES INTERSECTED:

(7) FACILITY CARRIED:

(8) STATE STRUCTURE NO:

(9) LOCATION:

(10) INV. RTE. - MIN. VERT. CLR: ..

(11) MILE POINT:

(27) YEAR BUILT:

(106) YEAR RECONSTRUCTED:

(20) TOLL:

(37) HISTORICAL DESIGNATION: ..

530 - WASHINGTON (WA)

007 - CHELAN

168001000

STEHEKIN RIVER

COMPANY CREEK ROAD

9470011P0000000

1.2 Miles from Maintenanc

11.00 FT (3.35 M)

0.01 (KM PT 0.02)

N/A

3 - FREE ROAD

3 - POSSIBLY ELIGIBLE

STRUCTURE DESCRIPTION, FOUNDATION, AND DECK TYPE

(43A) MAIN STR. MATERIAL: ..

(43B) MAIN STR. TYPE:

(45) NO. OF MAIN SPANS:

(48) MAX. SPAN LENGTH:

(49) STRUCTURE LENGTH:

(216A) ABUTMENT #1 FDN:

(216B) ABUTMENT #2 FDN:

(217A) PREDOM. PIER FDN.: ..

(217B) SECOND. PIER FDN: ...

(107) DECK TYPE:

3 - STEEL

10 - TRUSS - THRU

162.7 FT (49.6 M)

167.3 FT (51.0 M)

3 - SPREAD FOOTING ON PILES

3 - SPREAD FOOTING ON PILES

6 - N/A

2 - SPREAD FTG ON BEARING MAT'L

8 - WOOD OR TIMBER

(44A) APPR. STR. MATERIAL: ........ 0 - OTHER

(44B) APPR. STR. TYPE: ................ 00 - OTHER

(46) NO. OF APPROACH SPANS: .. 2

(108) WEAR SURFACE/PROTECT SYSTEM:

A) TYPE WEARING SURFACE: .. 7 - WOOD OR TIMBER

B) TYPE MEMBRANE: ................. 0 - NONE

C) TYPE PROTECTION: .............. 0 - NONE

(218) IS SALT USED?: ..................... NO

LOAD RATING AND POSTING

(31) DESIGN LOAD: ................. 5 - HS20 (MS18) (41) LOAD RESTRICTION: ......... A - OPEN, NO RESTRICTION

(66) INVENTORY RATING: ...... 43.0 TONS (39.0 METRIC TONS) (70) BRIDGE POSTING: .............. 5 - NO POSTING REQUIRED

(64) OPERATING RATING: ...... 50.0 TONS (45.4 METRIC TONS)

INSPECTION DATES

(90) INSPECTION DATE: 8/18 (91) FREQ. OF INSP: 24 MONTHS (92 / 93) CRITICAL FEATURE INSPECTION (CFI):

(219) ADD. STUDIES NEEDED: N - 0 - NONE (A) FRACTURE CRITICAL: ... YES

INSP. EVERY: 24 MONTHS - LAST INSP. : 8/18 (220) SPECIAL STUDY TYPE: 4 - NON-DESTRUCTIVE TESTING

(B) UNDERWATER: .............. NO

(221) SPECIAL STUDY DATE: 9/90 INSP. EVERY: MONTHS - LAST INSP. :

(C) SPECIAL INSPECTION: .. NO

INSP. EVERY: MONTHS - LAST INSP. :

STRUCTURE INVENTORY AND APPRAISAL STRUCTURE NO. 9470-011P

GEOMETRY, TRAFFIC, AND NAVIGATIONAL DATA

(16) LATITUDE: ............................. 48°20'57.00" (51) CURB TO CURB WIDTH: ........... 15.4 FT (4.7 M)

(17) LONGITUDE: ......................... 120°42'50.00" (52) DECK WIDTH: ............................ 20.3 FT (6.2 M)

(19) DETOUR LENGTH: ............... 199 MI (199 KM) (32) APPR. ROADWAY WIDTH: ........ 16.0 FT (4.9 M)

(28A) LANES ON STRUCT: .......... 01 (213) APPR. PAVEMENT WIDTH: ..... 12.0 FT (3.7 M)

(28B) LANES UNDER STRUCT: ... 00 LEFT SHOULDER: .................. 2.0 FT (0.6 M)

(42A) SERVICE ON: ..................... 1 - HIGHWAY RIGHT SHOULDER: ................ 2.0 FT (0.6 M)

