240209_JMU Steam Line MH30-31_Construction Drawings.pdf

PDF 13 MB Posted Feb 27, 2024

Attached to: IFB 23-449314-001 MH-30 to MH-31 Piping Replacement
Solicitation number: 60200
Issued by: Harrisonburg City, Virginia

About this file

Written by GovTribe AI · Apr 2, 2024

The document provided contains the construction drawings for the IFB 23-449314-001 MH-30 to MH-31 Piping Replacement project in Harrisonburg, Virginia. This project involves the demolition and replacement of approximately 647 LF of 10a HP steam and 4a condensate return direct buried piping, modifications to piping and valves in steam vaults, site demolition and restoration, and other related work as specified in the Contract Documents.

The project is being solicited by the City of Harrisonburg, Virginia. No additional details are provided regarding the response dates, due dates, site visits, bidder's meetings, award dates, or contract term and renewal options.

View the file

Other files

File	Type	Posted
NOTICE OF IFB 23-449314-001.pdf	PDF	Feb 27, 2024
240209_JMU Steam Line MH30-31_Project Manual_CD.pdf	PDF	Feb 27, 2024
Intent to Award to Riddleberger Brothers, Inc.	—	Feb 27, 2024
parkingmap.pdf	PDF	Feb 27, 2024
Bid Form.doc	DOC document	Feb 27, 2024
Award to Riddleberger Bros.	—	Feb 27, 2024
dgs-30-272_pre-bid_question_form.doc	DOC document	Feb 27, 2024

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CONCRETE SIDEWALK

E UG

UGE

12" D.I.P.

6" D

UGE

12" RCP

UGE

INVERT IN:1306.66'

12" D.I.P. SS

54" RCP SD

INV. OUT 12" RCP: 1305.06'

SD MH TOP: 1309.90'

54" RCP

UGE

5' X 5'

BOX CULVERT

UGE

5' X 5'

BOX CULVERT

TWIN 5' X 5' BOX CULVERTS

INVERT IN: 1308.0'

PROP UGE

54" RCP SD

BLUESTONE DRIVE

ZS3

UGE

GH4

GH3

GH2

GH1

ZS3

GH1

GH3

UGE

APC

ZS13

UGE

SH1

F LOT

COMM

COMM COMM

COMM

COMMCOMM

COMM

GH1

UGE

UGEUGE

UGE

UGE UGE

UGE

1312 1313 1314

LANDSCAPE AREA

STEAM

6" CHWS

6" CHWR

GRASS

CONCRETE

WAL

CONCRETE SIDEW

ALK

STEPS

DOUBLE SWING GATE

AIR COOLED CHILLER

EMERGENCY

GENERATOR

FENCE

CURB

" R

CP 15" RCP

" R

12" RCP

15" RCP

18" RCP

12" HDPE

15" DOME GRATE

15" BASIN - SOLID TOP

DI-3B

DI-1

DI-3B

FLUSH CURB &

DETECTABLE WARNING

OWERBED

GODWIN HALL

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

123456

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ISSUED FOR

CONSTRUCTIO

REMOVE CURB AND GUTTER

SEE NOTE 1

DEMOLITION NOTES:

1. SAWCUT AND REMOVE CURB AND GUTTER TO NEAREST JOINT

2. SAWCUT AND REMOVE CONCRETE SIDEWALK/SWALE TO NEAREST JOINT. DEMOLITION

EXTENTS ARE APPROXIMATE ONLY. CONTRACTOR IS TO VERIFY JOINT LOCATIONS

PRIOR TO DEMOLITION.

3. SAWCUT AND REMOVE ASPHALT PAVEMENT TO THE FULL DEPTH PAVEMENT AND

REMOVE AGGREGATE SUBBASE. PRESERVE 12" WIDE BENCHES ON EITHER SIDE OF

UTILITY TRENCH PER DETAIL A, SHEET C-501.

4. REFER TO MECHANICAL SHEETS MSD101 AND MSD102 FOR MECHANICAL DEMOLITION

5. CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF UNDERGROUND UTILITIES PRIOR

TO EXCAVATION.

REMOVE CURB AND GUTTER

SEE NOTE 1

REMOVE CONCRETE SIDEWALK RAMP

WITH DETECTABLE WARNING SURFACE

SEE NOTE 2

REMOVE CURB AND GUTTER

SEE NOTE 1

REMOVE CURB AND GUTTER

SEE NOTE 1

REMOVE CURB AND GUTTER

SEE NOTE 1

REMOVE CURB AND GUTTER

SEE NOTE 1

REMOVE CONCRETE SWALE

SEE NOTE 2REMOVE FLUSH CURB WITH

DETECTABLE WARNING

SEE NOTE 1

DEMOLISH CURB

SEE NOTE 1

PROTECT CURB AND GUTTER

SAWCUT AND REMOVE ASPHALT PAVEMENT

SEE NOTE 3

SAWCUT AND REMOVE ASPHALT PAVEMENT

SEE NOTE 3

SAWCUT AND REMOVE ASPHALT PAVEMENT

SEE NOTE 3

SAWCUT AND REMOVE ASPHALT PAVEMENT

SEE NOTE 3

DEMOLISH CONCRETE

SIDE WALK

SEE NOTE 2

0 10' 20' 40'

SCALE: 1" = 20'

IF THIS DRAWING IS REDUCED,

GRAPHIC SCALE MUST BE USED.

SAWCUT AND REMOVE

ASPHALT SIDEWALK

MH-30

MH-31A

REMOVE AND STORE LIGHT POLES

DEMOLISH BASES

DO NOT DISTURB BIORETENTION AREA

REMOVE AND STORE DOUBLE

SWING GATES, GATE POST,

AND GATE POST SUPPORT

REMOVE AND STORE METAL FENCE

REMOVE CONCRETE SIDEWALK

SEE NOTE 2

LIMITS OF DISTURBANCE

LEGEND

LIMITS OF DISTURBANCE

UTILITY DEMOLITION

CONCRETE PAVEMENT DEMOLITION

ASPHALT PAVEMENT DEMOLITION

REMOVE ASPHALT PAVEMENT

SAWCUT AND REMOVE ASPHALT PAVEMENT

SEE NOTE 3

MH-31

MH-31B

TREES REMOVED BY JMU

REMOVE EX 3" CONDENSATE LINE

PROTECT EX 6" STEAM LINE

REMOVE EX 10" STEAM LINE

REMOVE EX 4" CONDENSATE LINE

LIMITS OF DISTURBANCE

FAH

WRM

FAH

CD101

EXISTING CONDITIONS AND

DEMOLITION

REMOVE

FLOWERBED

DEMOLISH CONCRETE SIDE WALK

SEE NOTE 2

MULCH

EQUIPMENT AND PAD

DEMOLISH PAD AND COORDINATE

EQUIPMENT STORAGE WITH JMU

REMOVE AND STORE LIGHT POLE

DEMOLISH BASE

CONCRETE SIDEWALK

E UG

UGE

12" D.I.P.

