HomeMy WebLinkAboutSP202100007 Conceptual Plan 2021-03-15Jefferson Mill Hydroelectric Project
Appendix C: CONCEPTUAL PLANS
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Prepared by: Department of Community Development
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This Map is for Display Purposes Only.
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SINCE
PROJECT DESCRIPTION
In
JEFFERSON MILL DAM
THESE DRAWINGS AND DESIGN INFORMATION ARE FOR CONSTRUCTION OF THE
STRUCTURES NEEDED TO SUPPORT A HYDRAULIC POWER TURBINE INSTALLATION AT
JEFFERSON MILL. THE STRUCTURE WILL CONSIST OF ENCLOSING THE EXISTING MILL WHEEL
ROOM TO HOUSE THE TURBINE WITH NEW REINFORCED CONCRETE WALLS AND FLOOR
ALONG WITH THE PENSTOCK UPSTREAM TO A CONCRETE INLET STRUCTURE LOCATED AT THE
EDGE OF THE RIVER.
APPLICABLE BUILDING CODE: VA USBC 2012.
»_1►1111111►197W:4
1. 1.0 Project Information Sheet
2. 2.0 Site Plan
3. 3.0 Turbine Room Details
4. 4.0 Inlet & Penstock Details
5. 5.0 Eel Ladder Details
6. 6.0 E&SC Site Plan
7. 6.1 E&SC Notes and Details
DESIGN
SCOTTSVILLE, VA
- PREPARED FOR -
Natel Energy
2401 Monarch St.
Alameda, CA 94501
360-949-8554
- BY -
Froehling & Robertson, Inc.
SUBMITTALS 540-344-7939
1. Pipe
2. Valves
3. Sluice Gate -PROJECT LOCATION-
4. Pipe supports
5. Access Hatch/Ladder 724 Jefferson Mill Ln
6. Trash Rack Scottsville, VA 24590
37050'29" Lat.
78028'29" Long,
GENERAL NOTES
cowmonI
1. THE WORK SHALL INCLUDE THE FURNISHING BY THE CONTRACTOR OF ALL SUPERVISION, TRAINING, LABOR,
MATERIALS, TOOLS AND EQUIPMENT, AND THE PERFORMANCE OF ALL OPERATIONS NECESSARY FOR SITE EXCAVATION
AND GRADING, INSTALLATION OF THE NEW CONCRETE CUT-OFF WALL, EROSION CONTROL MEASURES, AND WORK
INDICATED IN THE CONTRACT DRAWINGS, SPECIFIED HEREIN, AND/OR AS DIRECTED BY THE ENGINEER.
2. THE CONTRACTOR SHALL HAVE ON THE JOB AT ALL TIMES DURING THE WORK AN EXPERIENCED SUPERINTENDENT
WHO SHALL HAVE CONTROL OVERALL ASPECTS OF THE WORK.
3. THE CONTRACTOR SHALL VISIT THE SITE AND INDEPENDENTLY VERIFY ACCESS AND WORK -RELATED RESTRICTIONS.
4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM
THE CONTRACT DRAWINGS TO THE OWNER PRIOR TO COMMENCING WORK.
5. CONTRACTOR SHALL COORDINATE ALL WORK WITH OTHER WORK SHOWN ON ALL OTHER DRAWINGS.
6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT
LIMITED TO, DEWATERING, SHORING AND TEMPORARY BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY
MEASURES TO ENSURE THE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.
7. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' WRITTEN INSTRUCTIONS AND
RECOMMENDATIONS, UNLESS NOTED OTHERWISE.
8. IF CERTAIN FEATURES ARE NOT SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS, THEIR CONSTRUCTION SHALL
BE OF THE SAME CHARACTER FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR WITH APPROVAL OF THE
ENGINEER
9. THERE ARE NO GUARANTEED QUANTITIES ASSOCIATED WITH THIS WORK.
10. DEMOBILIZATION INCLUDES REMOVAL OF ALL TRASH, DEBRIS, EQUIPMENT, SUPPLIES, AND RESTORATION OF
DISTURBED AREAS TO SATISFACTORY CONDITIONS.
11. CONTRACTOR SHALL PROVIDE A RECORD SET OF AS -BUILT DRAWINGS UPON COMPLETION OF CONSTRUCTION.
DRAWINGS SHALL BE PROVIDED IN ELECTRONIC FORMAT COMPATIBLE WITH AUTOCAD. SURVEY SHALL PERFORMED BY
REGISTERED LAND SURVEYOR LICENSED IN THE STATE OF VIRGINIA.
648
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General Notes
No.I Revision/Issue
Date
SINCE
1�
1881R
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
g COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
OOoO/( O0
o
aO
Jefferson Mill
Dam Design
Scottsville, VA
Proj ect
Information Sheet
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
OR.
KHH
CHK.
DAK
REV.
PROJECI
62Y-0257
SHE£I
1
OAIE
March, 2021
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General Notes
1. STRUCTURAL FILL: 95% MAX DRY
DENSITY ±3%OF OPT. MOISTURE,
GREEN AREA: 85% MAX DRY DENSITY
±5% OF OPT. MOISTURE, ALL LIFTS SHALL
BE 8" MAX. BEFORE COMPACTION.
2. CONTRACTOR SHALL EXERCISE CARE IN
ALL TREE CLEARING EFFORTS TO
MINIMIZE CLEARING TO ONLY TREES
REQUIRED TO PERFORM WORK AND
SATISFY DESIGN REQUIREMENTS.
