B08_2 - CHOH 241450 - FINAL SDs DRAWINGS.pdf

PDF 17 MB Posted Jul 22, 2020

Attached to: CHOH 141450 Paw Paw Tunnel Design Build
Solicitation number: 140P2020R0109
Issued by: Department of the Interior National Park Service National Office

About this file

Written by GovTribe AI · Dec 28, 2023

This document provides details on a federal solicitation and related design drawings. The solicitation number is 140P2020R0109 for the CHOH 141450 Paw Paw Tunnel Design Build opportunity issued by the Department of the Interior National Park Service National Office. The opportunity type is a solicitation to design and construct improvements to the Paw Paw Tunnel located within Chesapeake and Ohio Canal National Historical Park. The file attached is a set of final design drawings for the Paw Paw Tunnel numbered B08_2. No other information is included regarding response dates, award timing, pricing requirements, or historical incumbent.

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Other files

File	Type	Posted
2020.08.07 Boundary SheetG1_SheetC1 - Notes Shown_0004.pdf	PDF	Aug 10, 2020
Sol_140P2020R0109_Amd_0004.pdf	PDF	Aug 10, 2020
B09_140P2020R0109 Amend 03.pdf	PDF	Aug 7, 2020
Sol_140P2020R0109_Amd_0002.pdf	PDF	Jul 31, 2020
B08_16 - CHOH 241450 HAZMAT_0001.doc	DOC document	Jul 29, 2020
B08_13 - CHOH 241450 Past Perform Questionnaire_0001.doc	DOC document	Jul 29, 2020
CHOH 241450 Paw Paw Tunnel Site Visit Attendees_0001.pdf	PDF	Jul 29, 2020
B08_12 - CHOH 241450 Project Exp Questionnaire _0001.docx	DOCX document	Jul 29, 2020
B08_14 - CHOH 241450 Proposed Equals_0001.doc	DOC document	Jul 29, 2020
Sol_140P2020R0109_Amd_0001.pdf	PDF	Jul 29, 2020
B08_15 - CHOH 241450 General References_0001.doc	DOC document	Jul 29, 2020
B08_17 - CHOH Paw Paw Draft EA 508_0001.pdf	PDF	Jul 29, 2020
B08_18 - CHOH 241450 DIVISION 1 SECTION_0001.pdf	PDF	Jul 29, 2020
B08_5 - CHOH 241450 - Rockfall Geohazard Evaluation Report.pdf	PDF	Jul 22, 2020
B08_6 - CHOH 241450 - Seepage Evaluation Report.pdf	PDF	Jul 22, 2020
B08_10 - CHOH 241450 Site Access Constraints Opt.pdf	PDF	Jul 22, 2020
B08_4 - CHOH 241450 - EX-TOPO.pdf	PDF	Jul 22, 2020
B08_3 - CHOH 241450 - Basis of Design Report.pdf	PDF	Jul 22, 2020
B08_1 - CHOH 241450 - Paw Paw Tunnel DB Scope 7-21-20.pdf	PDF	Jul 22, 2020
B08_8 - Wage Determination MD20200011 6-5-20.pdf	PDF	Jul 22, 2020
B08_9 - Price Schedule.xlsx	XLSX spreadsheet	Jul 22, 2020
Sol_140P2020R0109.pdf	PDF	Jul 22, 2020
B08_11 - CHOH 241450 - Pre-Application Meeting Notes - FINAL.pdf	PDF	Jul 22, 2020
B08_140P2020R0109.pdf	PDF	Jul 22, 2020

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PROJECT

SITE

SHEET INDEX

SHEET

NUMBER

SUBSHEET

NUMBER

SHEET

NAME

1 COVER SHEET

2 G1 CONSTRUCTION ACCESS

3 G2 GENERAL NOTES

4 G3 CONSTRUCTION PROCEDURES

5 C1 SHEET KEY

6 C2 CROSS SECTION LOCATION PLAN

7 C3 CROSS SECTION LOCATION PLAN

8 C4 CROSS SECTION LOCATION PLAN

9 C5 CROSS SECTION LOCATION PLAN

10 C6 CROSS SECTION 1

11 C7 CROSS SECTION 2

12 C8 CROSS SECTION 3

13 C9 CROSS SECTION 4

14 C10 CROSS SECTION 5

15 C11 CROSS SECTION 6

16 C12 CROSS SECTION 7

17 C13 CROSS SECTION 8

18 C14 CROSS SECTION 9

19 C15 CROSS SECTION 10

20 C16 CROSS SECTION 11

21 C17 CROSS SECTION 12

22 C18 CROSS SECTION 13

23 C19 ROCK FALL PINNED MESH DETAILS

24 C20 SPOT AND PATTERN BOLTING DETAILS

25 C21 SHEAR BLOCK DETAILS

26 C22 TIMBER BOARDWALK DEMOLITION

27 C23 TIMBER BOARDWALK RECONSTRUCTION

PAW PAW TUNNEL

PARKING LOT

(SEE INSET THIS SHEET)

TOWN OF PAW PAW,

WEST VIRGINIA

POTOMAC RIVER

PAW PAW TUNNEL

PROJECT SITE

ROUTE 51

CONSTRUCTION

ACCESS ROUTE 3

H O

R D

S E

N O

A N

S R

D S

MERTENS AVE

CHOH TOW

PATH

M A

D S

TUNNEL HILL RD

CONSTRUCTION

ACCESS ROUTE 2

CONSTRUCTION

ACCESS ROUTE 1

TUNNEL HILL TRAIL

24 MILES ± TO

CUMBERLAND, MD

40 MILES ± TO

WINCHESTER, VA

APPROXIMATE LOCATION OF

DOWNSTREAM SPOIL AREA

(SEE NOTE 8)

APPROXIMATE

LOCATION OF

WASTE WEIR

MM 154.25

APPROXIMATE

LOCATION OF

WASTE

WEIRMM 153

EXISTING ACCESS RAMP

OUT OF CANAL PRISM

OUTDOOR

CLUB ROAD

TWIGG

HOLLOW

CULVERT 210

MM 153.46

HISTORIC OUTFALL OF TWIGG

HOLLOW INTO CULVERT 210

(CURRENTLY FLOW IS

DIRECTED INTO CANAL)

SEE NOTE 9

LOCK 61

MM 153.10

LOCK 62

MM 154.16

LOCK 63 1/3

MM 154.48

LOCK 64 2/3

MM 154.60

LOCK 66

MM 154.70

CURRENT OUTFALL TO

TWIGG HOLLOW INTO CANAL

MD ROUTE 51

POTENTIAL

EXPANSION OF

PARKING AREA

FOR STAGING

(SEE NOTE 4)

SEE NOTE 5

POTENTIAL EXPANSION

OF ENTRANCE ROAD TO

PAW PAW CAMPGROUND

PARKING AREA

CHOH

TOWPATH

SCHEMATIC DESIGN

PAW PAW TUNNEL TRAILHEAD PARKING LOT

1. CONSTRUCTION ACCESS ROUTE 1: THRU PAW PAW TUNNEL

· APPROXIMATE DISTANCE FROM PARKING LOT TO PROJECT SITE: 1.1

MILES ± (INCLUDING 3120 LINEAR FEET OF TUNNEL)

2. CONSTRUCTION ACCESS ROUTE 2: VIA TUNNEL HILL TRAIL

· APPROXIMATE DISTANCE FROM PARKING LOT TO PROJECT SITE: 3.2

MILES ±

3. CONSTRUCTION ACCESS ROUTE 3: ACCESS VIA CHESAPEAKE AND OHIO CANAL

(CHOH) TOWPATH, NORTH OF PROJECT SITE

· APPROXIMATE DISTANCE FROM PARKING LOT TO PROJECT SITE: 10.2

MILES ±

4. PLACE GRAVEL ON TOP OF FILTER FABRIC WITHIN EXISTING GRASS AREA IF

USED FOR LAYDOWN/STAGING AREA. THICKNESS OF GRAVEL TO BE

DETERMINED BY THE CONTRACTOR TO AVOID RUTTING. EXCAVATION SHALL BE

LIMITED TO MINOR GRADING - NOT TO EXCEED 6-INCHES. LIMITS AND EXTENT

OF LAYDOWN/STAGING AREA ON EXISTING AND EXPANDED PARKING AREA

DURING CONSTRUCTION SHALL BE COORDINATED WITH THE CONTRACTING

OFFICER. SOME PORTION OF THE PARKING AREA SHALL REMAIN OPEN FOR

TURNAROUND AND PARKING.