6" D

UGE

12" RCP

UGE

INVERT IN:1306.66'

12" D.I.P. SS

54" RCP SD

INV. OUT 12" RCP: 1305.06'

SD MH TOP: 1309.90'

54" RCP

UGE

5' X 5'

BOX CULVERT

UGE

5' X 5'

BOX CULVERT

TWIN 5' X 5' BOX CULVERTS

INVERT IN: 1308.0'

PROP UGE

54" RCP SD

BLUESTONE DRIVE

ZS3

UGE

GH4

GH3

GH2

GH1

ZS3

GH1

GH3

UGE

APC

ZS13

UGE

SH1

F LOT

COMM

COMM COMM

COMM

COMMCOMM

COMM

GH1

UGE

UGEUGE

UGE

UGE UGE

UGE

1312 1313 1314

LANDSCAPE AREA

STEAM

6" CHWS

6" CHWR

GRASS

CONCRETE

WAL

CONCRETE SIDEW

ALK

STEPS

DOUBLE SWING GATE

AIR COOLED CHILLER

EMERGENCY

GENERATOR

FENCE

CURB

" R

CP 15" RCP

" R

12" RCP

15" RCP

18" RCP

12" HDPE

15" DOME GRATE

15" BASIN - SOLID TOP

DI-3B

DI-1

DI-3B

FLUSH CURB &

DETECTABLE WARNING

OWERBED

GODWIN HALL

SAF

x x

SAF

TS MU

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

123456

O N

U N

M A

N D

C O

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ISSUED FOR

CONSTRUCTIO

REPLACE CURB AND GUTTER

SEE NOTE 1

GENERAL NOTES:

1. SAWCUT AND REPLACE CURB AND GUTTER TO NEAREST JOINT.

2. SAWCUT AND REPLACE CONCRETE SIDEWALK/SWALE TO NEAREST JOINT. PLAN EXTENTS ARE

APPROXIMATE ONLY.

3. MILL AND RESURFACE ASPHALT PAVING MIN. 12 INCHES, OR AS DIRECTED BY JMU, OFFSET

FROM FULL DEPTH SAWCUT FOR UTILITY TRENCH.

4. REPAINT PARKING LOT STRIPES TO EXISTING CONDITION.

5. COORDINATE PERMANENT LANDSCAPING WITH JMU.

6. PAVEMENT MUST BE SWEPT FOR DIRT AND CONSTRUCTION DEBRIS AT THE END OF EVERY

WORKDAY.

7. CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF UNDERGROUND UTILITIES PRIOR TO

EXCAVATION.

REPLACE CURB AND GUTTER

SEE NOTE 1

REPLACE CONCRETE SIDEWALK RAMP

WITH DETECTABLE WARNING SURFACE

SEE NOTE 2

REPLACE CURB AND GUTTER

SEE NOTE 1

REPLACE CURB AND GUTTER

SEE NOTE 1

REPLACE CURB AND GUTTER

SEE NOTE 1

REPLACE CURB AND GUTTER

SEE NOTE 1

REPLACE CONCRETE SWALE

SEE NOTE 2

REPLACE FLUSH CURB WITH

DETECTABLE WARNING

SEE NOTE 1

REPLACE CURB

SEE NOTE 1 AND DETAIL D, SHEET C-501

PROTECT CURB AND GUTTER

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

REPLACE CONCRETE

SIDE WALK

SEE NOTE 2 AND

DETAIL B, C-501

EROSION AND SEDIMENT CONTROL LEGEND

0 10' 20' 40'

SCALE: 1" = 20'

IF THIS DRAWING IS REDUCED,

GRAPHIC SCALE MUST BE USED.

3.31 TEMPORARY SEEDING TSTS

3.07 STORM DRAIN

INLET PROTECTION IP

3.05 SILT FENCE X XXSF

3.38 TREE PRESERVATION

AND PROTECTION TPTP

3.35 MULCHING MUMU

MH-30

MH-31B

REINSTALL LIGHT POLES

PROVIDE CONCRETE BASE

PER DETAIL E, C-501

DO NOT DISTURB BIORETENTION AREA

REINSTALL DOUBLE SWING

GATES, GATE POST, AND

GATE POST SUPPORT

REINSTALL METAL FENCE

10" STEAM AND 4" CONDENSATE LINES

SEE MECHANICAL

3.33 SODDING SOSO

REPLACE CONCRETE SIDE WALK

SEE NOTE 2 AND DETAIL B, C-501

TEMPORARY SAFETY FENCE

LEGEND

LIMITS OF DISTURBANCE

STEAM PIPE

CONCRETE PAVEMENT

ASPHALT PAVEMENT (STANDARD)

3.01 SAFETY FENCE SAF

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

REPLACE ASPHALT PAVEMENT

SEE NOTE 3 AND DETAIL A, C-501

INSTALL INSULATION ABOVE MH-31

SEE MECHANICAL

FAH

WRM

FAH

C-101

CIVIL SITE PLAN

MH-31MH-31A

REPLACE CONCRETE SIDE WALK

SEE NOTE 2 AND DETAIL B, C-501

NEW EQUIPMENT PAD. REINSTALLED STORED

EQUIPMENT. COORDINATE WITH JMU

REPLACE MULCH

SAF

EXCAVATE TO ALLOW REPAIRS TO LINK SEALS

JMU TO PERFORM REPAIRS

VERIFY DEPTH AND LOCATION OF

UNDERGROUND COMMUNICATION LINES PRIOR

TO EXCAVATION

REPLACE ASPHALT SIDEWALK

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

123456

O N

U N

M A

N D

C O

N D

M H

-3

H -3

U P

R O

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O . 2

-0

2/9/2024

230214.00

O N

G , V

M R

K D

N D

M U

S C

L in eR ep l M H

-3

D ra w in gs

C iv il\ Sh ee ts

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N at io nw id e

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ISSUED FOR

CONSTRUCTIO

FAH

WRM

FAH

C-401

EROSION & SEDIMENT

CONTROL NARRATIVE

I. PROJECT DESCRIPTION

THIS PROJECT INVOLVES THE DEMOLITION AND REPLACEMENT IN THE SAME TRENCH OF THE EXISTING STEAM AND CONDENSATE LINE FROM MH-30 TO MH-31 AND THE DEMOLITION AND REPLACEMENT IN THE SAME TRENCH OF THE EXISTING CONDENSATE LINE BETWEEN MH-31A AND MH-31B. THE PIPING, EXPANSION JOINTS, AND VALVES INSIDE MH-30 AND MH-31 WILL BE RE-INSULATED. THE PROJECT IS ON THE CAMPUS OF JAMES MADISON UNIVERSITY IN HARRISONBURG, VIRGINIA. THE

PROJECT INVOLVES APPROXIMATELY 0.1 ACRES OF LAND DISTURBANCE.