3. PROVIDE FLOWABLE FILL UNDER
PENSTOCK WHEN ON TOP OF BEDROCK.
No.I Revision/Issue I Date
SINCE
,
1881
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
@ COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
' O�
O,
O �O
Jefferson Mill
Dam Design
Scottsville, VA
Site Plan
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
DR
KHH
CHK.
DAK
REV.
PROJECT
62Y-0257
SHLLI
290
DAIS
March, 2021
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3.0
6FTX 8 FT TURBINE
ACCESS HATCH COVER
MANHOLE SHALL BE FIELD LOCATED
_AEXISTING MILLJ�����
U C BUILDING
30"0 MANW W ACCESS TURBINE
48 90° ELBOW HATCH AND ADDER VIES
C �� 1 ROOM NEW CONCRETE — —
LINER WALL 3 SI
;C::� \ (MIN 6" THICK) 4
o; u \ T
0 I II
.� J J
48" ADJUSTABLE
COUPLER
NATEL ENERGY T RBINE
WITH DRAFT TUB _ _ #5 REBA @ 8" O.C.
IPE SUPPORT STAND "48"0 OUTLET PIPE L — —
j L— L-
OUTLET
(4'-0" ASSUMED)
TURBINE ROOM STRUCTURAL PLAN
3" SUMP OUTLET
WITH CHECK VALVE
2
3.0
OVERHANG
WITH DRIP
GROOVE
Le NEW CONCRETE LINER 00 8 DECK SLAB UPSTREAM CONCRETE
CLOSURE WALL
=; WALL (MIN 6" THICK) 480" OUTLET PIPE NATEL ENERGY TURBINE #5 REBAR @ 8" O.C.
320 PIPE SUPPORT STAND WITH DRAFT TUBE (TYP VERT & HORIZ)
WWF 6x6 D20xD20M;
48"0 ADJUSTABLE
[ COUPLER REMOVE EXISTING
UPSTEAM STONE WALL
CL OF PIPE/TURBINE
48 90° ELBOW AT ELEV. 315.0
6
r 2.0
315 I111
1 310
305
4'-0"
TOP OF EXISTING OUTLET
OPENING - ELEV. 311.0 4' 0" MIN
3" SUMP OUTLET
WITH CHECK VALVE
EXCAVATE DOWN 5' 0" MIN
TO ELEV. 306.
TURBINE ROOM ELEVATION VIEW
"N/2" ADDITIONAL BARS EACH FACE (TYP)
LENGTH = "W" + 2 SPLICE LENGTHS
3" (TYP)
IIWII
N = NUMBER OF BARS
11i2,A CUT-OFF BY OPENING
2�s/ 9
(2) BARS EACH FACE (TYP) @ 6"
SIZE TO MATCH MINIMUM REINFORCING
LENGTH = 60 BAR DIA. (MINIMUM = 4'-0")
WALL PENETRATION REINFORCING DETAIL
Not to Scale
w
7ELEV.
INISH FLOOR ROCK TO BE EXCAVATED
POTENTIAL 312.0 0
ROCK SURFACE FOR OUTLET
1% SLOPE TO SUMP)
rBE
ECTED ROCK TO BE THICKENED SLAB TO SUPPORT
VATED FOR OUTLET WWF 6x6 D20xD20 TURBINE AND HEADWALL
NCRETE SHALL
ROUND ELBOW
D POUR STRUCTURAL CONCRETE TO SUPPORT
DOWNSTREAM END OF THE ELBOW SO THAT CL OF THE
UPSTREAM END ALIGNS AT ELEV. 315.0
48"0 OUTLET
WITH ELBOWS
315 J ( .
BASEMENT OF
MILL BUILLING
PIPE SUPPORT STAND
310 MASS CONCRETE SHALL BE
POURED IN BOTTOM OF SPACE ;
TO ESTABLISH A LEVEL FLOOR ;
AT ELEV. 312.0 ;
48"0 900 ELBOW /
TURBINE ROOM OUTLET DETAIL
0
DOOR THRESHOLD
ELEV. 325.8
325
TOP OF WALL
ELEV. 323.0
BASEMENT FFE
ELEV. 321.33
36110
PENSTOCK
CONDUIT
3.0
320
016i
310 J
CONCRETE SHALL BE POURED IN
BOTTOM OF SPACE TO ESTABLISH
A LEVEL FLOOR AT ELEV. 312.0 —
AS REQ'D
STEEL LEDGER BEAM
6'-0" HATCH OPENING
(SEE DET. 7)
ACCESS LADDER RUNGS
CAST INTO WALL
ANTICIPATED ROCK
SURFACE
SECTION THROUGH TURBINE ROOM
Scale: 3/8" = P-0"
8" DECK SLAB
WWF 6x6 D20xD20
OVERHANG WITH
DRIP GROOVE
TOP OF WALL
ELEV. 321.5
DRIP GROOVE
^,HAMFER 1
Scale: 1/4" = P-0"
DOOR THRESHOLD
STEEL LEDGER BEAM
ELEV. 321.33
;
325
OVERHANG WITH
8" DECK SLAB DRIP GROOVE
OVERHANG
J
WITH DRIP
TOP OF WALL
— TOP OF WALL
GROOVE
ELEV. 323.0
ELEV.321.5
BASEMENT FFE
; U;
ELEV. 321.33
TOP OF DAM
36"
319.7
; ;
PENSTOCK
JELEV.