5. CONTRACTOR SHALL REPLACE EXISTING GRAVEL TO PRE-CONSTRUCTION

CONDITION AT END OF THE PROJECT. AMOUNT OF AREA TO BE USED FOR

LAYDOWN/STAGING AREA TO BE APPROVED BY THE CONTRACTING OFFICER.

6. PRIOR TO NOTICE TO PROCEED, THE CONTRACTOR SHALL SUBMIT A STAGING PLAN

INDICATING LOCATIONS OF STRUCTURES AND LAY DOWN AREAS. THE PLAN SHALL

INCLUDE ALL POTENTIAL GROUND DISTURBING WORK. CONTRACTOR SHALL

COORDINATE WITH THE CONTRACTING OFFICER REGARDING GOVERNMENT

PROVIDED ARCHEOLOGICAL MONITOR.

7. IT IS CONTRACTOR'S RESPONSIBILITY TO KEEP THE VISITORS OUT OF THE

LAYDOWN/STAGING AREA AS WELL AS CONSTRUCTION AREA. HAULING ROUTE

AND PEDESTRIAN SHARED ACCESS SHOULD BE AVOIDED VIA USE OF THE

SHUTTLE AND/OR DETOUR.

8. STREAM CROSSING IS NECESSARY TO BE ESTABLISHED BY THE CONTRACTOR

FOR ACCESS ROAD THROUGH EXISTING SPOIL PILE. STREAM CROSSING (VIA

BRIDGE OR CAUSEWAY) AT TWIGG HOLLOW SHALL BE PERMANENTLY IMPROVED

BY THE CONTRACTOR TO SUSTAIN A MINIMUM LOADING OF HS-20.EXISTING

CAUSEWAY IS IN POOR CONDITION OVER CANAL FROM OUTDOOR CLUB ROAD

VIA ACCESS ROAD.

9. CONSIDERATION COULD ALSO BE DONE TO REALIGNING TWIGG HOLLOW TO

THE CANAL ERA STREAM BED THAT DRAINS TO CULVERT 210. THE PERMANENT

STREAM CROSSING IMPROVEMENT SHOULD REMAIN IN PLACE FOR NPS USE

AFTER COMPLETION OF THIS PROJECT.

Notes

SCHEMATIC DESIGN

GENERAL NOTES:

1. THE DRAWINGS INCLUDED HEREIN ARE

INTENDED TO BE BRIDGING DOCUMENTS AND

ARE NOT CONSIDERED TO BE CONTRACT

DOCUMENTS. THE ROCK SLOPE STABILIZATION

DESIGN PRESENTED IS INTENDED TO PROVIDE

GUIDANCE TO THE CONTRACTOR ON THE

REQUIREMENTS FOR STABILIZATION. USE OF

THE DESIGN AS PRESENTED IN THE PLANS DOES

NOT RELIEVE THE CONTRACTOR FROM ITS

RESPONSIBILITY OF VERIFYING THE

CONSTRUCTABILITY OF THE DESIGN AND ITS

ADEQUACY TO SUCCESSFULLY STABILIZE THE

ROCK SLOPES. THE CONTRACTOR SHALL

DEVELOP ITS OWN DESIGN AND SHOP

DRAWINGS.

2. THE DESIGN CALCULATIONS AND SHOP

DRAWINGS PREPARED BY THE CONTRACTOR

SHALL BE SUBMITTED TO THE CONTRACTING

OFFICER FOR APPROVAL BEFORE THE START OF

CONSTRUCTION. APPROVAL OF THE DESIGN

AND SHOP DRAWINGS BY THE CONTRACTING

OFFICER AND/OR THE CONTRACTING OFFICER

REPRESENTATIVES DOES NOT RELIEVE THE

CONTRACTOR FROM ITS RESPONSIBILITY

REGARDING THE CONSTRUCTABILITY AND

PERFORMANCE OF THE ROCK SLOPE

STABILIZATION.

3. CONSTRUCTION SHALL BE IN ACCORDANCE

WITH ALL APPLICABLE LOCAL AND NATIONAL

CODES AND REGULATIONS. UNLESS

SPECIFICALLY STATED OTHERWISE, THE MOST

RECENT EDITION OF ALL CODES AND

STANDARDS SHALL APPLY.

4. THE DESIGN, ADEQUACY AND SAFETY OF

INSTALLATION PLATFORMS, RIGGING,

TEMPORARY BRACING, SHORING, ETC., IS THE

SOLE RESPONSIBILITY OF THE CONTRACTOR.

THE CONTRACTOR SHALL PERFORM WORK IN

ACCORDANCE WITH THE APPLICABLE

REQUIREMENTS OF THE LATEST EDITION OF THE

OCCUPATIONAL SAFETY AND HEALTH ACT

(OSHA).

5. CONSTRUCTION AND/OR CONSTRUCTION

ACTIVITIES SHALL BE THOROUGHLY

COORDINATED WITH THE CONTRACTING

OFFICER.

6. THE CONTRACTOR SHALL RETAIN FULL TIME

SERVICES OF A GEOLOGICAL ENGINEER WHO IS

LICENSED AS A PROFESSIONAL ENGINEER TO

PRACTICE IN THE STATE OF MARYLAND AND

WHO IS EXPERIENCED IN PROVIDING

ENGINEERING SERVICES FOR MONITORING AND

FOR DESIGNING ROCK PROTECTION SYSTEMS

THAT ARE SIMILAR TO THOSE INDICATED IN THE

BRIDGING DRAWINGS IN MATERIAL, DESIGN, AND

EXTENTS. THE GEOLOGICAL ENGINEER SHALL

HAVE A MINIMUM OF AT LEAST 5 YEARS'

EXPERIENCE IN DESIGN AND CONSTRUCTION OF

ROCK PROTECTION SYSTEMS.

7. THE BRIDGING DRAWINGS SHOW TYPICAL AND

CERTAIN SPECIFIC CONDITIONS ONLY AND NOT

NECESSARILY INDICATE THE FULL EXTENT OF

WORK BOUNDARIES AND FINAL QUANTITIES.

SECTIONS, DETAILS, AND NOTES SHOWN ARE

INTENDED TO BE TYPICAL AND SHALL APPLY TO

SIMILAR CONDITIONS UNLESS NOTED

OTHERWISE.