(42B) SERVICE UNDER: .............. 5 - WATERWAY (33) BRIDGE MEDIAN: ....................... 0 - NO MEDIAN

(29) AVG. DAILY TRAFFIC: .......... 100 (34) SKEW ANGLE: ............................ 0 °

(30) YEAR OF ADT: ...................... 2010 (35) DECK FLARE?: ........................... NO

(114) FUTURE ADT: ..................... 200 (47) TOTAL HORIZ. CLEARANCE: .... 11.9 FT (3.6 M)

(115) YEAR OF FUTURE ADT: ..... 2030 (50) SIDEWALKS:

(101) PARALLEL STRUCTURE: ... N - NONE LEFT : ...................................... 0.0 FT (0.0 M)

(38) NAVIGATION CONTROL?: ... 0 RIGHT : ................................... 0.0 FT (0.0 M)

(39) VERTICAL CLEARANCE: ...... 0.0 FT (0.0 M) (214) BRIDGE RAIL TYPE:

(40) HORIZ. CLEARANCE: ........... 0.0 FT (0.0 M) RAIL CONFIGURATION: ......... 1 - FULL HEIGHT (NO PARAPE

(111) ABUT. OR PIER PROT: ....... 1 - NAV PROTECTION NOT REQUIRED MATERIAL: .............................. 7 - TIMBER

DESIGN TYPE: ........................ 1 - CONTINUOUS RAIL LATERAL UNDERCLEARANCE:

(55) RIGHT: ....................... 0.0 FT (0.0 M) (215) BRIDGE RAIL HEIGHT: ............ 2.25 FT (0.69 M)

(56) LEFT: ......................... 0.0 FT (0.0 M) (53) MIN. VRT. CLEAR. OVER DECK: 11.00 FT (3.35 M)

(54) MIN. VRT. UNDERCLEARANCE: 0.00 FT (0.00 M)

CONDITION AND APPRAISAL DATA, PROPOSED IMPROVEMENTS, AND COST

(58) DECK:

(59) SUPERSTRUCTURE:

(60) SUBSTRUCTURE:

(61) CHANNEL:

(62) CULVERT: ...........................N

(222) APPROACHES:

(223) RETAINING WALL: ........... N

(36) TRAFFIC SAFETY FEAT: ... 1000

(75A) TYPE OF WORK:

(75B) WORK DONE BY:

(76) IMPROVEMENT LENGTH: ..

(67) STRUCTURAL EVALUATION:

(68) DECK GEOMETRY:

(69) UNDERCLEARANCES:

(71) WATERWAY ADEQUACY:

(72) APPROACH ALIGNMENT:

(113) SCOUR CRITICAL:

(225) PURPOSE OF IMPROVEMENT:

(226) PRIORITY OF IMPROVEMENT:

(227) MAINTENANCE COST:

(228) REHAB./RECONSTR. COST: ...

(229) CONSTRUCTION COST:

N

1 - MAINTENANCE

D - MINOR

$5,000

$0

$0

ADDITIONAL INFORMATION

(230) STRUCTURE HISTORY:

(231) ADDITIONAL CONSIDERATIONS:

(330) ADDITIONAL CONFIG. INFO.:

APPENDIX STRUCTURE NO. 9470-011P

Section 705

Section 705. — ROCK

705.01 Gabion and Revet Mattress Rock. Furnish angular stone from a rock quarry or cut that is hard, durable, free of organic and spoil material, and resistant to weathering and water action. Do not use crushed river rock or rock with rounded surfaces. Conform to the following:

(a) Durability index (course), AASHTO T 210 50 min.

(b) Density of a filled basket 100 lb/ft3 (1600 kg/m3) min.

(c) Gradation. Furnish rock with breadth and thickness at least one-third its length.

(1) Baskets 1 foot (300 millimeters) or greater in the vertical dimension.

(a) Maximum dimension 8 in (200 mm)

(b) Minimum dimension 4 in (100 mm)

(2) Baskets less than 1 foot (300 millimeters) in the vertical dimension.

(a) Maximum dimension 6 in (150 mm)

(b) Minimum dimension 3 in (75 mm)

(d) Los Angeles abrasion, AASHTO T 96 50 percent max.

705.02 Riprap. Furnish hard, durable, angular rock that is resistant to weathering and water action and free of organic or other unsuitable material. Angular rock is characterized by sharp, clean edges at the intersections of relatively flat surfaces. Do not use shale, rock with shale seams, or other fissile or fissured rock that may break into smaller pieces in the process of handling and placing. Conform to the following:

(a) Apparent specific gravity, AASHTO T 85 2.40 min.