CONDUIT
320
EXTRA FLANGE
jjNG
FOR CONCRETE
EAGEMENT
7/7
T
2.0
Scale: 1/4" = P-0"
JL EXTERIOR STONE WALL
(THICKNESS VARIES)
o WWF 6x6 D20xD20
f /
o 7 ;� FINISH FLOOR
/ o ELEV. 312.0
TOP OF OPENING IN EXTERIOR
WALL AT APPROX ELEV. 311.0
TAIL WATER
ELEV. 310±
3" SUMP OUTLET WITH CHECK VALVE
ILINVERT OF CONCRETE EXCAVATE DOWN TO
ELEV. 30 i.0 (MAX) ELEV. 306.0 (MAX)
THROUGH OPENING
MASS CONCRETE MIN 6" THICK
Scale: 1/4" = P-0"
315
310
BOTTOM OF SPACE TO ESTABLISH
A LEVEL FLOOR AT ELEV. 313.0
TURBINE ROOM UPSTREAM WALL RECONSTRUCTION
1/2" GALV. STEEL PLATE
1 3/4"
1 1/2" GALV. STEEL FRAME
COMPRESSIBLE
ELASTOMERIC
HATCH SEAL
HATCH RECESS DETAIL
Scale: 2" = P-0"
Scale: 1/4" = P-0" 1
L
General Notes
%No. Revision/Issue Date
SINCE
0,
1881
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
@ COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
OOoO O�
o;o
Jefferson Mill
Dam Design
Scottsville, VA
Turbine Room
Details
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
DR
KHH
CHK.
DAK
REV.
PROILCI
62Y-0257
SHLLI
3.0
DAIS
March, 2021
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8" 0 STILLING WELL
1'-0" 10'-6" 2'-7" sr.
36"� PENSTOCK 8"0 STILLING WELL I%, 36"� PENSTOCK
CONDUIT
o SLUICE GATE OPERATOR AND STEM 06"
STD PIPE HANDRAIL
PVC ENCASED IN CONCRETE
FOR STEM (LOCATION AND
N 325 SIZE TO BE COORDINATED
WITH SLUICE GATE SUPPLIER)
o SLUICE GATE #5 REBAR @ 8 SPA (TYP) -
Ln GROUND SURFACE 1O N
— — ELEV.322± m
n
1• O
0' , TOP OF WALL -
6" BLOCKING
1 ELEV.321.5+ \i\i\i\i\i\i\i\i\ \i r
A3 CONCRETE
I I I I �i \ 1� NORMAL POOL/ 4' 2"
TOP OF DAM
\�------ — --I II ---� '\\�\�
---- — U 320 ELEV.319.7
--- �'��'/ � 3 CONCRETE CRADLE DETAIL
Scale: 3/4" = P-0"
EXTRA FLANGE
"n FOR CONCRETE 36" 0 PENSTOCK
ENGAGEMENT CONDUIT EXPECTED EXISTING
SLUICE GATE GRADE
TRASH RACK TRASH RACK
l
\//
CL OF PENSTOCK o \
CONCRETE CRADLE ELEV. 315.5
SEE DETAIL
200 — 3/4" CHAMFER ON ALL
315 CONCRETE
2 EXPOSED CORNERS
CRADLE #5 REBAR @ -
8" SPA (TYP)
O - s
Y
EXCAVATE INTAKE
AREA DOWN TO 314+
S.
310
PLAN -PENSTOCK INLET STRUCTURE o 1' z' 4' SECTION -PENSTOCK INLET STRUCTURE o 1' z' 4' TRASH RACK NOTCH DETAIL
JScale: 1/2" = P-0" Scale: 1/2" = P-0" Scale: 6" = P-0"
8" 0 PVC WITH REMOVABLE CAP 8"0 PVC WITH REMOVABLE CAP
WITH 1/4"0 AIR RELEASE VENT WITH 1/4"0 AIR RELEASE VENT
.°
WING WALL
/
NORMAL POOL/\\ 0 / NORMAL POOL/
°° TOP OF DAM/%\\ °° /�\//�\//�\j TOP OF DAM
ELEV. 319.7/\� //\//\//\// ELEV. 319.7
V/VA/ V/VA VA/AA/AA/AA
jAA%
\\/\ INVERT ELEV. 318.0\/ \\/\\/\\/\\/\\ INVERT ELEV. 318.0
-'0 PVC
8 0 PVC ELBOW 6" VD #57
8 0 PVC ELBOW STONE BEDDING
5 STILLING WELLS
Scale: 3/4" = 1'-0"
General Notes
No.I Revision/Issue
SINCE
1�
1881R
Date
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
@ COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
�OoO O�
o�o
Jefferson Mill
Dam Design
Scottsville, VA
Inlet & Penstock
Details
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
DR
KHH
CHK.
DAK
REV.