8. DIMENSIONS PROVIDED ARE APPROXIMATE

BASED ON LIMITED FIELD MEASUREMENTS AND

HISTORIC DOCUMENTS. THEY ARE PROVIDED

FOR BIDDING PURPOSES ONLY. THE

CONTRACTOR SHALL VERIFY ALL EXISTING

CONDITIONS, DIMENSIONS AND ELEVATIONS

BEFORE STARTING WORK.

9. ELEVATIONS AND COORDINATES ON THESE

DRAWINGS ARE BASED ON NORTH AMERICAN

VERTICAL DATUM OF 1988 (NAVD88) AND

MARYLAND STATE PLANE COORDINATE SYSTEM

- NAD83, RESPECTIVELY.

10. THE CONTRACTOR SHALL SUPPLY THE

CONTRACTING OFFICER WITH MATERIAL SAFETY

DATA SHEETS (MSDS) FOR EACH PRODUCT THAT

WILL BE BROUGHT TO THE JOB SITE AND SHALL

COMPLY WITH THE REQUIREMENTS OF THE

OSHA HAZARD COMMUNICATION STANDARD.

11. THE CONTRACTOR SHALL ASSUME THAT ANY

INTERIOR WORK WITHIN THE TUNNEL LIMITS IS

CONSIDERED A CONFINED SPACE. CONTRACTOR

SHALL IDENTIFY ANY RESTRICTION WHICH CAN

AFFECT ACCESS AND EVACUATION AS PART OF

THE CONTRACTORS CONSTRUCTION

DOCUMENTS. A WORK PLAN TO ADDRESS

PROTECTIONS INCLUDING, BUT NOT LIMITED TO,

AIRFLOW AND EVACUATION, SHALL BE

SUBMITTED TO NATIONAL PARK SERVICE FOR

REVIEW AND APPROVAL.

12. THE DESIGN PRESENTED IN THE BRIDGING

DRAWINGS CONSIDERS STABILIZATION OF ROCK

BLOCKS AND SLABS BASED ON THE OBSERVED

EXPOSED ROCK MASS CONDITIONS, PREVIOUS

REPAIRS, AND REPORTED PREVIOUS

ROCKSLIDES EVENTS. THE DESIGN INCLUDES

THE FOLLOWING REPAIR/STABILIZATION

METHODS:

1) INSTALL PERMANENT MEASURES TO DIVERT

WATER AWAY FROM THE EAST AND WEST

SLOPES NEAR THE NORTH PORTAL

2) SCALING OF ROCK FACE.

3) REMOVAL OF PREVIOUS ROCKSLIDE DEBRIS

FROM SLOPES AND FROM THE CANAL

PRISM.

4) INSTALLATION OF A PINNED MESH SYSTEM

TO CONTAIN POTENTIAL SMALL BLOCKS OF

ROCKS DETACHING FROM THE SLOPE FACE

(MAINLY ON THE WEST LIMB OF THE

ANTICLINE AXIS OF THE EAST SLOPE).

5) SPOT BOLTING AS NEEDED IN AREAS

SHOWING BUCKLING RELATED TENSION

CRACKS, OR OTHERWISE UNSTABLE

CONDITIONS, BASED ON THE GEOLOGICAL

ENGINEER'S ASSESSMENT AFTER SCALING

ACTIVITIES.

5A) INSTALLATION OF PATTERN ROCK BOLTS

AND ROCK DRAINS TO PROVIDE SLIDING

RESISTANCE TO LARGE SLABS OF

POTENTIALLY UNSTABLE ROCK. AND OR

SHOWING BUCKLING RELATED TENSION

CRACKS.

5B) INSTALLATION OF ANCHORED SHEAR

BLOCKS TO UNDERPIN EXISTING ROCK

LEDGES.

13. ROCK MASS CONDITIONS USED FOR DESIGN

(SEE ROCKFALL GEOHAZARD EVALUATION

REPORT, DATED APRIL 15, 2020, FOR DETAILED

PRESENTATION OF ROCK MASS CONDITIONS

AND DEVELOPMENT OF ENGINEERING

ASSUMPTIONS):

a. GENERAL DESCRIPTION OF GEOLOGY: LATE

DEVONIAN-AGE (358 TO 382 MILLION YEARS

AGO) BRALLIER FORMATION SEDIMENTARY

ROCK.

b. ROCK TYPE: MEDIUM TO DARK GRAY, LAMINATED, MARINE SHALES AND SILTSTONES

c. PREVAILING ROCK STRUCTURE: THE C&O

CANAL PRISM GENERALLY FOLLOWS AND

OBLIQUELY CROSSES THE AXIS OF AN

ANTICLINAL FOLD TRENDING IN A NORTHERLY

DIRECTION. THE AXIS OF THE ANTICLINE IS

OVERTURNED ALONG THE EAST WALL OF THE

CANAL PRISM AND HAS BEEN ERODED,

LEAVING THE EAST AND WEST LIMBS OF THE

ANTICLINE EXPOSED. THE ALIGNMENT OF THE

AXIS OF THE ANTICLINE APPEARS TO VARY AS

IT TRENDS TO THE NORTH, WHICH CHANGES

HOW MUCH OF EACH LIMB OF THE ANTICLINE IS

EXPOSED ON THE EAST SLOPE FACE. THE

WEST SLOPE FACE IS INCORPORATED IN ITS

ENTIRETY WITHIN THE WEST LIMB OF THE

ANTICLINE.

d. ROCK MASS DISCONTINUITIES: THE

FOLLOWING TABLES INDICATE THE MEAN DIP

AND DIP DIRECTION OF THE IDENTIFIED

BEDDING JOINT AND JOINT SETS PRESENT

WITHIN THE RESPECTIVE SEGMENTS AND

SLOPES OF THE CANAL PRISM. A JOINT

INTERFACE FRICTION ANGLE OF 34 DEGREES

WAS ASSUMED. BEDDING JOINTS ASSOCIATED

WITH THE EAST AND WEST LIMBS OF THE

ANTICLINE HAVE BEEN INDICATED IN THE

TABLES:

i. SEGMENT 1 (FROM STATION 31+16 TO STATION

33+50) - EAST SLOPE

ii. SEGMENT 1 (FROM STATION 31+16 TO STATION

33+50) - WEST SLOPE

iii. SEGMENT 2 (FROM STATION 33+50 TO STATION

36+00) - EAST SLOPE

iv. SEGMENT 2 (FROM STATION 33+50 TO STATION

36+00) - WEST SLOPE

v. SEGMENT 3 (FROM STATION 36+00 TO STATION

43+16) - EAST SLOPE

vi. SEGMENT 3 (FROM STATION 36+00 TO STATION

43+16) - WEST SLOPE

14. MONITORING OF SELECT SLOPE FEATURES,

GROUNDWATER SEEPAGE, AND GROUND

MOVEMENT ALONG THE TOWPATH SHOULD BE

IMPLEMENTED TO DETERMINE THE RATE OF

MOVEMENT REGARDLESS OF WHICH METHODS

ARE SELECTED FOR POSSIBLE REMEDIATION.

MONITORING SHOULD BE INITIATED

IMMEDIATELY AND CONTINUE THROUGH AND

AFTER CONSTRUCTION ACTIVITIES. MONITORING

MAY CONSIST OF VISUAL OBSERVATIONS,

MECHANICAL MONITORING SYSTEMS, UAS

PHOTOGRAMMETRY, AND/OR USE OF

CONVENTIONAL LAND-BASED SURVEY SYSTEMS,

AS DETERMINED APPROPRIATE DURING

CONSTRUCTION. CONTRACTOR SHALL SUBMIT A

VIBRATION MONITORING PLAN TO NATIONAL

PARK SERVICE FOR REVIEW AND APPROVAL.