II. EXISTING SITE CONDITIONS

THIS SITE CONSISTS OF A MIX OF ASPHALT, CONCRETE, AND LANDSCAPED AREA. NEW UTILITIES WILL BE INSTALLED BY OPEN

CUT TRENCHING. THE SITE GENERALLY DRAINS TO THE WEST.

III. ADJACENT PROPERTIES

THE PROJECT SITE IS ENTIRELY WITHIN THE JAMES MADISON UNIVERSITY CAMPUS.

IV. OFF-SITE AREAS

UNSUITABLE MATERIAL WILL BE HAULED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER. THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION AND SEDIMENT CONTROL PLAN TO THE EROSION AND SEDIMENT CONTROL REGULATOR PERTAINING TO OFF-SITE DISTURBED AREAS (IF ANY SUCH AREAS ARE REQUIRED) SUCH AS STOCKPILES, STAGING

AREAS, AND SPOIL AREAS THAT ARE USED FOR THIS PROJECT.

V. SOILS

ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON THE URBAN SOIL TYPE.

THIS MAP UNIT CONSISTS OF AREAS WHERE MORE THAN 80 PERCENT OF THE SURFACE IS COVERED BY ASPHALT, CONCRETE, BUILDINGS, OR OTHER IMPERVIOUS SURFACES. THESE AREAS ARE PARKING LOTS, SHOPPING CENTERS, BUSINESS CENTERS, INDUSTRIAL PARKS, SCHOOL COMPLEXES, AND AIRPORTS. URBAN LAND DOES NOT RECEIVE ANY RATINGS. FACTOR IS 4.

VI. CRITICAL AREAS

NO CRITICAL AREAS ARE IDENTIFIED AND ADDRESSED BY THIS EROSION AND SEDIMENT CONTROL PLAN. STANDARD CARE WILL

BE TAKEN TO PROVIDE PROTECTIVE MEASURES FOR DISTURBED AREAS.

VII. EROSION AND SEDIMENT CONTROL MEASURES

ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND JAMES MADISON UNIVERSITY ANNUAL STANDARDS & SPECIFICATIONS FOR ESC & SWM. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE LATEST EDITION OF THE VIRGINIA DEPARTMENT OF

TRANSPORTATION'S ROAD AND BRIDGE STANDARDS.

A. STRUCTURAL PRACTICES

1. SAFETY FENCE (SAF), SPEC. 3.01: A SAFETY FENCE SHALL BE PROVIDED AS SHOWN ON THE PLANS TO PROHIBIT ACCESS

BY THE PUBLIC.

2. SILT FENCE (SF), SPEC. 3.05: SILT FENCE BARRIERS MUST BE PROVIDED WHERE SHOWN AND AS NEEDED TO PREVENT

SEDIMENT FROM LEAVING THE SITE.

3. STORM DRAIN INLET PROTECTION (IP), SPEC. 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED FOR INLETS AS

SHOWN ON THE PLANS.

B. VEGETATIVE PRACTICES

1. TEMPORARY SEEDING (TS), SPEC. 3.31: TEMPORARY SEEDING SHALL BE PROVIDED ON SITE TO PROVIDE STABILIZATION

UNTIL SITE DEVELOPMENT OCCURS. APPLY SEED BASED ON TEMPORARY SEEDING SCHEDULE SHOWN ON THE PLANS.

2. SODDING (SO), SPEC. 3.33:

3. MULCHING (MU), SPEC. 3.35: ALL PERMANENT AND TEMPORARY SEEDING SHALL BE STRAW MULCHED IMMEDIATELY UPON

COMPLETION OF SEED APPLICATION. STRAW ON STEEP SLOPES SHALL BE ANCHORED UNLESS SEEDING WAS PROVIDED

BY MEANS OF A HYDROSEEDING, IN WHICH CASE, MULCHING IS NOT REQUIRED.

4. TREE PRESERVATION AND PROTECTION (TP), SPEC. 3.38: TREES IDENTIFIED ON THE E&S PLAN SHEET SHALL BE

PROTECTED DURING CONSTRUCTION.

C. MINIMUM STANDARDS

MS-1 STABILIZATION OF DENUDED AREAS:

PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT

DORMANT FOR MORE THAN ONE YEAR.

MS-2 STABILIZATION OF SOIL STOCKPILES:

DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES 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 PERMANENT VEGETATIVE COVER:

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 TIMING AND STABILIZATION OF SILT TRAPPING MEASURES:

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 CONCENTRATED RUNOFF DOWN CUT OR FILLED SLOPES:

STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS

IMMEDIATELY AFTER INSTALLATION.

MS-6 SEDIMENT BASINS AND TRAPS:

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 ACRES.

B. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF FLOW FROM DRAINAGE AREAS GREATER

THAN OR EQUAL TO THREE ACRES 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 THE STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF 24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS 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:

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 YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.

MS-8 CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES:

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 WATER SEEPAGE FROM A SLOPE FACE:

WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE

PROVIDED.

MS-10 STORM SEWER INLET PROTECTION:

ALL STORM SEWER INLETS THAT ARE MADE OPERABLE 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 STABILIZATION OF OUTLETS:

BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE

INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.

MS-12 WORK IN LIVE WATERCOURSES:

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. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY

NONERODIBLE COVER MATERIALS.

MS-13 CROSSING A LIVE WATERCOURSE:

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 NONERODIBLE MATERIAL

SHALL BE PROVIDED.

MS-14 APPLICABLE REGULATIONS:

ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS PERTAINING TO WORKING IN OR CROSSING LIVE

WATERCOURSES SHALL BE MET.

MS-15 STABILIZATION OF BED AND BANKS:

THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE

WATERCOURSE IS COMPLETED.

MS-16 UNDERGROUND UTILITIES:

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 THIS CHAPTER.

F. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH.

MS-17 CONSTRUCTION ACCESS ROUTES:

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 IS 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 TEMPORARY E&S CONTROL MEASURE REMOVAL:

ALL TEMPORARY EROSION AND SEDIMENT 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 VESCP 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.

MS-19 ADEQUACY OF RECEIVING CHANNELS:

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 DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW

RATE CAPACITY AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS:

A. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE SHALL BE DISCHARGED DIRECTLY INTO

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 IN QUESTION; OR

(2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A TWO-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 TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL BED OR BANKS;

AND

THAT STORMWATER WILL BE CONTAINED WITHIN THE PIPE OR SYSTEM.

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 THE CHANNEL, THE BED, OR THE 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

TWO-YEAR STORM TO INCREASE WHEN RUNOFF OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE PRE-DEVELOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORM TO INCREASE WHEN RUNOFF

OUTFALLS INTO A MAN-MADE 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 § 62.1-44.15:54 OR 62.1-44.15:65 OF THE ACT.

M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT (§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT REGULATIONS, UNLESS SUCH LAND-DISTURBING ACTIVITIES ARE IN ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS.

N. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET OUT IN 9VAC25-870-66 OF THE VIRGINIA

STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS SHALL BE DEEMED TO SATISFY THE

REQUIREMENTS OF SUBDIVISION 19 OF THIS SUBSECTION.