PROILCI
62Y-0257
SHLLI
4wO
DAIS
March, 2021
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USFWS R5 Fish Passage Engineering Design Criteria June 2019
control
S12 d
section
1 substrate —
Q HW s� I crest
2
^ d h
nT�C� 0 � 1 t , —
i
control section and eelway channel - -
control
section
exit structure \
dam crest z2(t _.
v
HW _
eelway channel 2 2 ft t
a 2 ft ' 5 200
dam
v
TW
entrance structure
Figure 22: Design parameters for a laterally sloped eel ramp
13.1.5 Helical Eel Ramy 1
A helical eel ramp consists of a water -retaining channel coiled around a central shaft, with
climbing substrate installed on the channel bottom. The unit is installed vertically, thereby l
connecting the headpond to the tailwater at a climbing angle equivalent to the pitch of the helix.
Initial tests of this eel pass at a hydropower project on the Saco River (Lakeside Engineering,
2014) demonstrated passage above 90% for some treatments. Engineering recommends the
following:
• Limit total vertical lift to 12 feet; lift may be extended with inclusion of resting sections;
13-7
USFWS EEL PASSAGE CRITERIA PRELIMINARY EEL LADDER CONCEPT FOR JEFFERSON MILL
1 L
General Notes
No.I Revision/Issue
SINCE
1�
R
1881
Date
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
@ COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
OOoO O�
O �O
Jefferson Mill
Dam Design
Scottsville, VA
Eel Ladder Details
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
OR.
KHH
CHK.
DAK
REV.
PROJECT
62Y-0257
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General Notes
1. CONTRACTOR SHALL EXERCISE CARE IN
ALL TREE CLEARING EFFORTS TO
MINIMIZE CLEARING TO ONLY TREES
REQUIRED TO PERFORM WORK AND
SATISFY DESIGN SPECIFICATIONS.
2. ALL VEHICLES SHALL BE ADEQUATELY
CLEANED PRIOR TO LEAVING THE
CONSTRUCTION AREA AND ENTERING
ROADWAY.
CE CONSTRUCTION ENTRANCE
SF SILT FENCE
PS PERMANENT SEEDING
MU MULCH
CW CONCRETE WASHOUT
SB SEDIMENT BAG
LEGEND
(E) = EXISTING, (P) = PROPOSED
SECURITY FENCE
(E) TREE LINE
SILT FENCE
DIVERSION
(E) MAJOR TOPO
(E) MINOR TOPO
PROPERTY LINE
EC-3 BLANKETS
SOIL MAP LIMITS
REGULATORY DISTURBED AREAS:
AREA A = 0.26 ACRES
No.I Revision/Issue I Date
SINCE
R
1881
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
@ COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
OOoO O�
O �O
Jefferson Mill
Dam Design
Scottsville, VA
E&SC Site Plan
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
OR.
KHH
CHK.
DAK
REV.
PROIECI
62Y-0257
OAIE
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March, 2021
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i
CE STONE CONSTRUCTION ENTRANCE
(Adapted from Virginia Erosion and Sediment Control Handbook, Plate 3.02-1)
1 70' MIN.
GROUND
A
FILTER CLOTH 1 6" MIN. I A I
SIDE ELEVATION
70' MIN.
B WASHRACKAT DISCRETION
OF PWC SITE INSPECTOR
10,
12' MIN.
2-3" I POSITIVE DRAINAGE
COURSE AGGREGATE B TO SEDIMENT
TRAPPING DEVICE
* MUST EXTEND FULL WIDTH
OF INGRESSNAND EGRESS PLAN VIEW
OPERATION
12' MIN.
EXISTING
PAVEMENT
5:1 Y
MOUNTABLE BERM
(OPTIONAL)
EXISTING
PAVEMENT
10' MIN.
3" MIN.
3" MIN.
FILTER CLOTH SECTION A -A
REIN.. ,,..,."r arm-
SECTION B-B
CW EXCAVATED PIT CONCRETE WASHOUT
THE CONTRACTOR SHALL SUBMIT FOR REVIEW TO THE ENGINEER A PROPOSED METHOD FOR
CLEANING OUT WASTE FROM CONCRETE TRUCKS DURING THE PROJECT. AT THE COMPLETION
OF THE PROJECT THE CURED CONCRETE WASTE SHALL BE DISPOSED OF OFF -SITE.
A SUGGESTED METHOD IS SHOWN BELOW.
SC-03
GRAVELFILLED
BAGS
EDGE OF PLASTIC
LINER
If -
TOP OF CUT
EARTHEN
BERM
B / EDGE OF PLASTIC LINER (SEE
/ NOTE 2)
EARTHEN BERM
PLASTIC LINER
OVER BERM
m GRAVEL -FILLED BAG
sae
EARTHEN BERM
PLASTIC LINER PLACED
1_g^ UNDER BERM (ENTRY
TOP OF CUT SIDE ONLY)
3 2 F. 50 ORIGINAL GROUND
SECTION B-B
NOT TO SCALE
m�
J 4 PLASTIC LINER OVER PLASTIC LINER
ENTRY SIDE OF WASHOUT hh EARTHEN BERM BERM OVER BERM
FACILITY PLASTIC LINER PLACED UNDER BERM EARTHEN BERM EARTHEN BERM
PLAN (ENTRY SIDE ONLY) GRAVEL FILLED PLASTIC LINER GRAVEL FILLED BAG
TYPE "EXCAVATED PIT" BAG
On TEXT e e ORIGINAL GROUND
1:1
4
11
} 3:1
t
NOT TO SCALE
LETTERS A MINIMUM OF
NOTES:
5" IN HEIGHT
1.
ACTUAL LAYOUT DETERMINED IN FIELD.