15. CONTRACTOR SHALL REMOVE EXISTING DRAPED

MESH FROM SLOPE FACE BY CUTTING ANCHORS

FLUSH TO EXISTING SLOPE FACE.

MATERIALS

1. ROCK ANCHORS:

a. RESIN-BONDED ROCK ANCHORS. THE DRILLED

HOLE DIAMETER FOR ANCHORS SHALL BE AS

PER THE RESIN MANUFACTURER

RECOMMENDATIONS. THE BAR SHALL BE

ALL-THREADED (GR. 75) MEETING THE

REQUIREMENTS OF ASTM A615. BARS SHALL BE

HOT DIP GALVANIZED IN ACCORDANCE WITH

ASTM A153.

b. NUTS AND PLATES. NUTS SHALL BE FURNISHED

BY THE MANUFACTURER OF THE

ALL-THREADED BAR. THE NUTS SHALL BE

FITTED, WHERE NECESSARY, WITH A SPECIAL

WASHER OR SPHERICAL SEAT SUCH THAT THE

NUT WILL BEAR UNIFORMLY ON THE PLATE.

NUTS SHALL CONFORM TO ASTM A563, GRADE

B, HEXAGONAL OR EQUIVALENT. PLATES SHALL

CONFORM TO ASTM A572 WITH A YIELD

STRENGTH OF 50 KSI. PLATES AND NUTS SHALL

BE HOT DIP GALVANIZED IN ACCORDANCE WITH

ASTM A123.

c. RESIN CARTRIDGES: WILLIAMS FAST AND SLOW

SET POLYESTER RESIN CARTRIDGES, OR J-LOK

EPOXY RESIN CARTRIDGES, OR APPROVED

EQUAL SHALL BE USED. RESIN CARTRIDGES

CONSIST OF TWO COMPONENTS: (1) A

POLYESTER RESIN GROUT AND (2) A CATALYST,

SEPARATED BY A THIN PLASTIC FILM.

d. ANCHOR HEADS, NUTS, AND PLATES SHALL BE

COATED TO MINIMIZE VISUAL IMPACT TO THE

SURROUNDING CULTURAL LANDSCAPE.

CONTRACTOR SHALL SUBMIT SAMPLES OF

COMPONENTS TO NATIONAL PARK SERVICE

FOR REVIEW AND APPROVAL.

2. ROCKFALL COMPOSITE WIRE/CABLE MESH:

a. ROCKFALL COMPOSITE MESH SHALL BE

MACCAFERRI STEELGRID HR 30 OR APPROVED

EQUAL. THE ROCKFALL WIRE/CABLE MESH

CONSIST OF A WOVEN COMPOSITE PRODUCT

MADE OF STEEL WIRE AND WIRE ROPES

WOVEN TOGETHER DURING THE PRODUCTION

OF THE HEXAGONAL DOUBLE TWISTED WIRE

MESH. THE WIRE ROPES SHOULD BE USED IN

PLACE OF THE CONVENTIONAL SELVEDGE

WIRE AND ALSO BE INSERTED LONGITUDINALLY

INTO THE WOVEN MESH DURING

MANUFACTURING. THE STEEL WIRE MESH

SHALL BE MANUFACTURED AS PER ASTM A975

STYLE 3 HEAVILY GALVANIZED AND WIRE

ROPES SHALL BE HEAVILY GALVANIZED

BEFORE FABRICATION.

b. THE WIRE/CABLE MESH PANELS SHALL MEET

THE FOLLOWING CRITERIA:

· MESH TYPE: 8X 10 GALVANIZED

· WIRE MESH OPENING: NOMINAL DIMENSION

DIAMETER: 3.25 IN.

· INTERWOVEN LONGITUDINAL WIRE ROPE

SPACING: 1 FT.

· ULTIMATE TENSILE STRENGTH

(LONGITUDINAL - TO UNI 11347): 12, 611

LBF/FT

· ULTIMATE TENSILE STRAIN (LONGITUDINAL -

TO UNI 11347): 6 %

c. WIRE (ZINC COATED): ALL WIRE TESTING MUST

BE PERFORMED PRIOR TO MANUFACTURING

THE MESH.

· WIRE DIAMETER: 0.106 IN.

· TENSILE STRENGTH: MESH WIRE SHALL

HAVE A MAXIMUM TENSILE STRENGTH OF

75,000 PSI, IN ACCORDANCE WITH ASTM

A641/A641M.

· ELONGATION: ELONGATION SHALL NOT BE

LESS THAN 12%, ON A TEST SAMPLE WITH A

MINIMUM LENGTH OF 12 IN. IN ACCORDANCE

WITH ASTM A370.

· ZINC COATING: THE MINIMUM QUANTITY OF

ZINC IS 0.80 OZ/FT3 FOR 0.106 IN WIRE

ACCORDING TO ASTM A641/A641M, CLASS III

SOFT TEMPER COATING.

· ADHESION OF ZINC COATING: ZINC COATING

DOES NOT FLAKE OR CRACK WHEN RUBBED

WITH BARE FINGERS AFTER THE WIRE IS

WRAPPED SIX TURNS AROUND A MANDREL

FOUR TIMES THE WIRE DIAMETER (ASTM

A641/A641M).

d. WIRE ROPE (GALVANIZED) (INTERWOVEN

LONGITUDINAL): THE GALVANIZED WIRE ROPE

SHALL MEET THE FOLLOWING CRITERIA:

· WIRE ROPE SHOULD BE 5/16-INCH DIAMETER

WITH CONSTRUCTION OF 7X7 OR 7X19 SC IN

ACCORDANCE WITH ASTM A1023 / A1023M,

TABLE 9.

· THE MINIMUM BREAKING LOAD OF THE ROPE

SHALL BE 9200 LB IN ACCORDANCE WITH

ASTM A1023 / A1023M, TABLE 9.

· WIRE ROPES SHALL BE GALVANIZED STEEL

IN ACCORDANCE WITH ASTM A1023 / A1023M.

ALL TOLERANCES SHALL BE IN

ACCORDANCE WITH ASTM A1023 / A1023M.

e. WIRE ROPE (GALVANIZED) (PERIMETER): THE

GALVANIZED WIRE ROPE SHALL MEET THE

FOLLOWING CRITERIA:

· WIRE ROPE SHOULD BE 3/4-INCH DIAMETER

WITH CONSTRUCTION OF 6X19 IWRC EIPS IN

ACCORDANCE WITH ASTM A1023 / A1023M,

TABLE 12.

· THE MINIMUM BREAKING LOAD OF THE ROPE

SHALL BE 52,000 LB IN ACCORDANCE WITH

ASTM A1023 / A1023M, TABLE 12.

· WIRE ROPES SHALL BE GALVANIZED STEEL

IN ACCORDANCE WITH ASTM A1023 / A1023M.