D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT.

1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE

REPAIRED BEFORE THE END OF EACH WORKING DAY.

2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED.

3. (SPEC. 3.01) SAFETY FENCE SHALL BE CHECKED REGULARLY FOR DAMAGE. CARE SHALL BE TAKEN TO SECURE ALL

ACCESS POINTS AT THE END OF EACH WORKING DAY.

4. (SPEC. 3.05) SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC.

SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER.

5. (SPEC. 3.07) SEDIMENT SHALL BE REMOVED FROM AROUND THE INLET PROTECTION TRAP STRUCTURE AND RESTORED TO

ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. THE TRAP STRUCTURES SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE REMAINING DRAINAGE AREA HAS BEEN

PROPERLY STABILIZED.

6. (SPEC. 3.31 & 3.32) AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE

RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED.

7. (SPEC. 3.33) DURING THE 2 TO 3-WEEK ESTABLISHMENT STAGE, SOD SHALL BE WATERED AS NECESSARY TO MAINTAIN ADEQUATE MOISTURE IN THE ROOT ZONE AND PREVENT DORMANCY OF SOD. NO MORE THAN ONE-THIRD OF THE SHOOT (GRASS LEAF) SHOULD BE REMOVED IN ANY MOWING. GRASS HEIGHT SHOULD BE MAINTAINED BETWEEN 2 AND 3-INCHES

UNLESS OTHERWISE SPECIFIED.

8. (SPEC. 3.35) WHERE EROSION OR WASHOUT IS OBSERVED IN MULCHED AREAS, ADDITIONAL MULCH SHOULD BE APPLIED.

9. (SPEC. 3.38) IF THE SOIL HAS BECOME COMPACTED OVER THE ROOT ZONE OF ANY TREE, THE GROUND SHALL BE

AERATED BY PUNCHING HOLES WITH AN IRON BAR. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE RETAINED ON THE SITE SHALL BE REPAIRED IMMEDIATELY. BROADLEAF TREES THAT HAVE BEEN STRESSED OR

DAMAGED SHALL RECEIVE A HEAVY APPLICATION OF FERTILIZER TO AID THEIR RECOVERY.

VIII. PERMANENT STABILIZATION

ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH SEEDING FOLLOWING GRADING IN ACCORDANCE WITH THE MINIMUM STANDARDS. SEEDING SHALL BE IN ACCORDANCE WITH THE TEMPORARY OR PERMANENT SEEDING SCHEDULES SHOWN ON THIS PLAN. IN ALL SEEDING OPERATIONS, TOPSOIL, SEED, FERTILIZER AND LIME SHALL BE APPLIED PRIOR TO

INSTALLATION OF MULCHING OR EROSION CONTROL BLANKETS AND MATTING.

IX. STORMWATER MANAGEMENT

MANAGEMENT OF STORMWATER RUNOFF DURING CONSTRUCTION WILL COMPLY WITH THE EXISTING VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS 9VAC25-840. THE EROSION AND SEDIMENT CONTROL PLANS INDICATE ALL ACTIVITIES AND

STRATEGIES NECESSARY TO MINIMIZE EROSION AND SEDIMENTATION DURING CONSTRUCTION.

MANAGEMENT OF STORMWATER RUNOFF AFTER CONSTRUCTION WILL COMPLY WITH THE EXISTING VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) REGULATIONS 9VAC25-870. THE STORMWATER MANAGEMENT PLANS INDICATE ALL ACTIVITIES

AND STRATEGIES NECESSARY TO COMPLY WITH THE VSMP REGULATIONS AFTER CONSTRUCTION.

X. SOIL STOCKPILES AND BORROW AREAS

FILL MATERIAL SHALL BE OBTAINED FROM AREAS OF EXCAVATION ON SITE. LOCATIONS OF SOIL STOCKPILES SHALL BE DETERMINED BY THE CONTRACTOR WITH THE APPROVAL OF THE OWNER/DEVELOPER. ALL STOCKPILES SHALL BE LOCATED OFFSITE AND PROTECTED WITH SURROUNDING SILT FENCING AND STABILIZED WITH A VEGETATIVE COVER. THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION AND SEDIMENT CONTROL PLAN FOR ALL SOILS INTENTIONALLY TRANSPORTED OFFSITE IF THE TRANSPORTED MATERIAL DISTURBS MORE THAN 10,000 SQUARE FEET IN AREA.

XI. SEQUENCE OF CONSTRUCTION

1. INSTALL EROSION AND SEDIMENT CONTROL PRACTICES AS IS PRACTICABLE.

2. CLEAR THE PLANNED DISTURBED AREA AND REMOVE DEBRIS TO A SUITABLE LOCATION.

3. INSTALL UTILITIES.

4. BRING GRADES TO DESIRED ELEVATION.

5. STABILIZE ALL DISTURBED AREAS WITH PERMANENT VEGETATION.

6. APPLY SURFACE TREATMENT AS DESIGNED.

7. EROSION CONTROL DEVICES SHALL REMAIN IN PLACE UNTIL RELEASED BY THE GOVERNING AGENCY.

8. REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES.

9. STABILIZE AREAS AFFECTED BY THE REMOVAL OF TEMPORARY E&S MEASURES.

EROSION & SEDIMENT CONTROL NARRATIVE

LIME & FERTILIZER SPECIFICATIONS:

A SOILS TEST IS REQUIRED PRIOR TO FINAL SITE STABILIZATION, TO DETERMINE LIME

AND FERTILIZER APPLICATION RATES FOR THE ESTABLISHMENT OF GRASS ON SITE.

CONTACT VIRGINIA COOPERATIVE EXTENSION OR A GEOTECHNICAL FIRM WITH SOIL

TESTING FACILITIES TO OBTAIN A SOILS REPORT FOR NUTRIENT APPLICATION.

INCORPORATION:

LIME AND FERTILIZER SHALL BE INCORPORATED INT0 THE TOP 4 INCHES OF TOPSOIL BY

DISCING OR OTHER MEANS WHENEVER POSSIBLE. FOR EROSION CONTROL, WHEN

APPLYING LIME AND FERTILIZER WITH A HYDROSEEDER, APPLY TO A ROUGH, LOOSE

SURFACE.

MULCHING:

MULCH WITH STRAW AT A RATE OF 2 TONS/ACRE OR EQUIVALENT.

TEMPORARY SEEDING SCHEDULE

PLANTING SPECIES SPECIES RATE (LBS/ACRE)

SEPT 1 - FEB 15 50/50 MIX OF ANNUAL

RYEGRASS (LOLIUM

MULTI-FLORUM) & 50 - 100

CEREAL (WINTER) RYE

(SECALE CERALE)

FEB 16 - APR 30 ANNUAL RYEGRASS

(LOLIUM MULTI-FLORUM) 60 - 100

MAY 1 - AUG 31 GERMAN MILLET (SETARIA

ITALICA) 50

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

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, V A

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ISSUED FOR

CONSTRUCTIO

FAH

WRM

FAH

C-402

EROSION & SEDIMENT

CONTROL DETAILS

SHEET FLOW INSTALLATION

(PERSPECTIVE VIEW)

POINTS A SHOULD BE HIGHER THAN POINT B.

