H.08.01_CI Bulkhead Refurbishment_Final Drawings.pdf

PDF 4 MB Posted May 26, 2021

Attached to: US Army Corps of Engineers (USACE) Norfolk District's Craney Island Dredged Bulkhead Refurbishment Project in Portsmouth, Virginia
Solicitation number: W9123621B5005
Issued by: Department of the Army Corps of Engineers Engineering District Norfolk

About this file

Written by GovTribe AI · Dec 27, 2023

This set of construction drawings and specifications is for the Craney Island Bulkhead Refurbishment project in Portsmouth, Virginia. The project involves demolishing an existing 260-foot long concrete bulkhead and replacing it with a new steel sheet pile bulkhead and fender system. Additional work includes installing eight mooring cleats and a new 600 square foot concrete pavement section. Erosion and sediment control measures are specified. Construction is to occur in two phases, with demolition and new work plans provided. The U.S. Army Corps of Engineers Norfolk District issued the solicitation for the project on May 26, 2021 under solicitation number W9123621B5005.

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Other files

File	Type	Posted
C.04.01_Abstract of Offerors for CI Bulkhead Refurbishment 21B5005 07072021.pdf	PDF	Jul 7, 2021
H.08.01_Amended Sheet S-501 06232021.pdf	PDF	Jun 24, 2021
B.08.02_Solicitation Amendment 1 for CI Bulkhead Refurbishment W9123621B5005 06242021.pdf	PDF	Jun 24, 2021
H.08.04_Specification Amended Section 03 31 30 Marine Concrete 06232021.pdf	PDF	Jun 24, 2021
H.08.04_Specification Amended Section 31 00 00 Earthwork 06232021.pdf	PDF	Jun 24, 2021
H.08.02_Amended Submittal Register 06232021.pdf	PDF	Jun 24, 2021
I.01.11_Site Visit Roster for CI Bulkhead Refurbishment W9123621B5005 06112021.pdf	PDF	Jun 11, 2021
H.08.02_CI Bulkhead Refurbishment_Final Specs.pdf	PDF	May 26, 2021
B.08.02_Solicitation for CI Bulkhead Refurbishment W9123621B5005 05262021.pdf	PDF	May 26, 2021

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SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

NORFOLK DISTRICT

BULKHEAD REFURBISHMENT

CRANEY ISLAND DREDGED MATERIAL MANAGEMENT AREA

PORTSMOUTH, VIRGINIA

APRIL 13, 2021

US Army Corps of Engineers ®

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G-001

US Army Corps of Engineers

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SIGNATURES AFFIXED BELOW INDICATE OFFICIAL RECOMMENDATION

AND APPROVAL OF ALL DRAWINGS IN THIS SET AS INDICATED ON

INDEX OF DRAWINGS.

CHIEF, ENGINEERING & CONSTRUCTION DIVISION

APPROVED

CHIEF, DESIGN BRANCH

APPROVED

DESIGN TEAM LEADER

RECOMMENDED

INDEX OF DRAWINGS

SHEET NO. SHEET TITLE

G-001 TITLE AND INDEX OF DRAWINGS

GENERAL SHEETS

C-001 AERIAL VIEW, LOCATION AND

VICINITY MAPS

C-101 DEMOLITION AND NEW WORK PLAN

C-501 EROSION AND SEDIMENT CONTROL

NARRATIVE AND DETAIL

C-502

CIVIL SHEETS

STRUCTURAL SHEETS

S-101 PLAN, SECTION, AND NOTES

S-501 DETAILS

EROSION AND SEDIMENT CONTROL

MINIMUM STANDARDS

G-002 GENERAL NOTES

C-002 EXISTING SITE PHOTOS

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ABBREVIATIONS

LODLODLODLOD

LOD LOD LOD LOD

LIMITS OF DEMOLITION

LEGEND

EXISTING CONCRETE

SF SF SF SF SILT FENCE

BULKHEAD

LIMITS OF CONSTRUCTION

GENERAL NOTES:

OYSTER SHELL

WATERFRONT

DRIVE

WATERFRONT

DRIVE

S PERIMETER

ROAD

VICINITY MAP

AERIAL VIEW

AERIAL VIEW INSET

SEE INSET BELOW

EXISTING

BULKHEAD

NTS

WATERFRONT DRIVE

LOCATION MAP

NTS

N N

RIVER SHORE LANE

TWIN PINES ROAD

HEDGEROW LANE

TO I-664

RIVER

SHORE

LANE

EASTERN FREEWAY

(EBL) HWY 164

WESTERN FREEWAY

(WBL) HWY 164

TO MIDTOWN

TUNNEL

CEDAR LANE

SITE

NTS

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C-001

US Army Corps of Engineers

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LIMIT OF

CONTRUCTION (LOC)

CONTRACTOR

STAGING AREA

USACE OFFICE

TRAILER

CONTRACTOR'S

GATE

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C-002

1 EXISTING BULKHEAD & FENDER SYSTEM 2 EXISTING FENDER CHOCKS 3 EXISTING FENDER PILES

4 FENDER SYSTEM, FACING NORTHWEST

5 FENDER SYSTEM, NORTHERN END

6 DETERIORATED FENDER CONNECTIONS

7 FENDER SYSTEM ALONG MIDDLE OF BULKHEAD

LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD LOD

LOD

LODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLODLOD

DEMOLITION PLAN

SCALE: 1=20'

260.00'

SCALE: 1=20'

EXIST CONCRETE SLAB

NEW WORK PLAN

SCALE: 1=20'

260.00'

SCALE: 1=20'

EXIST CONCRETE SLAB

PHASE 1 PHASE 2

PLAN

NORTH

PLAN

NORTH

0' 20' 40' 60'10'

LIMITS OF DEMOLITION

LEGEND

EXISTING CONCRETE

LEGEND

EXISTING CONCRETE

SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF

NEW CONCRETE,

SEE DETAIL S-101

SF SF

SILT FENCE, SEE

DETAIL SHEET C-501

SF SF

SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF

SILT FENCE, SEE

DETAIL SHEET C-501

5T CLEAT (TYP)

SEE DETAIL S-501

EXISTING

BULKHEAD

EXISTING

BULKHEAD

EXISTING

BULKHEAD

LIMITS OF NEW WORK

STEEL SHEET PILE BULKHEAD

AND FENDER SYSTEM

PHASE 1 PHASE 2

STEEL SHEET PILE BULKHEAD

AND FENDER SYSTEM

NOTE

SEE S-101 FOR JOINT LAYOUT AND ADDITIONAL

STRUCTURAL DETAILS ON S-501.

20.00'

15.50'8-5T CLEATS @ 20'O.C.=140.00'

CONSTRUCTION JOINT

NOTE

SEE S-101 FOR ADDITIONAL NOTES RELATED

TO STRUCTURAL DEMOLITION.

0' 20' 40' 60'10'

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C-101

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EXISTING

BOLLARD (TYP,

LOCATIONS ARE

APPROXIMATE)

EXISTING

BULKHEAD

CONTRACTOR SHALL SECURE SILT FENCE BY

WHATEVER MEANS NECESSARY WITH THE

EXCEPTION OF DRILLING INTO THE CONCRETE

HARDSTAND

CONTRACTOR SHALL SECURE SILT FENCE BY

WHATEVER MEANS NECESSARY WITH THE

EXCEPTION OF DRILLING INTO THE CONCRETE

HARDSTAND

NEW CONCRETE SHALL

MATCH EXISTING

CONCRETE AND/OR

GRADE

EROSION AND SEDIMENT CONTROL NARRATIVE

1. PROJECT DESCRIPTION

THIS PROJECT CONSISTS OF REMOVING THE 260 FOOT LONG

BULKHEAD AND ADJACENT 10 FOOT WIDE PAVEMENT SECTION 2,600

SF. DEMOLISH EXISTING BULKHEAD AND REPLACE WITH NEW

BULKHEAD, INSTALL 8 MOORING CLEATS AND LIMITS OF

DISTURBANCE IS DEFINED AS A NEW 600 SF CONCRETE PAVEMENT

SECTION, LOCATED IN PHASE 2, NEW WORK PLAN, CS-101 TOTAL

DISTURBED AREA = 3,200 SF.

EXISTING SITE CONDITIONS

CRANEY ISLAND IS A DREDGED MATERIAL MANAGEMENT AREA THAT

WAS ORIGINALLY CONSTRUCTED IN 1957 AND IS COMPRISED OF

DREDGED MATERIAL.