ALL TOLERANCES SHALL BE IN

ACCORDANCE WITH ASTM A1023 / A1023M.

f. ACCESSORIES

i. SPIKED ANCHOR PLATES:

ANCHOR PLATES SHALL BE MINIMUM 10 X 10 X

3/8 INCH WITH BENT DOWN CORNERS. ALL

ANCHOR PLATES SHALL CONFORM TO ASTM

A36 AND SHALL BE GALVANIZED IN

CONFORMANCE WITH ASTM A123.

ii. DROP FORGED WIRE ROPE CLIPS:

DROP FORGED WIRE ROPE CLIPS SHALL

CORRESPOND TO THE EXTERNAL DIAMETER

OF THE WIRE ROPE USED AND SHALL BE

GALVANIZED PER ASTM A153 AND MEET

FEDERAL SPECIFICATION FF-C-450 TYPE 1,

CLASS 1.

iii. WIRE ROPE THIMBLES:

ALL THIMBLES SHALL CORRESPOND TO THE

EXTERNAL DIAMETER OF THE WIRE ROPE

USED, AND SHALL BE GALVANIZED PER ASTM

A153, AND MEET FEDERAL SPECIFICATION

FF-T-276B TYPE II.

iv. SHACKLES:

ALL SHACKLES SHALL BE SCREW PIN ANCHOR

OR SCREW PIN CHAIN TYPE AND SHALL

CORRESPOND TO THE LARGEST WIRE ROPE

DIAMETER USED, AND SHALL BE GALVANIZED

PER ASTM A153 SPECIFICATION, AND MEET

FEDERAL SPECIFICATION RR-C-271D TYPE

IVA/IVB, GRADE B, CLASS 2.

v. WELDLESS RINGS:

ALL WELDLESS RINGS SHALL HAVE AN

ULTIMATE LOAD CAPACITY CORRESPONDING

TO THE MINIMUM BREAKING LOAD OF THE

LARGEST WIRE ROPE DIAMETER USED PER

CONNECTION AND SHALL BE GALVANIZED PER

ASTM A153 AND SHALL MEET PERFORMANCE

REQUIREMENTS OF FEDERAL SPECIFICATION

RR-C-271D TYPE VI.

vi. HIGH TENSILE HR LINKS (GALVANIZED):

GALVANIZED HIGH TENSILE FASTENERS SHALL

MEET THE FOLLOWING CRITERIA:

· GALVANIZED HIGH TENSILE FASTENERS:

DIAMETER = 0.157 IN TYPE B, CLASS 3 (ASTM

A764)

· TENSILE STRENGTH: 200,000 TO 251,000 PSI

TABLE 3, CLASS 2 (ASTM A764)

· HIGH TENSILE FASTENERS SHALL HAVE A

NOMINAL SPACING OF 6 IN NOT TO EXCEED

8 IN FOR ALL ASSEMBLY AND INSTALLATION.

g. ROCKFALL COMPOSITE WIRE/CABLE MESH SHALL

BE COATED TO MINIMIZE THE VISUAL IMPACT TO

THE SURROUNDING CULTURAL LANDSCAPE.

CONTRACTOR SHALL SUBMIT MOCKUPS OF

ROCKFALL COMPOSITE WIRE/CABLE MESH TO

NATIONAL PARK SERVICE FOR REVIEW AND

APPROVAL.

3. CONCRETE SHEAR BLOCKS.

a. CONCRETE SHALL MEET ACI 318

REQUIREMENTS FOR EXPOSURE CATEGORY,

F2, S0, W1, AND C1 WITH:

· MIN. F'C = 4,500 PSI

· MAX. W/C RATIO = 0.45

· CEMENT TYPE II

· MIN. AIR ENTRAINED = 6% BY WEIGHT

b. REINFORCING STEEL SHALL CONFORM TO

ASTM A615 (GRADE 60) DEFORMED BILLET

STEEL BAR, PLAIN FINISH. REBAR SHALL BE

DETAILED IN ACCORDANCE WITH ACI 318

REQUIREMENT. SHOP DRAWINGS SHALL BE

SUBMITTED FOR REVIEW AND APPROVAL.

c. SHEAR BLOCKS SHALL BE TINTED AND/OR

TEXTURED TO MINIMIZE VISUAL IMPACT TO THE

SURROUNDING CULTURAL LANDSCAPE. PRIOR

TO CONSTRUCTION, CONTRACTOR SHALL

SUBMIT A MINIMUM OF 3 MOCKUPS OF SHEAR

BLOCKS TO NATIONAL PARK SERVICE FOR

REVIEW AND APPROVAL

AutoCAD SHX Text IMPROVE VISITOR SAFETY AND REMEDIATE ROCK FALL HAZARDS AT MILEPOST 155.5 (PAW PAW TUNNEL) CHESAPEAKE & OHIO CANAL NHP

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SUB SHEET NO

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A/E FIRM

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SHEET

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TITLE OF SHEET

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DATE:

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DESIGNED:

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TECH. REVIEW:

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VHB

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WILLIAMSBURG, VA

AutoCAD SHX Text

MRF

AutoCAD SHX Text

TRH

AutoCAD SHX Text 07/07/2020

AutoCAD SHX Text

AutoCAD SHX Text 07 JULY 2020 AUTOCAD2018 P:\CHOH\241450\FINAL SDs\CIVIL\

AutoCAD SHX Text

NAS

AutoCAD SHX Text

TERRACON, INC GERMANTOWN, MD

AutoCAD SHX Text 152883

AutoCAD SHX Text

CHOH-241450

AutoCAD SHX Text

AutoCAD SHX Text 152883

AutoCAD SHX Text

CHOH-241450

AutoCAD SHX Text

AutoCAD SHX Text G2

AutoCAD SHX Text

G2.DWG

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GENERAL NOTES

CONSTRUCTION PROCEDURES

1. DIVERT WATER FROM SLOPE FACE.

a. CONTRACTOR SHALL INSTALL PERMANENT

MEAURES TO REDIRECT SURFACE WATER

FLOW ON THE EAST AND WEST SLOPES

NEAR THE NORTH PORTAL TO PREVENT IT

FROM FLOWING OVER HE ROCK CUT FACE

2. SCALING PROCEDURES.

a. PERFORM SCALING OF THE SLOPE FACE BY

REMOVING POTENTIALLY UNSTABLE

BOULDERS, ROCKS, AND TREES TO

REDUCE THE ROCKFALL HAZARD AND

MINIMIZE REQUIRED MAINTENANCE AFTER

CONSTRUCTION. PERFORM SCALING AT

THE DIRECTION OF THE GEOLOGICAL

ENGINEER. SCALING MAY CONSIST OF HAND

OR MECHANICAL METHODS; INCLUDING,

BUT NOT LIMITED TO, PRY BARS, AIR

BLADDERS, AIR WANDS, PNEUMATIC OR

HYDRAULIC JACKS, AIR BAGS, PNEUMATIC

DRILLS OR JACK HAMMERS, SLUSHER,

EXCAVATOR, OR HOE RAM. BEGIN SCALING

AT THE TOP OF THE SLOPE AS DETERMINED

IN THE FIELD BY THE GEOLOGICAL

ENGINEER AND PROCEED DOWNWARD.

EITHER STABILIZE OR SCALE ALL LOOSE

ROCK AND OTHER UNSTABLE MATERIALS

LARGER THAN ONE CUBIC FOOT IN VOLUME

TO THE SATISFACTION OF THE

GEOLOGICAL ENGINEER. OBTAIN

APPROVAL FROM THE GEOLOGICAL

ENGINEER BEFORE USING POWER

EQUIPMENT TO PERFORM SCALING.

BLASTING METHODS SHALL NOT BE USED

WITHOUT PRIOR APPROVAL OF THE

GEOLOGICAL ENGINEER AND CONTRACTING

OFFICER. IF BLASTING IS APPROVED, A

BLASTING PLAN AND VIBRATION

MONITORING PLAN OF THE TUNNEL AND

THE BRICK LINER SHALL BE PERFORMED.