CONSTRUCTION OF A SILT FENCE

(WITHOUT WIRE SUPPORT)

1. SET THE STAKES. 2. EXCAVATE A 4" X 4" TRENCH UPSLOPE

ALONG THE LINE OF STAKES.

3. STAPLE FILTER MATERIAL TO

STAKES AND EXTEND IT INTO

THE TRENCH.

4. BACKFILL AND COMPACT THE

EXCAVATED SOIL.

SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, Sherwood & Wyant

FLOW

MAX

DRAINAGEWAY INSTALLATION (FRONT ELEVATION)

A A B

FLOW

3" MAX

SILT FENCE

NOT TO SCALE SFPLATE 3.05-2

SPECIFIC APPLICATION

GRAVEL CURB INLET SEDIMENT

FILTER

THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN

FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO

ADJACENT STRUCTURES AND UNPROTECTED AREAS.

* GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE.

SOURCE: VA. DSWC

RUNOFF WATER

GRAVEL FILTER*

WIRE MESH

FILTERED WATER

CURB INLET

SEDIMENT

CONCRETE GUTTER

12"

STORM DRAIN INLET PROTECTION

NOT TO SCALE IPPLATE 3.07-6

SOURCE: VA. DSWC

APPEARANCE OF GOOD SOD

INCORRECT

CORRECT

SODDING

LAY SOD IN A STAGGERED

PATTERN. BUTT THE STRIPS

TIGHTLY AGAINST EACH

OTHER. DO NOT LEAVE

SPACES AND DO NOT

OVERLAP. A SHARPENED

MASON'S TROWEL IS A HANDY

TOOL FOR TUCKING DOWN THE

ENDS AND TRIMMING PIECES.

BUTTING - ANGLED ENDS

CAUSED BY THE AUTO-

MATIC SOD CUTTER MUST

BE MATCHED CORRECTLY.

ROLL SOD IMMEDIATELY

TO ACHIEVE FIRM

CONTACT WITH THE SOIL.

WATER TO A DEPTH OF

4" AS NEEDED. WATER

WELL AS SOON AS THE

SOD IS LAID.

MOW WHEN THE SOD IS

ESTABLISHED - IN 2-3

WEEKS. SET THE MOWER

HIGH (2"-3").

SHOOTS OR GRASS BLADES. GRASS

SHOULD BE GREEN AND HEALTHY,

MOWED AT A 2"-3" CUTTING HEIGHT.

THATCH - GRASS CLIPPINGS AND DEAD

LEAVES, UP TO 1/2" THICK.

ROOT ZONE - SOIL AND ROOTS. SHOULD BE

1/2"-3/4" THICK, WITH DENSE ROOT MAT FOR

STRENGTH.

SODDING

NOT TO SCALE SOPLATE 3.33-1

NOTE:

1. MIN 28-DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE 2500 PSI.

2. REFER TO CONSTRUCTION FENCE SPECIFICATIONS IN JMU DESIGN

AND CONSTRUCTION GUIDELINES, SECTION 32.1.4.

3. DOUBLE LOCK GATES WITH CONTRACTOR AND JMU SUPPLIED LOCKS

AND PROVIDE COPIES OF KEYS TO JMU POLICE.

TOP RAIL

LINE POST

CORNER POST

8'-0"

2" MAX

3'-0"

3/8" Ø TRUSS ROD

CONCRETE

BASE MIN DIA 6"

2" MESH 9 GAGE

WIRE CHAIN LINK

10'-0" MAX SPACING

CORNER SECTION

10'-0" SPACING

INTERMEDIATE SECTION

SITE RESTRICTIVE FABRIC

SCREENING

SAFETY FENCE

NOT TO SCALE SAF

SOURCE: VA, DSCW

TREE PRESERVATION AND PROTECTION

NOT TO SCALE TPPLATE 3.38-2

DRIP

LINE

TRIANGULAR BOARD FENCE

CORRECT TRUNK ARMORING

CORRECT METHODS OF TREE FENCING

FENCING AND ARMORING

SNOW

FENCE

BOARD

FENCE CORD

FENCE

PLASTIC

FENCE

NOTE:

1. REFER TO PROJECT MANUAL FOR TREE PROTECTION FENCING

SPECIFICATIONS.

JMU GENERAL EROSION AND SEDIMENT CONTROL NOTES

ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES

SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS 9VAC25-840 EROSION AND

SEDIMENT CONTROL REGULATIONS.

ES-2: THE PLAN APPROVING AUTHORITY (JMU STORMWATER COORDINATOR) MUST BE NOTIFIED AT LEAST ONE WEEK PRIOR TO THE PRE-CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO COMMENCEMENT OF LAND DISTURBING ACTIVITY AND ONE WEEK PRIOR TO FINAL INSPECTION. THE NAME OF THE CERTIFIED RESPONSIBLE LAND DISTURBER, INCLUDING THEIR CERTIFICATION NUMBER AND CONTACT INFORMATION MUST BE PROVIDED TO THE

PLAN APPROVING AUTHORITY PRIOR TO ACTUAL ENGAGEMENT IN LAND DISTURBING ACTIVITY.

ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PLACED PRIOR TO OR AS A FIRST STEP IN CLEARING.

ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND ACCESS TO THE VIRGINIA EROSION AND

SEDIMENT CONTROL HANDBOOK SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.

ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE JMU STORMWATER COORDINATOR FOR REVIEW AND APPROVAL, OR SUBMIT DOCUMENTATION THAT THE OTHER AREA IS CURRENTLY COVERED UNDER A SEPARATE

APPROVED EROSION AND SEDIMENT CONTROL PLAN.

ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.

ES-7: ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED, AFTER WHICH, UPON APPROVAL OF THE PLAN APPROVING AUTHORITY, THE CONTROLS SHALL BE REMOVED. DISTURBED SOIL AREAS RESULTING FROM THE REMOVAL OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED.

ES-8: DURING DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED FILTERING DEVICE.

ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES AT LEAST ONCE IN EVERY TWO-WEEK PERIOD AND WITHIN 48 HOURS FOLLOWING ANY RUNOFF PRODUCING STORM EVENT. THE OPERATOR SHALL INSPECT IN ACCORDANCE WITH THE CONSTRUCTION GENERAL PERMIT REQUIREMENTS WHEN APPLICABLE. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. CONTRACTOR SHALL SUBMIT EVIDENTIARIES OF INSPECTION REPORTS TO THE OWNER OR WITHIN

THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP).

ES-10: THE CONTRACTOR IS RESPONSIBLE FOR THE REMOVAL OF SEDIMENT THAT HAS BEEN TRANSPORTED ONTO PAVED OR PUBLIC ROADS. AT A MINIMUM, TRACKING SHALL BE CLEANED BY THE END OF EACH WORK DAY.