2. ADJACENT AREAS

THE BULKHEAD IS NORTH OF A U.S. NAVY FUELING DEPOT NOTED BY

SEVERAL ABOVE GROUND STORAGE TANKS.

3. OFFSITE AREAS

SEE C-001 FOR STAGING AREA LOCATIONS. THERE ARE NO OFFSITE

BORROW, DISPOSAL, OR STOCKPILE AREAS ASSOCIATED WITH THIS

PROJECT.

4. SOILS

"BASED ON REVIEW OF AVAILABLE RESOURCES, INCLUDING THE

GEOLOGIC MAP OF VIRGINIA (VA DMME, 1993), GEOLOGY OF THE

NEWPORT NEWS SOUTH QUADRANGLE VIRGINIA (VA DMME, 1978) AND

GEOLOGY OF THE NORFOLK NORTH QUADRANGLE VIRGINIA (VA

DMME,1978), THE SITE IS LOCATED IN THE COASTAL PLAIN

PHYSIOGRAPHIC PROVINCE OF VIRGINIA. THE SITE IS MAPPED AS

BEING UNDERLAIN BY THE LYNNHAVEN MEMBER OF THE TABB

FORMATION. THE LYNNHAVEN MEMBER GENERALLY CONSISTS OF

SAND, GRAVEL, SILT, AND CLAY WITH VARYING AMOUNTS OF

ORGANIC MATERIAL. THE YORKTOWN FORMATION UNDERLIES THE

LYNNHAVEN MEMBER. THE YORKTOWN FORMATION IS A

PILOCENE-AGED MEMBER OF THE CHESAPEAKE GROUP AND

CONSISTS OF FINE TO COARSE GRAINED MARINE SAND, COMMONLY

VERY SHELLY, INTERBEDDED WITH SANDY AND CLAY IN

ACCORDANCE WITH THE USGS. SOILS

LIKELY TO BE ENCOUNTERED IN THE EXCAVATION FOR THIS PROJECT

INCLUDE SANDY SILT (SM), POORLY GRADED SAND (SP), AND WELL

GRADED SAND WITH SILT (SW-SM). THE GRANULAR SOILS CAN

TYPICALLY BE DESCRIBED AS CONTAINING SHELL

FRAGMENTS,VARIOUS AMOUNTS OF SILT AND GRAVEL , LIGHT

GRAYISH BROWN TO TAN IN COLOR, MOIST TO SATURATED OF THE

ANTICIPATED OPTIMUM MOISTURE CONTENT FOR COMPACTION AND

DENSE TO MEDIUM DENSE TO RELATIVE DENSITY. GROUNDWATER IS

EXPECTED TO BE ENCOUNTERED ON THE ORDER OF ABOUT FIVE

FEET BELOW THE EXISTING GROUND SURFACE."

5. CRITICAL AREAS

N/A.

6. EROSION AND SEDIMENT CONTROL MEASURES

UNLESS OTHERWISE INDICATED, ALL STRUCTURAL ESC CONTROL

PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED

ACCORDING TO THE LATEST EDITION OF THE MINIMUM STANDARDS

AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT

CONTROL HANDBOOK (VESCH) APPLICABLE TO THE COASTAL

PLAIN REGION OF VIRGINIA. THE MINIMUM STANDARDS OF THE

VESCH SHALL BE ADHERED TO BEFORE, DURING, AND AFTER

CONSTRUCTION, UNLESS OTHERWISE WAIVED OR APPROVED BY A

VARIANCE. REFER TO THE CONSTRUCTION PLANS FOR DETAILS

AND LOCATIONS ASSOCIATED WITH THE CONTROL MEASURES.

GENERAL

1) A COPY OF THE APPROVED ESC PLAN AND THE VESCH SHALL

BE MAINTAINED ON THE SITE AT ALL TIMES.

2) PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN

AREAS OTHER THAN INDICATED ON THE ESC PLANS, THE

CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY ESC PLAN TO

THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN

APPROVING AUTHORITY.

3) THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION

AND MAINTENANCE OF ANY ADDITIONAL CONTROL MEASURES

NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS

DETERMINED NECESSARY BY THE PLAN APPROVING

AUTHORITY AT NO ADDITIONAL COST TO THE OWNER.

4) NO MORE THAN 500 LINEAR FEET OF TRENCH WILL BE

ALLOWED TO BE OPEN AT ANY ONE TIME.