SPECIAL CARE SHALL BE TAKEN WHEN

SCALING TO AVOID DESTABILIZING LARGER

SLOPE SECTIONS ABOVE, SUCH AS THE

LOCATIONS TARGETED FOR SHEAR BLOCK

SUPPORT.

b. PROTECT PERSONNEL, THE PUBLIC, ADJACENT PROPERTIES, STRUCTURES, UTILITIES, AND ROADWAY FROM INJURY OR

DAMAGE CAUSED BY SCALING ACTIVITIES.

THE CONTRACTOR'S SCALING WORK PLAN

MUST BE IN PLACE BEFORE BEGINNING THE

SCALING WORK. ANY INJURIES OR

DAMAGES CAUSED BY SCALING ARE THE

RESPONSIBILITY OF THE CONTRACTOR.

3. RESIN-BONDED ROCK ANCHOR INSTALLATION

PROCEDURES:

a. DRILLING. IT SHALL BE THE RESPONSIBILITY

OF THE CONTRACTOR TO CHOOSE DRILLING

METHODS THAT WILL MAINTAIN OPEN DRILL

HOLES, WHICH DO NOT PROMOTE MINING

AND LOOSENING OF THE SOIL/ROCK AT THE

PERIMETER OF THE DRILL HOLE, OR

FRACTURE SOIL/ROCK DUE TO THE USE OF

HIGH FLUSH VOLUMES AND PRESSURES.

b. RESIN CARTRIDGES INSTALLATION. DRILL

HOLE DIAMETER, RESIN CARTRIDGE SIZE

AND NUMBER SHALL BE AS PER

MANUFACTURER'S RECOMMENDATIONS.

AFTER THE HOLES ARE DRILLED INSERT

THE NECESSARY NUMBER OF FAST-SETTING

AND SLOW-SETTING CARTRIDGES INTO THE

HOLE. PUSH ANCHOR BAR INTO HOLE, WHEN

BOLT IS COMPLETELY INSERTED INTO THE

HOLE ROTATE BAR FOR 40 TO 60

REVOLUTIONS.

c. TENSIONING. INSTALL BEARING PLATE, WASHER, AND HEX NUT. COMPLETE

PRE-TENSIONING BEFORE SLOW SETTING

CARTRIDGES GEL BY USING A HYDRAULIC

JACK OR TORQUE WRENCH. INSTALLATION

IS COMPLETE WHEN SLOW-SETTING RESIN

HAS HARDENED.

4. ROCK ANCHOR TESTING PROCEDURES.

a. TEST AT LEAST 5 PERCENT OF THE

ANCHORS AND AT LEAST ONE ANCHOR OF

EACH TYPE OF ANCHOR, SOIL, AND ROCK.

THE GEOLOGICAL ENGINEER WILL SELECT

THE LOCATION OF EACH TEST ANCHOR.

PERFORM EACH TEST IN THE PRESENCE OF

THE ENGINEER. EACH PULLOUT TEST

CONSISTS OF INCREMENTALLY LOADING

THE ANCHOR ASSEMBLY TO THE MAXIMUM

TEST LOAD OR TO FAILURE, WHICHEVER

OCCURS FIRST. FAILURE IS DEFINED AS

WHEN THE MOVEMENT OF THE ANCHOR

CONTINUES WITHOUT AN INCREASE IN THE

LOAD OR WHEN THE ANCHOR HAS

DISPLACED 2 INCHES. IF MORE THAN 20

PERCENT OF THE TESTED ANCHORS FAIL,

INCREASE THE NUMBER OF TESTED

ANCHORS TO 25 PERCENT OF THE TOTAL.

REPLACE ALL FAILED ANCHORS AND

RETEST THEM AT NO ADDITIONAL COST TO

THE OWNER.

b. APPLY THE TEST LOAD BY JACKING

AGAINST A TEMPORARY YOKE OR LOAD

FRAME. NO PART OF THE YOKE OR LOAD

FRAME MAY BEAR WITHIN 3 FEET OF THE

ANCHOR. MEASURE THE APPLIED TEST

LOAD USING EITHER A CALIBRATED

PRESSURE GAGE WITH GRADUATIONS NO

GREATER THAN 100 PSI OR A CALIBRATED

LOAD CELL. CALIBRATE THE PRESSURE

GAGE AND THE HYDRAULIC JACK AS A UNIT

AND PROVIDE THE CERTIFIED CALIBRATION

CHART. CALIBRATE AGAINST A TEST

MACHINE WHOSE CALIBRATION IS

TRACEABLE TO THE NATIONAL INSTITUTE

OF STANDARDS AND TECHNOLOGY (NIST).

ENSURE THE CALIBRATION IS DONE TO AN

ACCURACY OF 2 PERCENT AND AT LEAST

ONE YEAR BEFORE SHIPMENT TO THE

PROJECT. MEASURE MOVEMENT OF THE

ANCHOR USING DIAL GAGES THAT HAVE AN

ACCURACY OF 0.001 INCH. MEASURE

MOVEMENT RELATIVE TO A FIXED

REFERENCE POINT THAT IS AT LEAST 3 FEET

FROM THE ANCHOR AND YOKE OR LOAD

FRAME. RECORD ALL MEASUREMENTS,

INCLUDING THE FAILURE LOAD IF FAILURE

OCCURS.

c. LOAD EACH ANCHOR IN THE FOLLOWING

SEQUENCE:

· ALIGNMENT LOAD: 0.05 ALLOWABLE

DESIGN LOAD (ADL) UNTIL STABLE

· 0.25 ADL UNTIL STABLE

· 0.50 ADL UNTIL STABLE

· 1.00 ADL UNTIL STABLE

· 1.50 ADL UNTIL STABLE

5. PINNED MESH INSTALLATION PROCEDURES.

a. SUBMIT A WRITTEN INSTALLATION PLAN FOR

THE PINNED MESH TO THE CONTRACTING

OFFICER FOR ACCEPTANCE AT LEAST TEN

DAYS BEFORE BEGINNING WORK. INCLUDE

THE FOLLOWING INFORMATION:

· COMPLETE WORKING DRAWINGS AND

ENGINEERING CALCULATIONS,

PREPARED, SIGNED, SEALED AND DATED

BY A REGISTERED PROFESSIONAL

ENGINEER.

· PROPOSED CONSTRUCTION SEQUENCE

AND SCHEDULE.

· ONE SAMPLE OF THE PROPOSED TYPE

OF MESH, ROCK ANCHOR, AND

HARDWARE (BEARING NUTS AND PLATES)

FROM THE NORMAL STOCK OF THE

SUPPLIER. WITH THE SAMPLES, INCLUDE

CERTIFIED MILL REPORTS INDICATING

TENSILE YIELD POINT AND ELONGATION

RESULTS OF THE GROUND ANCHORS,

AND THE TENSILE AND PUNCHING TESTS

OF THE CABLE NET AND WIRE MESH.

· PROPOSED ANCHOR DRILLING METHODS

AND EQUIPMENT, INCLUDING DRILL HOLE

DIAMETER AND LENGTH PROPOSED TO

ACHIEVE THE REQUIRED PULLOUT

RESISTANCE.

b. PROPOSED RESIN, INCLUDING THE

FOLLOWING:

· CARTRIDGE BRAND AND TECHNICAL

DATA SHEET.