ES-11: TEMPORARY/PERMANENT STABILIZATION OPERATIONS SHALL BE INITIATED WITHIN 7 DAYS AFTER REACHING FINAL GRADE OR UPON SUSPENSION OF GRADING OPERATIONS FOR ANTICIPATED DURATION OF GREATER THAN 14

DAYS OR UPON COMPLETION OF GRADING OPERATIONS FOR A SPECIFIC AREA.

ES-12: THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING SURFACE AND AIR MOVEMENT OF DUST FROM

EXPOSED SOILS.

FINISHED GRADE

TRENCH WIDTH.

SEE MECHANICAL AND NOTE 2

ASPHALT PAVEMENT PATCH FOR STEAM PIPE TRENCH

SCALE: NOT TO SCALE

2" MIN SM-9.5AL ASPHALT SURFACE COURSE

6" LAYER OF #21A STONE

COMPACTED TO >95%

MAXIMUM PROCTOR DENSITY

12" BENCH (EACH SIDE)

SAWCUT JOINTS FULL

DEPTH OF ASPHALT

COURSES.

TACK JOINTS

SELECT BACKFILL IN LIFTS

COMPACTED TO 95%

MAXIMUM PROCTOR DENSITY.

STEAM AND CONDENSATE PIPES.

SEE DETAIL A, M-501

SAND OR FINE

GRAVEL BEDDING

NOTES:

1. ALL OPEN PAVEMENT CUTS SHALL COMPLY WITH VDOT "SPECIAL

PROVISIONS FOR PAVEMENT OPEN CUTS" GUIDELINES.

2. TRENCH WIDTH FROM MH-30 TO MH-31 = 54" MIN. TRENCH WIDTH FROM

MH-31 TO MH-31B = 42" MIN.

3. FOR TRENCHING WHERE AN EXISTING PIPE IS TO REMAIN, POSITION

TRENCH SUCH THAT BEDDING AROUND EXISTING PIPE CAN BE

ADEQUATELY RECOMPACTED.

4. REFER TO MECHANICAL DETAILS FOR TRACER WIRE AND WARNING TAPE

LOCATIONS.

FINISHED GRADE

TRENCH WIDTH.

SEE MECHANICAL AND NOTE 2

CONCRETE SIDEWALK PATCH FOR STEAM PIPE TRENCH

SCALE: NOT TO SCALE

6" MIN CONCRETE

6X6 W1.4XW1.4 WWF

6" LAYER OF #21A STONE

COMPACTED TO >95%

MAXIMUM PROCTOR DENSITY

6" BENCH (EACH SIDE)

SAWCUT JOINTS

SELECT BACKFILL IN LIFTS

COMPACTED TO 95%

MAXIMUM PROCTOR DENSITY.

STEAM AND CONDENSATE PIPES.

SEE DETAIL A, M-501

SAND OR FINE

GRAVEL BEDDING

NOTES:

1. REFER TO JMU DESIGN AND CONSTRUCTION GUIDELINES SECTION 3.2.7

2. TRENCH WIDTH FROM MH-30 TO MH-31 = 54" MIN. TRENCH WIDTH FROM

MH-31 TO MH-31B = 42" MIN.

3. FOR TRENCHING WHERE AN EXISTING PIPE IS TO REMAIN, POSITION

TRENCH SUCH THAT BEDDING AROUND EXISTING PIPE CAN BE

ADEQUATELY RECOMPACTED.

4. REFER TO MECHANICAL DETAILS FOR TRACER WIRE AND WARNING

TAPE LOCATIONS.

ASPHALT PAVEMENT

2" R

GRADE

1' -1

4000 PSI CONCRETE

1":1'

2'-0"6"

6" VDOT #21B STONE

CG-6 COMBINATION CURB & GUTTER

NOT TO SCALE

12"

6" CONCRETE CURB

SCALE: NOT TO SCALE

1/2" RADIUS

(BACK SIDE)

1" RADIUS

(FRONT SIDE)

CLASS A4

CONCRETE

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

123456

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ISSUED FOR

CONSTRUCTIO

FAH

WRM

FAH

C-501

CIVIL DETAILS

A4 S-101

A3 S-101 5

2' - 1" 1' - 6"

12' - 0"

12" WIDE CONC KNEE WALL,

SEE SECTION FOR REINF

(4) EXIST ANCHOR BOLTS

EXIST 18" WIDE CONC KNEE WALL

EXIST EXPANSION JOINT

STL BASE PLATE.

CONTRACTOR TO VERIFY

DIMENSIONS IN THE FIELD.

C12X20.7

S T

E A

M P

(2) L6X3-1/2X1/2 X 1'-5" LONG

APPROX LOCATION OF NOTCH IN

CONC KNEE WALL, CONTRACTOR TO

VERIFY DIMENSIONS IN THE FIELD

A1 S-101

REPLACE EXIST CONDENSATE PIPE

ATS AND BASE PLATE, SEE MECH.

REMOVE EXIST ANCHOR BOLTS FLUSH

TO TOP OF CONCRETE. SET NEW BASE

PLATE IN 2" NONSHRINK GROUT.

INSTALL (4) 3/4" DIA ASTM F1554

GR. 55 ANCHOR BOLTS. EMBED

6" WITH HILTI HIT-HY 200 V3

MIN

1 1/2"

MIN

5 1/2"

A3 S-101

EXIST EXPANSION JOINT

STL BASE PLATE, GROUT

PAD AND ANCHORS

#4 @8" OC, EA

WAY EA FACE

STEAM PIPE

5/16 9"

(2) L6X3-1/2X1/2

X 1'-5" LONG

DRAINPIPE, SEE

A3/S-101

A4 S-101

C12X20.7 W/ (2) 3/4" DIA HILTI

HAS ROD EMBED 8" WITH

HILTI HIT-HY 200V3

#4 DOWELS X 1'-0" LONG @

8" OC EA FACE. (OTHER

VERT AND HORIZ BARS NOT

SHOWN FOR CLARITY, SEE

SECTION A4)

SLOPE TOP

OF INFILL

(4) EXIST ANCHOR

BOLTS

STEAM PIPE,

SEE MECH

A1 S-101

L4X4X1/2 W/ (4) 7/8" DIA HILTI

HAS ROD, EMBED 8" WITH HILTI

HIT-HY 200V3

EMBEDMENT

6" MIN

(3) 2" DIA PVC

DRAINPIPES

A3 S-101

TYP

1 1/2"

5/16

C12X20.7 W/ (2) 3/4" DIA HILTI

HAS ROD EMBED 8" WITH

HILTI HIT-HY 200V3

L4X4X1/2 X 30" LONG W/ (4) 7/8"

DIA HILTI HAS ROD, EMBED 8"

WITH HILTI HIT-HY 200V3

(2) L6X3-1/2X1/2

X 1'-5" LONG

PLAN

NORTH

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

STRUCTURAL PLAN - STEAM VAULT MH-31

4'2'1'0'

DRAWN:

CHECK:

SHT. NO.