7. STRUCTURAL PRACTICES

1) SILT FENCE - WIRE SUPPORTED (SF) - VESCH STD. 3.05

SILT FENCING WILL SERVE AS A PERIMETER CONTROL TO

PROTECT DISTURBED AREAS FROM OFF-SITE RUNOFF AND TO

PREVENT SEDIMENTATION DAMAGE TO AREAS OUTSIDE THE

PROJECT SITE.

8. MANAGEMENT STRATEGIES

1) SILT FENCE WILL BE INSTALLED AS AN EARLY STEP DURING

LAND DISTURBING ACTIVITIES.

2) ALL ESC CONTROL MEASURES SHALL BE CHECKED

CONTINUOUSLY AND ESPECIALLY AFTER EACH SIGNIFICANT

STORM TO LOCATE DAMAGES AND CONDUCT MAINTENANCE

OPERATIONS.

3) ALL TEMPORARY ESC CONTROL MEASURES SHALL BE

REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION

OR AFTER THE TEMPORARY MEASURES ARE NO LONGER

NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL

PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE

DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION

OF TEMPORARY MEASURES SHALL BE PERMANENTLY

STABILIZED TO PREVENT FURTHER EROSION AND

SEDIMENTATION.

4) WHENEVER A SLOPE FACE HAS WATER SEEPING FROM IT,

ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE

PROVIDED TO ENSURE THE SAFETY AND STABILITY OF THE

SLOPE.

5) ANY AND ALL MATERIAL TRANSPORTED ONTO A PUBLIC OR

PRIVATE ROAD SURFACE WILL BE REMOVED THOROUGHLY AT

THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM

THE ROAD BY SHOVELING OR SWEEPING AND TRANSPORTED

TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING

SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN

THIS MANNER.

6) CONSTRUCTION TRAFFIC SHALL BE LIMITED TO ACCESS

ROADS. ALL TRAFFIC IS PROHIBITED FROM CROSSING

DRAINAGE SWALES AND STREAMS, EXCEPT WHERE

ABSOLUTELY NECESSARY.

DEWATERING OPERATIONS MUST PROVIDE APPROPRIATE

EROSION AND SEDIMENT CONTROL DEVICES AND PRACTICES,

AND BE APPROVED BY THE INSPECTOR PRIOR TO THE

COMMENCEMENT OF DISCHARGE OPERATIONS. A “STOP WORK

ORDER” MAY BE ISSUED AND/OR LEGAL ACTION TAKEN FOR

NON-COMPLIANCE THE CONTRACTOR SHALL MONITOR AND

TAKE PRECAUTIONS TO CONTROL DUST, INCLUDING (BUT NOT

LIMITED TO) USE OF WATER OR CHEMICAL DUST PALLIATIVE,

LIMITING THE NUMBER OF VEHICLES ALLOWED ON-SITE,

MINIMIZING THE OPERATING SPEED OF ALL VEHICLES, ETC.

7) ALL TEMPORARY EQUIPMENT, CONSTRUCTION MATERIAL, AND

DEBRIS MUST BE REMOVED FROM THE SITE IN A LAWFUL

MANNER IN ORDER FOR CONSTRUCTION TO BE CONSIDERED

COMPLETE.

9. SEQUENCE OF CONSTRUCTION

1) NO ADDITIONAL PERMITS REQUIRED

2) MOBILIZATION.

3) SEE C-001 FOR LOCATION OF CONTRACTOR STAGING AREA.

4) AS A FIRST MEASURE PRIOR TO DEMOLITION ACTIVITIES,

INSTALL EROSION AND SEDIMENT CONTROL MEASURES

AROUND EXISTING HARDSTAND AS SHOWN ON C-001 AND

C-101. COR SHALL PROVIDE THE PHASE (C-101) WHERE

CONSTRUCTION SHALL TAKE PLACE FIRST.

5) PERFORM CLEARING AND LAND DISTURBING OPERATIONS.

6) PERFORM ROUGH GRADING OF THE SITE.

7) PERFORM FINE GRADING WHERE REQUIRED.

8) SWEEP ANY REMAINING SEDIMENT ON HARDSTAND FROM

EXISTING BULKHEAD EXCAVATION.