· REQUIRED DRILL HOLE DIAMETER AND

CARTRIDGE SIZE.

· SIZE AND NUMBER OF CARTRIDGES PER

HOLE.

· THE MANUFACTURER'S RECOMMENDED

MAINTENANCE PROGRAM FOR THE MESH.

c. PREPARE ROCK SURFACE TO RECEIVE THE

PINNED MESH FOLLOWING THE SCALING

PROCEDURE.

d. DRAPE THE COMPOSITE MESH PANELS

ACROSS ALL EXPOSED ROCK SLOPE

SURFACES WITHIN THE DESIGNATED

ZONE. GENERAL INSTALLATION CRITERIA

INCLUDE THE FOLLOWING GUIDELINES:

· COMPOSITE MESH PANELS ARE

PRODUCED IN MESH PANELS

12-FOOT-WIDE BY 150-FOOT-LONG (TYP.)

AND DELIVERED TO THE SITE FOR

INSTALLATION BY THE CONTRACTOR.

ADJACENT PANEL SECTIONS SHALL BE

CONNECTED TOGETHER USING LACING

WIRE ROPE WITH WIRE ROPE CLIPS, IN

ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

WHERE CONTOURS IN THE ROCK FACE

EXIST, IT MAY BE NECESSARY TO

OVERLAP THE MESH TO OBTAIN TOTAL

COVERAGE. THIS SHOULD BE PLANNED

PRIOR TO ORDERING AND INSTALLING

THE MESH.

e. COMPOSITE MESH PANEL CUTTING:

· TO ACCOMMODATE SLOPE DIMENSIONS,

MESH PANELS SHALL BE CUT ON THE

JOBSITE. PRIOR TO ORDERING,

CONSIDERATION SHOULD BE GIVEN TO

NON-UNIFORM SLOPES WITH CONTOURS

THAT MAY REQUIRE OVERLAPPING

PANELS IN ORDER TO ACHIEVE

COMPLETE COVERAGE OF THE ROCK

FACE.

f. COMPOSITE MESH PANEL CONNECTIONS:

· COMPOSITE MESH PANELS TO SUPPORT

CABLES: THE PANEL SHALL BE LAPPED

OVER THE TOP SUPPORT CABLE SUCH

THAT TWO OF THE INTERWOVEN

TRANSVERSAL WIRE ROPES ARE IN

PARALLEL AND ABLE TO BE LACED

TOGETHER. (SEE BELOW FOR LACING

PROCEDURE.)

g. COMPOSITE MESH PANELS TO PANEL

HORIZONTAL SEAMING AT MID-SLOPE:

· THE UPPER AND LOWER PANELS ARE

(SHINGLED) OVERLAPPED 3 FT MINIMUM,

SUCH THAT THE UPPER PANEL IS

BETWEEN THE LOWER PANEL AND THE

SLOPE FACE TO AVOID CREATING A

POTENTIAL DEBRIS POCKET. EACH

INTERWOVEN LONGITUDINAL WIRE ROPE

FROM THE UPPER PANEL IS CONNECTED

TO THE CORRESPONDING WIRE ROPE ON

THE LOWER PANEL USING A 4-WIRE ROPE

CLIP SPLICING CONNECTION AS PER

MANUFACTURER'S RECOMMENDATION.

h. COMPOSITE MESH PANEL TO PANEL

VERTICAL SEAMING:

· THE PANELS ARE CONNECTED TO ONE

ANOTHER BY BUTT-JOINTING THE

REINFORCEMENT CABLES TOGETHER

AND SECURING THEM AS DESCRIBED

BELOW. (SEE BELOW FOR LACING

PROCEDURE.)

i. COMPOSITE MESH PANEL TO PANEL

VERTICAL SEAMING WITH HR LINKS:

· THE HR LINKS SHALL BE INSTALLED AT

EVERY 2 MESHES OPENING AS PER

MANUFACTURER RECOMMENDATION.

WHERE SELVEDGE CABLES ARE NOT

IMMEDIATELY ADJACENT TO EACH

OTHER, LACING CABLE MUST BE USED

FOR VERTICAL SEAMING. (SEE BELOW

FOR LACING PROCEDURE.)

j. LACING PROCEDURE:

· ADJACENT OR OVERLAPPED PANELS ARE

CONNECTED WITH LACING CABLE. THE

LACING CABLE PROCEDURE CONSISTS

OF CUTTING A LENGTH OF LACING CABLE

APPROXIMATELY 1 ½ TIMES THE

DISTANCE TO BE LACED. WRAPPING THE

LACING CABLE AROUND THE

BUTT-JOINTED OR OVERLAPPED PANEL

CABLES. THIS INVOLVES SECURING ONE

END OF THE LACING CABLE BY FORMING

A CLOSED LOOP WITH TWO CABLE CLIPS.

ONCE SECURED BEGIN LOOPING THE

CABLE AROUND THE ADJACENT CABLES

AT APPROXIMATELY ONE REVOLUTION

PER FOOT OF SEAM. END THE RUN BY

SECURING THE OTHER END WITH

SECOND CLOSED LOOP USING TWO

CABLE CLIPS AS PER MANUFACTURER

RECOMMENDATION.

k. ANCHORAGE CONNECTIONS:

· TOP SUPPORT CABLES SHALL BE

CONNECTED TO ANCHORS DIRECTLY OR

BY WAY OF TAG LINES AS NECESSARY.

SPACING AND DEPTH OF THE ANCHORS

ARE AS SHOWN IN THE DRAWINGS.

· BOTTOM SUPPORT CABLES SHALL BE

CONNECTED TO ANCHORS DIRECTLY OR

BY WAY OF TAG LINES AS NECESSARY.

FOR MAINTENANCE PURPOSES

SHACKLES SHOULD BE USED TO ALLOW

THE RELEASING OF THE CONNECTION TO

REMOVE DEBRIS FROM BENEATH THE

MESH. DEPTH AND SPACING OF THE

ANCHORS ARE AS SHOWN IN THE

DRAWINGS.

· WIRE ROPE ANCHORS: ANCHOR

PULLOUT, DRILLED HOLE DIAMETER,

EMBEDMENT DEPTH AND SPACING

CONFIGURATIONS SHOULD BE AS PER

THE MANUFACTURER'S DRAWINGS,

PROJECT PLANS AND/OR INSTALLATION

GUIDE PROCEDURES. WIRE ROPES

SHALL BE ANCHORED USING THE

DOUBLE LEG WIRE ROPE ANCHOR

SYSTEM.

· THE DOUBLE LEG WIRE ROPE ANCHOR

SHALL BE MANUFACTURED FROM A

GALVANIZED WIRE ROPE 5/8-INCH (16 MM)

DIAMETER CLASS 6X19 IWRC EIPS

CONSTRUCTION MINIMUM (OR

EQUIVALENT) IN ACCORDANCE WITH

ASTM A1023 / A1023M, TABLE 12.

ANCHORS SHALL HAVE A TERMINAL

EYELET, USING THIMBLES AND PRESSED

ALUMINUM SLEEVES. BOTH ANCHOR

LEGS (OF EQUAL LENGTH AND SIZE)

COMPRISING THE DOUBLE LEG ANCHOR

SYSTEM SHALL BE SPLAYED ON THE

ENDS AND INSTALLED TO EQUAL DEPTHS

AND GROUTED.