SHEET TITLE

REV. NO.

DESIGN:

DATE:

COMM NO:

123456

N a ti o n w id e D ri v e L y n c h b u rg

.1 w ile y w ils o n .c o m

E m p lo y e e -O w n e d

C U s e rs

\m le s n e r\

O n e

D ri v e

W ile y W ils o n

\D o c u m e n ts \2

E N m le s n e r6

G B

.r v t

STRUCTURAL NOTES

ABBREVIATIONS, PLANS

AND SECTIONS

J A

M E

S M

A D

N U

E R

S T

E A

M A

N D

C O

N D

E N

S A

T E

R E

P L A

C E

M E

N T

M H

-3 T

O M

H -3

J M

U P

R O

J E

C T

N O

-4

-0

SMF

MRL

02/09/2024

230214.00

S-101

MRL

H A

R R

N B

U R

G V

SCALE: 1/2" = 1'-0"S-101

A4 SECTION

SCALE: 1/2" = 1'-0"S-101

A3 SECTION

IN, " INCH

INCL INCLUDE

INFO INFORMATION

K, KIPS THOUSAND POUNDS

L LENGTH, ANGLE

LB POUND

MECH MECHANICAL

OC ON CENTER

PCF POUNDS PER CUBIC FOOT

PL PLATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCING, REINFORCED

REQ REQUIRED

REV REVISION, REVISED

SECT SECTION

SPEC(S) SPECIFICATION(S)

STL STEEL

STRUCT STRUCTURAL, STRUCTURE

TYP TYPICAL

UFC UNITED FACILITES CRITERIA

UNO UNLESS NOTED OTHERWISE

UON UNLESS OTHERWISE NOTED

w/ WITH

WF WIDE FLANGE

x BY, TIMES

& AND

= EQUAL, EQUALS

@ AT

ACI AMERICAN CONCRETE

INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

APPROX APPROXIMATELY

ASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

C CHANNEL

CIP CAST IN PLACE

CL CENTERLINE

CONC CONCRETE

DET DETAIL

DIA DIAMETER

DWG(S) DRAWINGS

DWL DOWEL

EA EACH

ELEV ELEVATION

EQ EQUAL

EQUIP EQUIPMENT

EXIST EXISTING

EXT EXTERNAL, EXTERIOR

FT, ' FOOT

Fy YIELD STRESS

IBC INTERNATIONAL BUILDING

CODE

ABBREVIATIONS:

SCALE: 3/4" = 1'-0"S-101

A1 SECTION

4'2'1'0' 4'2'1'0' 3'2'1'0'

A. GENERAL

1. STRUCTURAL GENERAL NOTES ARE INTENDED TO HIGHLIGHT OR IN SOME CASES

SUPPLEMENT PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS

FOR COMPLETE WORK COVERAGE.

2. THE FOLLOWING ANCHOR LOADS ARE COORDINATED WITH THE MECHANICAL

ENGINEERS’ BASIS OF DESIGN:

STEAM LINE= 30,924 lbf and 1354 ft*lb CONDENSATE LINE = 4,883 lbf and 785 ft*lb

NOTE — CONDENSATE LINE NOT SHOWN ON STRUC DRAWINGS.

3. THE GENERAL CONTRACTOR AND SUB-CONTRACTORS MUST DETERMINE THE

SCOPE OF THE STRUCTURAL WORK FROM THE CONTRACT DOCUMENTS TAKEN AS A

WHOLE. THE STRUCTURAL DRAWINGS MUST NOT BE CONSIDERED SEPARATELY

FOR PURPOSES OF BIDDING THE STRUCTURAL WORK. DUE CONSIDERATION MUST

BE GIVEN TO OTHER STRUCTURAL WORK OR WORK RELATED TO THE STRUCTURE,

INCLUDING NECESSARY COORDINATION DESCRIBED OR IMPLIED BY THE

MECHANICAL DRAWINGS.

4. THE REPRODUCTION OF THE STRUCTURAL CONTRACT DOCUMENTS IN ANY FASHION

AS STRUCTURAL SHOP DRAWING DOCUMENTS IS PROHIBITED.

5. SCALES NOTED IN THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY. NO

DIMENSIONAL INFORMATION MUST BE OBTAINED BY DIRECT SCALING OF THE

DRAWINGS.

6. THE GENERAL CONTRACTOR MUST SUBMIT SHOP DRAWINGS FOR ALL STRUCTURAL

ELEMENTS SHOWN ON THE CONTRACT DOCUMENTS FOR APPROVAL. THE

STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR THE STRUCTURAL

CERTIFICATION AND DESIGN OF THE PROJECT IF THE GENERAL CONTRACTOR FAILS

TO OBTAIN APPROVAL OF THE SHOP DRAWINGS. SHOP DRAWINGS ARE REVIEWED

AS A CONVENIENCE TO THE GENERAL CONTRACTOR AND ARE NOT A CONTRACT

DOCUMENT. THE GENERAL CONTRACTOR MUST STATE ON THE SHOP DRAWINGS

THAT CONTRACT DOCUMENT REQUIREMENTS HAVE BEEN MET AND THAT ALL

DIMENSIONS, CONDITIONS, AND QUANTITIES HAVE BEEN REVIEWED AND VERIFIED

AS SHOWN AND/OR CORRECTED ON THE SHOP DRAWINGS.

7. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FITTING NEW WORK WITH

EXISTING CONSTRUCTION. INFORMATION ON THE EXISTING STEAM VAULT SHOWN IN

THESE DRAWINGS WAS BASED UPON THE INFORMATION SUPPLIED TO WILEY

WILSON, INC. THIS INFORMATION IS NOT AS-BUILT DATA AND THE ACTUAL AS-BUILT

CONSTRUCTION MAY DIFFER FROM THAT REPRESENTED IN THE DRAWINGS. THE

CONTRACTOR MUST VERIFY ALL INFORMATION. VARIATIONS FROM THE DIMENSIONS

INDICATED ON THE CONTRACT DOCUMENTS MUST BE BROUGHT TO THE ATTENTION

OF THE ARCHITECT AND/OR THE STRUCTURAL ENGINEER.

8. THE METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE

RESPONSIBILITY OF THE CONTRACTOR. SUPPORTING FORMWORK FOR THE

CONCRETE CONSTRUCTION MUST NOT BE REMOVED BEFORE THE CONCRETE HAS

GAINED SUFFICIENT STRENGTH TO SAFELY SUPPORT THE DEAD AND

SUPERIMPOSED LOADS WHICH WOULD BE SUBSEQUENTLY APPLIED. THE

CONTRACTOR MUST TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND

ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.