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C-501

US Army Corps of Engineers

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SILT FENCE SF

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MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED

TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS

REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL

STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED

AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT

FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT STABILIZATION

SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR

MORE THAN ONE (1) YEAR.

MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND

BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH

SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR

THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF

ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL

INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.

MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON

DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED.

PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED

UNTIL A GROUND COVER IS ACHIEVED THAT IS UNIFORM, MATURE

ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.

MS-4. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT

BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT

SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND-DISTURBING

ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND

DISTURBANCE TAKES PLACE.

MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN

STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY

AFTER INSTALLATION.

MS-6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND

CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE

SERVED BY THE TRAP OR BASIN.

A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE

134 CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP

SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE (3)

ACRES.

B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED

OF FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO

THREE (3) ACES SHALL BE CONTROLLED BY A SEDIMENT BASIN.

THE MINIMUM STORAGE CAPACITY OF A SEDIMENT BASIN SHALL BE

134 CUBIC YARDS PER ACRE OF DRAINAGE AREA. THE OUTFALL

SYSTEM SHALL, AT A MINIMUM, MAINTAIN STRUCTURAL INTEGRITY

OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION.

RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATION S SHALL

CORRESPOND TO A BARE EARTH CONDITION OR THOSE

CONDITIONS EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS

UTILIZED.

MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A

MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO

BE ERODING EXCESSIVELY WITHIN ONE (1) YEAR OF PERMANENT

STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE

STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.

MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL

SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR

PERMANENT CHANNEL, FLUME, OR SLOPE DRAIN STRUCTURE.

MS-9. WHENEVER WATER SEEPS FROM SLOPE FACE, ADEQUATE DRAINAGE

OR OTHER PROTECTION SHALL BE PROVIDED.

MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERATIONAL DURING

CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT-LADEN

WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST

BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.

MS-11. BEFORE NEWLY CONSTRUCTED CHANNELS OR PIPES ARE MADE

OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED

TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN

THE RECEIVING CHANNEL.

MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS

SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT

TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST

EXTENT POSSIBLE DURING CONSTRUCTION. NON-ERODIBLE MATERIAL

SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND

COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF

ARMORED BY NON-ERODIBLE COVER MATERIALS.

MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION

VEHICLES MORE THAN TWICE IN ANY SIX-MONTH PERIOD, A

TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF

NON-ERODIBLE MATERIAL SHALL BE PROVIDED.

MS-14. ALL APPLICABLE FEDERAL, STATE, AND LOCAL CHAPTERS PERTAINING

TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET.

MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED

IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED.

MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE

WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE

CRITERIA:

A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT

ONE TIME.

B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF

TRENCHES.

C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED

OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING

DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT

ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE

PROPERTY.

D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE

PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND

PROMOTE STABILIZATION.

E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH

THESE REGULATIONS.

F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.

MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED

OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE

TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED

SURFACE. WHERE SEDIMENT TRANSPORTED ONTO A PAVED OR PUBLIC

ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED

THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE

REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND

TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET

WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN

THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL

DEVELOPMENT LOTS AS WELL AS TO LARGER LAND-DISTURBING

ACTIVITIES.

MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL

BE REMOVED WITHIN THIRTY (30) DAYS AFTER FINAL SITE

STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO

LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL

PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL

AREAS RESULTING FROM THE DEPOSITION OF TEMPORARY MEASURES

SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION

AND SEDIMENTATION.

MS-19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT

SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION,

AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK

FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY

STORM OF 24-HOUR IN ACCORDANCE WITH THE FOLLOWING

STANDARDS AND CRITERIA:

A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT

SITE SHALL BE DISCHARGED DIRECTLY IN AN ADEQUATE NATURAL

OR MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER

SYSTEM. FOR THOSE SITES WHERE RUNOFF IS DISCHARGED INTO

A PIPE OR PIPE SYSTEM, DOWNSTREAM STABILITY ANALYSES AT

THE OUTFALL OF THE PIPE OR PIPE SYSTEM SHALL BE

PERFORMED.

B. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN

THE FOLLOWING MANNER:

1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL

DRAINAGE AREA TO THE POINT OF ANALYSIS WITHIN THE CHANNEL

IS ONE HUNDRED TIMES GREATER THAN THE CONTRIBUTING

DRAINAGE AREA OF THE PROJECT: OR

2) A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE

OF A 2-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT

OVERTOP CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL

BED OR BANKS.

B) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS

SHALL BE ANALYZED BY THE USE OF A 10-YEAR STORM TO

VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANK

AND BY THE USE OF A 2-YEAR STORM TO DEMONSTRATE

THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL

BED OR BANKS; AND

C) PIPES AND STORM SEWER SYSTEMS SHALL BE

ANALYZED BY THE USE OF A 10-YEAR STORM TO VERIFY

THAT STORMWATER WILL BE CONTAINED

C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY

CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT

ADEQUATE, THE APPLICANT SHALL:

1) IMPROVE THE CHANNELS TO A CONDITION WHERE A

TEN-YEAR STORM WILL NOT OVERTOP THE BANKS AND A

TWO-YEAR STORM WILL NOT CAUSE EROSION TO CHANNEL THE

BED OR BANKS; OR

2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE

THE TEN-YEAR STORM IS CONTAINED WITHIN THE

APPURTENANCES;

3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE

PRE-DEVELOPMENT PEAK RUNOFF RATE FROM A TWOYEAR STORM

TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL

OR WILL NOT CAUSE THE PREDEVELOPMENT PEAK RUNOFF RATE

FROM A TEN-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS

INTO A MANMADE CHANNEL; OR

4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT,

STORMWATER DETENTION OR OTHER MEASURES WHICH IS

SATISFACTORY TO THE VESCP AUTHORITY TO PREVENT

DOWNSTREAM EROSION.

D. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO

MAKE THE IMPROVEMENTS.

E. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING

WATERSHED CHARACTERISTICS AND THE ULTIMATE

DEVELOPMENT CONDITION OF THE SUBJECT PROJECT.

F. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES

STORMWATER DETENTION, HE SHALL OBTAIN APPROVAL FROM

THE VESCP OF A PLAN FOR MAINTENANCE OF THE DETENTION

FACILITIES. THE PLAN SHALL SET FORTH THE MAINTENANCE

REQUIREMENTS OF THE FACILITY AND THE PERSON RESPONSIBLE

FOR PERFORMING THE MAINTENANCE.

G. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO

A RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE

PLACED AT THE OUTFALL OF ALL DETENTION FACILITIES AS

NECESSARY TO PROVIDE A STABILIZED TRANSITION FROM THE

FACILITY TO THE RECEIVING CHANNEL.

H. ALL ON-SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE.

I. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE

EROSION OR SEDIMENTATION ON ADJACENT PROPERTY SHALL BE

DIVERTED TO A STABLE OUTLET, ADEQUATE CHANNEL, PIPE OR

PIPE SYSTEM, OR TO A DETENTION FACILITY.

J. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA,

INDIVIDUAL LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR

INDUSTRIAL DEVELOPMENT SHALL NOT BE CONSIDERED TO BE

SEPARATE DEVELOPMENT PROJECTS. INSTEAD, THE

DEVELOPMENT, AS A WHOLE, SHALL BE CONSIDERED TO BE A

SINGLE DEVELOPMENT PROJECT. HYDROLOGIC PARAMETERS

THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL

BE USED IN ALL ENGINEERING CALCULATIONS.

K. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS

SHALL BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON

THE PHYSICAL, CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS,

STREAMS AND OTHER WATERS OF THE STATE.

L. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR

STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE

CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR

MAN-MADE CHANNELS SHALL SATISFY THE FLOW RATE CAPACITY

AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE

CHANNELS IF THE PRACTICES ARE DESIGNED TO

i. DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER

48 HOURS;

ii. DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED

RAINFALL RESULTING FROM THE ONE YEAR, 24- HOUR STORM;

AND

iii. REDUCE THE ALLOWABLE PEAK FLOW RATE RESULTING FROM

THE 1.5, 2, AND 10-YEAR, 24-HOUR STORMS TO A LEVEL THAT IS

LESS THAN OR EQUAL TO THE PEAK FLOW RATE FROM THE SITE

ASSUMING IT WAS IN A GOOD FORESTED CONDITION, ACHIEVED

THROUGH MULTIPLICATION OF THE FORESTED PEAK FLOW RATE

BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF

VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED

CONDITION DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN

ITS PROPOSED CONDITION, AND SHALL BE EXEMPT FROM ANY

FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR

NATURAL OR MAN-MADE CHANNELS AS DEFINED IN ANY

REGULATIONS PROMULGATED PURSUANT TO § 10.1-562 OR

10.1-570 OF THE ACT.