· THE DOUBLE LEG ANCHOR SYSTEM

SHALL MEET THE ACCEPTANCE CRITERIA

WITH THE APPLICABLE SAFETY FACTOR

BY PROOF TESTING THE ANCHOR AS A

SINGLE UNIT. THE WIRE ROPE ANCHORS

SHOULD HAVE A MINIMUM BREAKING

STRENGTH OF 54,000 LBS.

5. ANCHORED SHEAR BLOCKS CONSTRUCTION

PROCEDURES.

a. PREPARE ROCK SURFACE TO RECEIVE THE

SHEAR BLOCK FOLLOWING THE SCALING

PROCEDURE.

b. DRILL ROCK ANCHORS AS PER ROCK

ANCHOR INSTALLATION PROCEDURES.

c. PLACE AND SECURE THE REQUIRED STEEL

REINFORCEMENT.

c. INSTALL FORMWORK, PLACE, VIBRATE AND

CURE CONCRETE IN ACCORDANCE WITH ACI

318 REQUIREMENTS. COLD-WEATHER

CONCRETING SHALL BE PERFORMED IN

ACCORDANCE WITH ACI 306

RECOMMENDATIONS.

d. ONCE CONCRETE IS CURED, DRY PACK ANY

VOID SPACE BETWEEN THE CONCRETE

SHEAR BLOCK AND THE ROCK LEDGE TO BE

SUPPORTED.

e. PRE-STRESS AND TEST ROCK ANCHORS AS

REQUIRED.

AutoCAD SHX Text IMPROVE VISITOR SAFETY AND REMEDIATE ROCK FALL HAZARDS AT MILEPOST 155.5 (PAW PAW TUNNEL) CHESAPEAKE & OHIO CANAL NHP

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SUB SHEET NO

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A/E FIRM

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SHEET

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TITLE OF SHEET

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DATE:

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DESIGNED:

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TECH. REVIEW:

AutoCAD SHX Text

VHB

AutoCAD SHX Text

WILLIAMSBURG, VA

AutoCAD SHX Text

MRF

AutoCAD SHX Text

TRH

AutoCAD SHX Text 07/07/2020

AutoCAD SHX Text

AutoCAD SHX Text 07 JULY 2020 AUTOCAD2018 P:\CHOH\241450\FINAL SDs\CIVIL\

AutoCAD SHX Text

NAS

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TERRACON, INC GERMANTOWN, MD

AutoCAD SHX Text 152883

AutoCAD SHX Text

CHOH-241450

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AutoCAD SHX Text 152883

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CHOH-241450

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G3.DWG

CONSTRUCTION PROCEDURES

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BASELINE (TYP.)

CANAL

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CANAL

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N=692565.5793'

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N=693010.2916'

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N=693346.3047'

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N=693438.3161'

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N=693621.1687'

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N=692842.2856'

E=900277.8209'

ELEV=532.46'

NAIL SET IN

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N=693188.6448'

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ELEV=532.66'

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N=693512.6663'

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ELEV=534.12'

NAIL SET

HISTORIC MASONRY

(TO BE PROTECTED

FROM FALLING DEBRIS

AND CONSTRUCTION

DEBRIS)

TOWPATH

SCHEMATIC DESIGN

SCALE IN FEET

060 60 120

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531 FEET

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534 FEET

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AutoCAD SHX Text IMPROVE VISITOR SAFETY AND REMEDIATE ROCK FALL HAZARDS AT MILEPOST 155.5 (PAW PAW TUNNEL) CHESAPEAKE & OHIO CANAL NHP

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SUB SHEET NO

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TITLE OF SHEET

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DATE:

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DESIGNED:

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TECH. REVIEW:

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VHB

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WILLIAMSBURG, VA

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MRF

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TRH

AutoCAD SHX Text 07/07/2020

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AutoCAD SHX Text 07 JULY 2020 AUTOCAD2018 P:\CHOH\241450\FINAL SDs\CIVIL\

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NAS

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TERRACON, INC GERMANTOWN, MD

AutoCAD SHX Text 152883

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CHOH-241450

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AutoCAD SHX Text 152883

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CHOH-241450

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AutoCAD SHX Text C1

AutoCAD SHX Text REFERENCE: TAKEN FROM BASE PLAN TITLED "3394493-EX-TOPO-Sections", DATED 1/8/20 AND PREPARED BY VHB.

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SHEET KEY

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C1.DWG

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PAW PAW TUNNEL

NORTH PORTAL

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SCHEMATIC DESIGN

SCALE IN FEET

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AutoCAD SHX Text

AutoCAD SHX Text IMPROVE VISITOR SAFETY AND REMEDIATE ROCK FALL HAZARDS AT MILEPOST 155.5 (PAW PAW TUNNEL) CHESAPEAKE & OHIO CANAL NHP

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SUB SHEET NO

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SHEET

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TITLE OF SHEET

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DATE:

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DESIGNED:

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TECH. REVIEW:

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VHB

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WILLIAMSBURG, VA

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MRF

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TRH

AutoCAD SHX Text 07/07/2020

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AutoCAD SHX Text 07 JULY 2020 AUTOCAD2018 P:\CHOH\241450\FINAL SDs\CIVIL\

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NAS

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TERRACON, INC GERMANTOWN, MD

AutoCAD SHX Text 152883

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CHOH-241450

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AutoCAD SHX Text 152883

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CHOH-241450

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LEGEND

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LOCATION AND DESIGNATION OF CROSS-SECTION

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SITE ID FOR ROCKFALL ASSESSMENT

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RF002

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RF001

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RF004

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AutoCAD SHX Text REFERENCE: TAKEN FROM BASE PLAN TITLED "3394493-EX-TOPO-Sections", DATED 1/8/20 AND PREPARED BY VHB.

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CROSS SECTION LOCATION PLAN

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C2.DWG

ROCK LEDGE

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N=693010.2916'

E=900387.6238'

ELEV=532.64'

NAIL SET IN

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N=692842.2856'

E=900277.8209'

ELEV=532.46'

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AutoCAD SHX Text IMPROVE VISITOR SAFETY AND REMEDIATE ROCK FALL HAZARDS AT MILEPOST 155.5 (PAW PAW TUNNEL) CHESAPEAKE & OHIO CANAL NHP

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SUB SHEET NO

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A/E FIRM

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PRIME:

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SUB:

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DRAWING NO.

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PMIS/PKG NO.

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SHEET

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TITLE OF SHEET

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DATE:

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DESIGNED:

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TECH. REVIEW:

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VHB

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WILLIAMSBURG, VA

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MRF

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TRH

AutoCAD SHX Text 07/07/2020

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AutoCAD SHX Text 07 JULY 2020 AUTOCAD2018 P:\CHOH\241450\FINAL SDs\CIVIL\

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NAS

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TERRACON, INC GERMANTOWN, MD

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CHOH-241450

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CHOH-241450

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RF011

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RF006

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AutoCAD SHX Text REFERENCE: TAKEN FROM BASE PLAN TITLED "3394493-EX-TOPO-Sections", DATED 1/8/20 AND PREPARED BY VHB.

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LEGEND

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LOCATION AND DESIGNATION OF CROSS-SECTION

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SITE ID FOR ROCKFALL ASSESSMENT

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ROCK LEDGES

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CANAL

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BASELINE (TYP.)

38+

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N=693097.8924'

E=900450.7251'

ELEV=532.65'

NAIL SET IN

BOARDWALK

N=693188.6448'

E=900513.6709'

ELEV=532.66'

NAIL SET IN

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P A

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File details come from the government source that posted it. Updated Jul 22, 2020.