CONCRETE
2.
INSTALL CONCRETE WASHOUT SIGN (24"X24", MINIMUM) WITHIN 30' OF THE
WASHOUT
TEMPORARY CONCRETE WASHOUT FACILITY.
3.
TEMPORARY WASHOUT AREA MUST BE AT LEAST 50' FROM A STORM DRAIN,
CREEK BANK OR PERIMETER CONTROL.
4.
CLEAN OUT CONCRETE WASHOUT AREA WHEN 50% FULL.
5.
THE KEY TO FUNCTIONAL CONCRETE WASHOUTS IS WEEKLY INSPECTIONS,
ROUTINE MAINTENANCE, AND REGULAR CLEAN OUT.
CONCRETE WASHOUT SIGN DETAIL
6.
SILT FENCE SHALL BE INSTALLED AROUND PERIMETER OF CONCRETE
WASHOUT AREA EXCEPT FOR THE SIDE UTILIZED FOR ACCESSING THE
WASHOUT.
7.
A ROCK CONSTRUCTION ENTRANCE MAY BE NECESSARY ALONG ONE SIDE OF
THE WASHOUT TO PROVIDE VEHICLE ACCESS.
GENERAL EROSION AND
MINIMUM STANDARDS
SEDIMENT CONTROL NOTES
MS-1
APPLY PERMANENT SOIL STABILIZATION TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED
ON ANY PORTION OF THE SITE. APPLY TEMPORARY SOIL STABILIZATION WITHIN SEVEN DAYS TO DENUDED AREAS
ES-1:
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND
THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 14 DAYS
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES
SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO
MS-2
STABILIZE OR PROTECT TEMPORARY SOIL STOCKPILES WITH SEDIMENT TRAPPING MEASURES. PROVIDE TEMPORARY
MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS SOIL TRANSPORTED
EROSION & SEDIMENT CONTROL HANDBOOK THIRD EDITION
FROM THE PROJECT SITE.
1992
MS-3
ESTABLISH A PERMANENT VEGETATIVE COVER ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED.
ES-2:
THE LOCAL AUTHORITY HAVING JURISDICTION SHALL BE
PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT IN
NOTIFIED OF THE PRE -CONSTRUCTION CONFERENCE. LOCAL
THE OPINION OF THE ENGINEER, IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
AUTHORITIES HAVING JURISDICTION WILL MAKE A
CONTINUING REVIEW AND EFFECTIVENESS OF THE METHODS
MS-4
CONSTRUCT SEDIMENT TRAPS AND DIVERSION DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO
AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
TRAP SEDIMENT AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND MAKE THESE MEASURES FUNCTIONAL
BEFORE UPSLOPE LAND DISTURBANCE OR TIMBERING TAKES PLACE.
ES-3:
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING,
MS-5
APPLY STABILIZATION MEASURES TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY
AFTER INSTALLATION.
GRADING, OR LAND DISTURBANCE.
MS-6
DESIGN AND CONSTRUCT SEDIMENT TRAPS AND SEDIMENT BASINS BASED UPON THE TOTAL DRAINAGE AREA TO BE
ES-4:
ALL EXISTING EROSION CONTROL MEASURES WHICH SERVE
SERVED BY THE TRAP OR BASIN..
THIS SITE SHALL REMAIN IN PLACE AND SHALL BE MAINTAINED
UNTIL THE AREAS THEY SERVE HAVE BEEN STABILIZED.
MS-7
CONSTRUCT CUT AND FILL SLOPES IN A MANNER THAT WILL MINIMIZE EROSION. PROVIDE SLOPES THAT ARE FOUND
TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION WITH ADDITIONAL SLOPE
ES-5:
ALL STREETS AND ROADWAYS SHALL BE MAINTAINED FREE OF
STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.
MUD AND DIRT, AND CONTROL DUST AS NECESSARY.
MS-8
CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE
ES-6:
A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL
TEMPORARY OR PERMANENT CHANNEL.
PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
MS-9
WHENEVER WATER SEEPS FROM A SLOPE FACE, PROVIDE ADEQUATE DRAINAGE OR OTHER PROTECTION.
ES-7:
PROVIDE ADDITIONAL EROSION CONTROL MEASURES
NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
MS-10
PROTECT ALL STORM WATER INLETS MADE OPERABLE DURING CONSTRUCTION SO THAT SEDIMENT -LADEN WATER
DETERMINED BY THE LOCAL AUTHORITY HAVING
CAN BE FILTERED BEFORE ENTERING CONVEYANCE SYSTEM.
JURISDICTION.
MS-11
PROVIDE ADEQUATE OUTLET PROTECTION BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNEL
ES-8:
ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT
ARE MADE OPERATIONAL.
CONTROL MEASURES AT ALL TIMES DURING LAND -DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT.
MS-12
WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, TAKE PRECAUTIONS TO MINIMIZE ENCROACHMENT,
CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING
ES-9:
DURING DE -WATERING OPERATIONS, WATER SHALL BE
CONSTRUCTION
PUMPED INTO AN APPROVED FILTERING DEVICE.
MS-13
WHEN CROSSING A LIVE WATERCOURSE MORE THAN TWICE IN ANY SIX-MONTH PERIOD, AN ADEQUATE
TEMPORARY STREAM CROSSING SHALL BE PROVIDED.