(b) Absorption, AASHTO T 85 4.0 percent max.

(c) Soundness of aggregate using sodium sulfate, 12 percent loss max.

AASHTO T 104 (5 cycles)

(d) Los Angeles abrasion, AASHTO T 96 50 percent max.

(e) Rock particle intermediate dimension (width) and longest dimension minimum dimension (thickness) (length) min.

(f) Gradation, FLH T 521 Table 705-1

ATTACHMENT C: FEDERAL HIGHWAYS RIPRAP SPECIFICATIONS

Section 705

Table 705-1 Gradation Requirements for Riprap(1)

Class % of Rock

Equal or Smaller by Count, DX

Range of Intermediate Dimensions,(2) inches (millimeters)

Range of Rock Mass,(3) pounds (kilograms)

100 9 – 15 (230 – 380) 59 – 270 (27 – 120) 85 7 – 11 (180 – 280) 28 – 110 (13 – 50) 50 5 – 8 (130 – 200) 10 – 42 (5 – 19) 15 3 – 6 (80 – 150) 2 – 18 (1 – 8)

100 15 – 21 (380 – 530) 270 – 750 (120 – 340) 85 11 – 15 (280 – 380) 110 – 270 (50 – 120) 50 8 – 11 (200 – 280) 42 – 110 (19 – 50) 15 6 – 8 (130 – 200) 10 – 42 (6 – 19)

100 21 – 27 (530 – 690) 750 – 1600 (340 – 730) 85 15 – 19 (380 – 480) 270 – 560 (120 – 250) 50 11 – 14 (280 – 360) 110 – 220 (50 – 100) 15 8 – 10 (200 – 250) 42 – 81 (19 – 37)

100 27 – 33 (690 – 840) 1600 – 2900 (730 – 1300) 85 19 – 23 (480 – 580) 560 – 990 (250 – 450) 50 14 – 17 (360 – 430) 220 – 400 (100 – 180) 15 9 – 12 (230 – 300) 59 – 140 (27 – 64)

100 33 – 39 (840 – 990) 2900 – 4850 (1300 – 2200) 85 23 – 28 (580 – 710) 990 – 1800 (450 – 820) 50 17 – 20 (430 – 510) 400 – 650 (180 – 290) 15 11 – 15 (280 – 380) 110 – 270 (50 – 120)

100 39 – 45 (990 – 1140) 4850 – 7400 (2200 – 3350) 85 28 – 32 (710 – 810) 1800 – 2650 (820 – 1200) 50 20 – 23 (510 – 580) 650 – 990 (290 – 450) 15 13 – 17 (330 – 430) 180 – 400 (82 – 180)

100 45 – 54 (1140 – 1370) 7400 – 12,800 (3350 – 5800) 85 32 – 38 (810 – 970) 2650 – 4450 (1200 – 2000) 50 23 – 28 (580 – 710) 990 – 1800 (450 – 820) 15 15 – 20 (380 – 510) 270 – 650 (120 – 290)

100 54 – 66 (1370 – 1680) 12,800 – 23,400 (5800 – 10,600) 85 38 – 47 (970 – 1190) 4450 – 8450 (2000 – 3850) 50 28 – 35 (710 – 890) 1800 – 3500 (820 – 1600) 15 19 – 25 (480 – 640) 560 – 250 (250 – 570)

100 66 – 78 (1680 – 1980) 23,400 – 38,600 (10,600 – 17,500) 85 47 – 55 (1190 – 1400) 8450 – 13,500 (3850 – 6100) 50 35 – 41 (890 – 1040) 3500 – 5600 (1600 – 2550) 15 22 – 30 (560 – 760) 870 – 2200 (390 – 1000)

100 78 – 90 (1980 – 2290) 38,600 – 59,300 (17,500 – 26,900) 85 55 – 64 (1400 – 1630) 13,500 – 21,300 (6100 – 9650) 50 41 – 48 (1040 – 1220) 5600 – 9000 (2550 – 4100) 15 26 – 36 (660 – 910) 1450 – 3800 (660 – 1700)

(1) Gradation includes spalls and rock fragments to provide a stable, dense mass.

(2) The intermediate dimension is the longest straight-line distance across the rock that is perpendicular to the rock’s longest axis on the rock face with the largest projection plane.

(3) Rock mass is based on a specific gravity of 2.65 and 85 percent of the cubic volume as calculated using the intermediate dimension.