M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW

RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 10.1-561 A OF

THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY

COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE

STORMWATER MANAGEMENT ACT (§ 10.1-603.2 ET SEQ. OF THE CODE

OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH

LAND-DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH

4VAC50-60-48 OF THE VIRGINIA STORMWATER MANAGEMENT

PROGRAM (VSMP) PERMIT REGULATIONS.

N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET

OUT IN 4VAC50-60-66 OF THE VIRGINIA STORMWATER MANAGEMENT

PROGRAM (VSMP) PERMIT REGULATIONS SHALL BE DEEMED TO

SATISFY THE REQUIREMENTS OF MINIMUM STANDARD 19.

EROSION AND SEDIMENT CONTROL MINIMUM STANDARDS

US Army Corps of Engineers

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AutoCAD SHX Text

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

AutoCAD SHX Text

FENDER END TREATMENT

AutoCAD SHX Text

C8 WALE

AutoCAD SHX Text

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

AutoCAD SHX Text

FENDER SYSTEM

AutoCAD SHX Text

EXIST. LOW STRENGTH CONC FILL AT CLOSURE

AutoCAD SHX Text

FENDER ANCHOR RODS

AutoCAD SHX Text

UPPER AND LOWER TIMBER WALES CONT AT LAST PILE TYP

AutoCAD SHX Text 1-1/4" 316 STAINLESS SHOULDER EYE BOLT, ASSEMBLE BEFORE ERECTION, TYP. RECESS TOP WALE 4" AT SHOULDER BOLT.

AutoCAD SHX Text

(TYP UPPER AND LOWER WALES)

AutoCAD SHX Text A

AutoCAD SHX Text S101

AutoCAD SHX Text S501

AutoCAD SHX Text B

AutoCAD SHX Text S101

AutoCAD SHX Text S501

AutoCAD SHX Text 12"x12" CHOCK FIT TIGHT BETWEEN PILES

AutoCAD SHX Text 4"x10" BLOCKING

AutoCAD SHX Text

THREADED RODS TYP SEE NOTES

AutoCAD SHX Text

C PILE AT C TIE ROD (NOT SHOWN) TYP

AutoCAD SHX Text L

AutoCAD SHX Text

16" TIMBER PILE TYP

AutoCAD SHX Text 12"x12" TIMBER WALE SHIP LAP CONT AT PILES

AutoCAD SHX Text

2-C8 X 18.75 WALES AT UPPER AND LOWER TIMBER WALES

AutoCAD SHX Text P "x3"x3" TYP BOTH ENDS ALL RODS12"x3"x3" TYP BOTH ENDS ALL RODS

AutoCAD SHX Text P "x20"x6" TYP BOTH CHANNELS12"x20"x6" TYP BOTH CHANNELS

AutoCAD SHX Text L

AutoCAD SHX Text

BOLTS @ 6'-0" OC TYP CENTERED BETWEEN SPLICE PLATES

AutoCAD SHX Text

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

AutoCAD SHX Text

CLEAT SECTION

AutoCAD SHX Text C

AutoCAD SHX Text S101

AutoCAD SHX Text S501

AutoCAD SHX Text

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

AutoCAD SHX Text

CLEAT PLAN

AutoCAD SHX Text

(FENDER SYSTEM, SLAB REINFORCEMENT NOT SHOWN)

AutoCAD SHX Text D

AutoCAD SHX Text S101

AutoCAD SHX Text S501

AutoCAD SHX Text

AutoCAD SHX Text 1.5

AutoCAD SHX Text

TYP

AutoCAD SHX Text

#4 HAIRPIN (HALF SCALE)

AutoCAD SHX Text 5"

AutoCAD SHX Text 20"

AutoCAD SHX Text 24"