ES-10:
INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER
EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY
REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF
MS-14
MEET ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE
WATERCOURSES.
THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY.
MS-15
STABILIZE THE BED AND BANKS OF A WATERCOURSE IMMEDIATELY FOLLOWING AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
ES-11:
PRIOR TO ANY LAND DISTURBING ACTIVITIES THE CONTRACTOR
SHALL DESIGNATE A RESPONSIBLE LAND DISTURBER (RLD) TO
MS-16
UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH ALL APPLICABLE STANDARDS AND
THE DEPARTMENT OF ENVIRONMENTAL QUALITY (DEQ) IN
CRITERIA.
ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT
CONTROL ACT SECTION 62.1-44.15:55 B.
MS-17
WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, MAKE PROVISIONS TO
MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT
MAINTENANCE
IS TRANSPORTED ONTO A PUBLIC ROAD SURFACE, CLEAN THE ROAD THOROUGHLY AT THE END OF EACH DAY.
REMOVE SEDIMENT FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORT TO A SEDIMENT CONTROL
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED
DISPOSAL AREA, STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
DAILYAND
AFTER EACH RUN OFF PRODUCING RAINFALL. THE
FOLLOWING
ITEMS SHALL BE CHECKED IN PARTICULAR:
MS-18
REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES WITHIN 30 DAYS AFTER FINAL SITE
STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED
BY THE LOCAL AUTHORITY HAVING JURISDICTION. PERMANENTLY STABILIZE TRAPPED SEDIMENT AND THE
A
R SHALL BE CHECKED FOR UNDER MINING
THE SILT FENCE BARRIER
DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES TO PREVENT FURTHER
OR DETERIORATION OF FABRIC. SEDIMENT SHALL BE
EROSION AND SEDIMENTATION.
REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHES
HALF WAY TO THE TOP OF THE BARRIER.
MS-19
ALL DOWNSTREAM PROPERTIES AND WATERWAYS SHALL BE ADEQUATELY PROTECTED FROM EROSION AND
B.
SEEDED AREAS SHALL BE CHECKED TO ENSURE THAT A GOOD
SEDIMENT DEPOSITIONS DUE TO INCREASES IN PEAK STORMWATER RUNOFF RESULTING FROM UPSTREAM LAND
STAND IS MAINTAINED. AREAS SHALL BE FERTILIZED AND
DISTURBING ACTIVITIES IN ACCORDANCE WITH ALL APPLICABLE STANDARDS AND CRITERIA.
RESEEDED AS NEEDED.
SF CONSTRUCTION OF A SILT FENCE
(WITH AND WITHOUT WIRE SUPPORT)
(Adapted from Virginia Erosion and Sediment Control Handbook, Plate 3.05-1 and 3.05-2)
1. SET POSTS AND EXCAVATE A 4"X4" 2. ATTACH FILTER MATERIAL TO STAKES
TRENCH UPSLOPE ALONG THE LINE (WITHOUT WIRE SUPPORT), TO WIRE
OF POSTS. FENCE (WITH WIRE SUPPORT) AND
EXTEND IT INTO THE TRENCH.
Jill
(
FLOW-IIIIII"7
4"
SURVEY
1. CONTRACTOR SHALL LOCATE AND MARK ALL LOCATING FEATURES BEFORE
PROCEEDING WITH SITE CLEARING AND CONSTRUCTION ACTIVITIES.
2. CONTRACTOR SHALL ESTABLISH TEMPORARY BENCHMARKS AS REQUIRED TO
ADEQUATELY CONTROL CONSTRUCTION.
LAKE LEVEL CONTROL
1. LAKE LEVEL IS CURRENTLY FULL. COFFER DAMS SHALL BE INSTALLED AND WORK
AREAS PUMPED EMPTY UNTIL WORK IS COMPLETE.
UTILITIES
1. THE CONTRACTOR SHALL CALL MISS UTILITY 8-1-1 AND LOCATE ALL UTILITIES
PRIOR TO ANY WORK.
STONE
1. STONE USED FOR CONSTRUCTION ENTRANCE SHALL BE 2-3" COURSE
AGGREGATE.
EARTHWORK
1. CLEARING AND GRUBBING
1.1) THE CONTRACTOR SHALL CLEARLY MARK ALL AREAS TO BE CLEARED IN
ADVANCE.
1.2) THE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENT CONTROLS
PRIOR TO GRADING THE RESPECTIVE AREAS.
1.3) CLEAR AND GRUB ALL WORK AREAS TO AT LEAST 5 FEET BEYOND THE LIMITS OF
CONSTRUCTED WORKS.
2. TOPSOIL
2.1) TOPSOIL FROM ON -SITE SOURCES SHALL BE REMOVED DURING SITE CLEARING
AND GRUBBING OPERATION ONLY FROM DISTURBED AREAS, AND PLACED IN
TEMPORARY STOCK PILES.
2.2) FINAL 4 INCHES OF NEW FILL SHALL CONSIST OF ON -SITE TOPSOIL PREVIOUSLY
STRIPPED FROM THE SITE, FREE OF GRASS, ROOTS, WEEDS, STICKS, ROCKS AND
COBBLES.
3. GRADING
3.1) EXCAVATION REQUIRED FOR THIS PROJECT WILL BE UNCLASSIFIED. THERE WILL
BE ANTICIPATED ROCK EXCAVATION ON THIS PROJECT.