B. CONCRETE

1. ALL CONCRETE WORK MUST BE IN ACCORDANCE WITH ACI 301, ACI 318 AND ACI 302.

2. PROVIDE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH (f’c) OF 4,500 PSI AT

28 DAYS. USE NORMAL WEIGHT AGGREGATES CONFORMING TO ASTM C33 AND TYPE

II PORTLAND CEMENT CONFORMING TO ASTM C150. CONCRETE MUST MEET THE

FOLLOWING DURABILITY EXPOSURE CATEGORIES: F2, S0, W1, C1.

3. FLY ASH CONFORMING TO ASTM C618, TYPE C OR F MAY BE USED AS TO REPLACE A

PORTION OF THE PORTLAND CEMENT IN A CONCRETE MIX. THE AMOUNT OF

PORTLAND CEMENT CONTENT MUST NOT BE LESS THAN 50 PERCENT OF THE TOTAL

AMOUNT OF CEMENTITIOUS MATERIAL IN THE MIX.

4. GROUND GRANULATED BLAST-FURNACE SLAG CONFORMING TO ASTM C989, MAY BE

USED AS TO REPLACE A PORTION OF THE PORTLAND CEMENT IN A CONCRETE MIX.

THE AMOUNT OF PORTLAND CEMENT CONTENT MUST NOT BE LESS THAN 50

PERCENT OF THE TOTAL AMOUNT OF CEMENTITIOUS MATERIAL IN THE MIX.

5. CONCRETE REINFORCEMENT BARS MUST CONFORM TO ASTM A615, GRADE 60.

REINFORCEMENT BARS MUST NOT BE TACK WELDED, WELDED, HEATED OR CUT

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

6. PROVIDE WELDED WIRE FABRIC CONFORMING TO ASTM A1064 IN FLAT SHEETS. LAP

FABRIC TWO MESHES AT SPLICES.

7. GROUT UNDER ALL COLUMN BASE PLATES AND BEAM BEARING PLATES WITH NON-

SHRINK, NON-METALLIC GROUT WHICH CONFORMS TO CORPS OF ENGINEERS

SPECIFICATION CRD-C 621-82 OR ASTM C1107.

8. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES MUST

CONFORM TO THE RECOMMENDATIONS OF ACI 315 “DETAILS AND DETAILING OF

CONCRETE REINFORCEMENT” AND ACI SP-66 “DETAILING MANUAL”. PLACING OF

REINFORCING BARS MUST CONFORM TO THE RECOMMENDATIONS OF ACI 315R

“MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE

STRUCTURES” AND CRSI “MANUAL OF STANDARD PRACTICE”.

9. MIX, TRANSPORT, AND PLACE CONCRETE PER THE RECOMMENDATIONS OF ACI 301.

10. PROVIDE CONCRETE COVER PROTECTION OF REINFORCEMENT PER ACI 318

SECTION 20.6.1.3 WITH STANDARD BAR CHAIRS AND SPACERS REQUIRED TO

MAINTAIN MINIMUM CONCRETE PROTECTION.

11. WELDING OF REINFORCEMENT BARS IS NOT PERMITTED.

12. TIE DOWELS IN PLACE BEFORE PLACING CONCRETE. DO NOT STAB OR “WET-SET”

DOWELS.

13. CHAMFER EXPOSED EDGES OF CONCRETE ¾” UNLESS OTHERWISE NOTED.

14. INSTALL AND SECURE EMBEDMENTS SUCH AS ANCHOR BOLTS AND EMBEDMENT

PLATES WITHIN SPECIFIED TOLERANCES BEFORE CONCRETE PLACEMENT.

C. STRUCTURAL STEEL

1. UNLESS NOTED OTHERWISE, STRUCTURAL STEEL MUST CONFORM TO THE

FOLLOWING:

ANCHOR BOLTS ASTM F1554, GRADE 36

WIDE FLANGE SHAPES ASTM A992-01, 50 KSI

ANGLES ASTM A36

CHANNELS ASTM A36

PLATES A36

2. DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL PER THE AISC “SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS,” THE AISC “CODE OF STANDARD PRACTICE

FOR STEEL BUILDINGS AND BRIDGES” AND THE SAFETY REQUIREMENTS OF THE

OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION AND THE LOCAL

JURISDICTION. PROVIDE TEMPORARY SEATS TO FACILITATE SAFE ERECTION.

3. PERFORM WELDING IN ACCORDANCE WITH THE AMERICAN WELDING SOCIETY

STANDARD D1.1. PROVIDE ELECTRODES FOR SHOP AND FIELD WELDS IN

ACCORDANCE WITH AWS A5.1 OR AWS A5.5, CLASS E70XX, LOW HYDROGEN. ALL

WELDS MUST USE FILLER METAL WITH A MINIMUM CVN VALUE OF 20 FT-LBS AT -20

DEGREES FAHRENHEIT.

4. ALL SHOP AND FIELD WELDING MUST BE EXECUTED BY WELDERS AND WELDING

OPERATORS WHO HAVE BEEN PREVIOUSLY QUALIFIED BY TEST AS PRESCRIBED IN

AWS D1.1 OF THE AMERICAN WELDING SOCIETY TO PERFORM THE TYPES OF WELDS

REQUIRED ON THE PROJECT.

5. ALL COPES, BLOCKS, CUT-OUTS, AND OTHER CUTTING OF STRUCTURAL MEMBERS

MUST HAVE ALL RE-ENTRANT CORNERS SHAPED, NOTCHED FREE TO A RADIUS OF

AT LEAST ½”.

6. SEE OTHER ENGINEERING DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON

THE STRUCTURAL DRAWINGS.

7. NO FABRICATION MUST PROCEED PRIOR TO SHOP DRAWING APPROVAL.

8. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE

CONTRACT DOCUMENTS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE

STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION TO BE

MADE.

9. THE CONTRACTOR MUST NOTIFY WILEY WILSON, INC. OF ANY MISFABRICATION OF

STRUCTURAL STEEL PRIOR TO ERECTION OF SAME.

10. ONE COAT OF SHOP PAINT MUST BE APPLIED TO ALL STRUCTURAL STEEL WITH THE

EXCEPTION OF AREAS TO BE WELDED.

11. STRUCTURAL STEEL CAST INTO OR IN CONTACT WITH CONCRETE MUST NOT BE

PAINTED.

D. POST INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS MUST ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS.

2. THE CONTRACTOR MUST OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD

PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR

MISPLACED CAST-IN-PLACE ANCHORS.

3. ANCHORAGE TO CONCRETE:

i. MECHANICAL ANCHORS MUST HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED AND UNCRACKED

CONCRETE RECOGNITION.

ii.ADHESIVE ANCHORS MUST HAVE BEEN TESTED AND QUALIFIED FOR USE IN

ACCORDANCE WITH ACE 355.4 AND ICC-ES AC 308 FOR CRACKED AND

UNCRACKED CONCRETE RECOGNITION.

4. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE

ANCHOR PACKAGING.

5. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS

AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN

ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE

DRAWINGS.

6. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH

SPECIFIC ANCHOR LOCATIONS.

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File details come from the government source that posted it. Updated Apr 2, 2024.