AutoCAD SHX Text

CLEAT NOTES

AutoCAD SHX Text

1. CLEATS SHALL BE RATED FOR A MINIMUM CLEATS SHALL BE RATED FOR A MINIMUM 10,000LB ALLOWABLE LOAD. CLEAT MATERIAL SHALL BE EITHER CAST ALUMINUM OR DUCTILE IRON. IF CLEAT DIMENSIONS DIFFER FROM THOSE SHOWN IN DETAIL E/S501, PROVIDE DIMENSIONS OF ALTERNATE CLEAT TO DESIGNER OF RECORD FOR REVIEW AND APPROVAL. 2. ANCHOR RODS FOR CLEATS TO BE ASTM ANCHOR RODS FOR CLEATS TO BE ASTM F1554 Gr105 OR ASTM A193 Gr B7, 5/8" DIAMETER, WITH F436 HARDENED WASHERS, AND NUTS TO MATCH BOLT GRADE. 3. ANCHOR RODS MUST BE CAST IN PLACE, NOT ANCHOR RODS MUST BE CAST IN PLACE, NOT POST INSTALLED. HAIRPIN TO BE LOCATED AS CLOSELY AS POSSIBLE TO ANCHOR RODS.

AutoCAD SHX Text 5/8 CHAIN WITH ANCHOR SHACKLE TYP, SEE SPECIFICATIONS. ADJUST FOR 2'-0" TOTAL SAG.

AutoCAD SHX Text SINGLE ROW ELASTOMERIC FENDER TYP SUSPENDED FROM UPPER TIMBER WALE SEE SPECIFICATIONS

AutoCAD SHX Text

UPPER TIMBER WALE SHOWN THIS SIDE

AutoCAD SHX Text

LOWER TIMBER WALE SHOWN THIS SIDE (ELASTOMERIC FENDER NOT SHOWN)

AutoCAD SHX Text

ELASTOMERIC FENDER AND HARDWARE SEE A/S-501 TYP

AutoCAD SHX Text

AB 5/8"MIN TYP

AutoCAD SHX Text

SCALE:3" = 1'-0"

AutoCAD SHX Text

CLEAT MINIMUM REQUIREMENTS

AutoCAD SHX Text E

AutoCAD SHX Text S501

AutoCAD SHX Text NOTE: CONTRACTOR TO PROVIDE CLEATS PER THE REQUIREMENTS SPECIFIED ABOVE. CONTRACTOR SUPPLIED CLEATS THAT DIFFER FROM SPECIFIED REQUIREMENTS SHALL BE SUBMITTED TO DESIGNER OF RECORD FOR REVIEW & APPROVAL.

AutoCAD SHX Text

CLEAT PLAN

AutoCAD SHX Text

CLEAT SECTION

AutoCAD SHX Text

TYPICAL EXISTING SHEETPILE

AutoCAD SHX Text

TYPICAL SHEET PILE PENETRATION

AutoCAD SHX Text

REPAIR AREA - SEE NOTES

AutoCAD SHX Text

SCALE:1" = 1'-0"

AutoCAD SHX Text

SHEET PILE REPAIR AREA DETAIL

AutoCAD SHX Text F

AutoCAD SHX Text S501

AutoCAD SHX Text NOTE: 1. TORCH CUT REPAIR AREA AS SHOWN TORCH CUT REPAIR AREA AS SHOWN 2. PROVIDE A36 STEEL PATCH PLATE AT REPAIR AREA PROVIDE A36 STEEL PATCH PLATE AT REPAIR AREA 3. BEVEL WELD PATCH PLATE TO SHEET PILE BEVEL WELD PATCH PLATE TO SHEET PILE 4. PROVIDE TOUCH UP PAINT AS REQUIRED PROVIDE TOUCH UP PAINT AS REQUIRED 5. 40 REPAIR LOCATIONS MAY BE ASSUMED FOR ESTIMATION 40 REPAIR LOCATIONS MAY BE ASSUMED FOR ESTIMATION PURPOSES. ADDITIONAL REPAIR LOCATIONS MAY BE DISCOVERED AFTER FENDER SYSTEM REMOVAL.

Sheets and Views

C001-C-502

C-002.pdf

Sheets and Views

C-002

S-101.pdf

Sheets and Views

S-101

S-501.pdf

Sheets and Views

S-501

	2021-05-12T06:41:46-0400
CHA.JI YOUNG.1538663081

	2021-05-13T14:39:05-0400
EDMONSON.AARON.GLENN.1046220133

	2021-05-18T11:54:42-0400
FROMME.CHERYL.L.1088650537

File details come from the government source that posted it. Updated May 26, 2021.