3.2) EXCAVATED SOILS ARE TO BE USED FOR BACKFILL FOR THE PENSTOCK AND
INLET STRUCTURE AS SHOWN ON THE PLANS.
3.3) FILL MATERIAL SHALL BE APPROVED SATISFACTORY SOIL MATERIAL. SUFFICIENT
QUANTITIES OF EXISTING SOIL IDENTIFIED ON THE PROPERTY IS EXPECTED TO
BE SUITABLE.
3.4) FILL MATERIAL SHALL BE LAID IN MAXIMUM 6 INCH LAYERS AND
MECHANICALLY COMPACTED. IF HAND OPERATED EQUIPMENT IS USED, LIFT
SHALL BE MAXIMUM OF 4 INCHES. BACKFILL FOR THE PARAPET WALL SHALL BE
4" LIFTS WITH 95%COMPACTION.
3.5) ALL FILL SHALL BE COMPACTED TO AT LEAST 95% OF ITS MAXIMUM DENSITY
(ASTM D 698). COMPACTION TESTS SHALL BE PERFORMED ONCE FOR EVERY
2500 S.F. OR FOR EVERY 50 LINEAR FEET OF EXCAVATED TRENCH.
3.6) CONTRACTOR SHALL CONTROL MOISTURE CONTENT OF ALL FILL MATERIAL TO
WHITHIN ±3% OF OPTIMUM AS DETERMINED BY ASTM D698, STANDARD
PROCTOR.
3.7) EXCAVATION AND TRENCHING PROCEDURES SHALL BE IN ACCORDANCE WITH
OSHA STANDARDS.
3.8) ANY EXCESS SOILS SHALL BE PLACED AS DESIGNATED BY THE ENGINEER.
4. DEWATERING
4.1) THE CONTRACTOR IS RESPONSIBLE FOR CONTROLLING SEEPAGE WATER INTO
THE SITE EXCAVATIONS AND FOR MAINTAINING THE AREAS IN AN "IN -THE -DRY"
CONDITION.
4.2) THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND METHODS RELATED TO
THE DEWATERING ACTIVITY.
5. INSPECTIONS
SOILS:SITE PREPARATIONS, PENSTOCK AND INLET STRUCTURE SUBGRADE,
PLACEMENT OF FILL MATERIALS, AND EVALUATION OF IN -PLACE -DENSITY BY
TESTING LAB RETAINED BY OWNER.
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
I I
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
LOW
3. BACKFILLAND COMPACT
THE EXCAVATED SOIL.
PROJECT SPECIFICATIONS
CONCRETE
1. CONCRETE: 4,000 PSI, 4.5-7.5% AIR, SLUMP 3-5 INCHES. CONTRACTOR SHALL
SUBMIT MIX DESIGN
FOR APPROVAL.
2. CONCRETE REFERENCE STANDARDS:
(1) ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.',
(2) ACI 304 "RECOMMENDED PRACTICE FOR MEASURING, MIXING,
TRANSPORTING, AND PLACING
CONCRETE."
(3) ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE
STRUCTURES."
(4) ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE."
(5) ASTM C94 "STANDARD PRACTICE FOR READY -MIX CONCRETE."
3. REINFORCING:
3.1) STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60 FOR
ALL BARS.
3.2) REINFORCEMENT SHALL BE FABRICATED ACCORDING TO PROVISIONS OF ACI
315 "MANUAL OF STANDARD PRACTICES FOR DETAILING REINFORCED
CONCRETE STRUCTURES.
3.3 ALL REINFORCEMENT STEEL SHALL BE FREE FROM MUD OIL OR NON-METALIC
COATINGS AT TIME OF CONCRETING.
3.4) EMBEDMENT OF LAP SPLICE LENGTHS FOR ALL REINFORCING STEEL BARS SHALL
BE 48 BAR DIAMETERS.
3.5) FABRICATED BARS NOT CONFORMING TO DIMENSIONS AND DETAILS SHALL BE
REJECTED.
3.6) WELDING OF CROSSING BARS FOR ASSEMBLY OF REINFORCEMENT IS NOT
PERMITTED. THE FOLLOWING MINIMUM COVER WILL BE PROVIDED FOR
REINFORCING BARS:
CASTAGAINST & PERMANENTLY EXPOSED TO EARTH MIN COVER
EXPOSED TO EARTH OR WEATHER: #6 BARS AND LARGER 3"
#5 BARS AND SMALLER 1 1/2"
4. TESTING REQUIREMENTS:
4.1) ONE SET OF COMPRESSION TEST CYLINDERS IS REQUIRED FOR EACH POUR OF
MORE THAN 5 CY AND FOR EACH 50 CY OF EACH CONCRETE MIX.
4.2) ONE SET OF FIVE COMPRESSION CYLINDERS SHALL BE CAST FROM THE SAME
TRUCKLOAD OF CONCRETE. TWO CYLINDERS SHALL BE BROKEN AT 7 DAYS AND
TWO CYLINDERS SHALL BE BROKEN AT 28 DAYS. THE FIFTH CYLINDER SHALL BE
HELD FOR RE -TESTING, OR FOR A 56 DAY STRENGTH TEST, SHOULD THE 28 DAY
TEST FAIL TO MEET THE REQUIREMENTS. TESTS SHALL BE MADE BY AN
INDEPENDENT LABORATORY RETAINED BY OWNER.
4.3) SLUMP TEST SHALL BE MADE WHENEVER CYLINDERS ARE MADE.
4.4) CYLINDERS SHALL BE PLACED IN A FIELD STORAGE BOX CONTAINING A
THERMOMETER. THE TEMPURATURE IN THE BOX SHALL BE KEPT BETWEEN 70"F
TO 75"F WHEN POSSIBLE. IN NO EVENT SHALL THE STORAGE BOX
TEMPERATURE BE ALLOWED TO FALL BELOW 40"F OR RISE ABOVE 90"F
CONTRACTOR SHALL PROVIDE THE BOX.
5. NOTES TO CONCRETE PLACEMENT SCHEDULE:
5.1) AIR -ENTRAINED CONCRETE MIX THAT DOES NOT MEET THE MINIMUM
AIR -CONTENT REQUIREMENTS SHALL BE REJECTED.
5.2) CONCRETE DISPATCHED MORE THAN 90 MINUTES BEFORE PLACEMENT SHALL
BE REJECTED.
5.3) CONCRETE MORE THAN 5" SLUMP SHALL BE REJECTED.
VEGETATIVE PRACTICES
1. TOPSOILING (TEMPORARY STOCKPILE)
TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED
FOR LATER SPREADING ON DAM EMBANKMENT, BERM, EMERGENCY
SPILLWAY OR OTHER DISTURBED AREA. STOCKPILE LOCATIONS SHALL BE
LOCATED ONSITE AND SHALL BE STABILIZED WITH TEMPORARY VEGETATION.
2. TEMPORARY SEEDING
EXTENSION OF FDAKIC INTO THE TRENCH.
ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS
OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY
VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS.
SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS
APPLIED.
3. MAINTENANCE
RE -FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, RE -FERTILIZE AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
4. FINALSEEDING
4.1) REMOVE ALL ROOTS, LIMBS, ROCKS GREATER THAN 6 INCHES, AND OTHER
DELETERIOUS MATERIALS FROM THE SEEDBED. REMOVED MATERIALS MAY BE
DISPOSED OF IN DESIGNATED ON -SITE WASTE ARES.
4.2) SEEDING MIX, APPLICATION RATE, AND PLANTING TIMES:
ALL AREAS
KENTUCKY 31 FESCUE 108 POUNDS PER ACRE
RED TOP GRASS 2 POUNDS PER ACRE
SEASONAL NURSE CROP* 20 POUNDS PER ACRE
CROWNVETCH 20 POUNDS PER ACRE
*VARIES MARCH THROUGH MAY 15 USE ANNUAL RYE
MAY 16 THROUGH AUGUST 15 USE FOXTAIL MILLET
AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE
NOVEMBER THROUGH FEBRUARY USE WINTER RYE
4.3) ALL SEED SHALL BE CERTIFIED IN CONFORMANCE WITH CURRENT RULES AND
REGULATIONS OF VIRGINIA CROP IMPROVEMENT ASSOCIATION AND SHALL BE
THE LATEST CROP AVAILABLE. SEED
SHALL BEAR AN OFFICIAL "CERTIFIED SEED" LABEL.
4.4) SEEDING APPLICATION SHALL INCLUDE:
a. FERTILIZER AT THE FOLLOWING RATES: N-50 Ibs/ACRE; P/20/2 - 120 Ibs/ACRE;
K/20 - 90 Ibs/ACRE.
THE NITROGEN SHALL BE 50 PERCENT SLOWLY AVAILABLE NITROGEN (SAN). THE
WATER INSOLUBLE NITROGEN (WIN) OF 50 PERCENT SHALL BE STATED ON THE
CONTAINER OR BAG LABELS.
b. FIBER MULCH COMMONLY USED IN HYDROSEEDING APPLICATIONS AT A
MINIMUM OF 0.75 TONS PER ACRE.
c. GUAR BASED TACKIFIERS AT A RATE APPROPRIATE FOR THE SLOPE AND
WATERING CONDITIONS EXPECTED AT THE TIME OF APPLICATION.
4.1) INSTALL SEED OVER ALL DISTURBED AREAS.
5. MAINTENANCE PLAN:
THE CONTRACTOR SHALL REVISIT THE PROJECT TO CHECK ON THE EFFECTIVENESS OF
THE VEGETATIVE GROWTH AT 30 DAY INTERVALS. ANY AREAS THAT DO NOT SHOW
SUFFICIENT VEGETATIVE PROGRESS SHALL BE PREPARED AND RESEEDED ACCORDING
TO THESE SPECIFICATIONS.
E&S CONTROLS
EROSION AND SEDIMENT CONTROLS SHALL BE INSTALLED IN ACCORDANCE WITH
THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND THESE PLANS
AND SPECIFICATIONS.
L
General Notes
No.I Revision/Issue I Date
SINCE
1881R
Froehling & Robertson, Inc.
1734 Seibel Drive, N.E.
Roanoke, Virginia
g COPYRIGHT 2012
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
Jefferson Mill
Dam Design
Scottsville, VA
E&SC Notes and
Details
Prepared For:
Natel Energy
2401 Monarch St.
Alameda, CA 94501
DR.
KHH
CHK.
DAK
REV.
PROIECI
62Y-0257
DAIS
SHLLI
6al
March, 2021
tiG1LE
NA
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