20070756 Ver 1_More Info Received_20070530

HAS. OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400, 266 Old Coats Road
Lillington, NC 27546-0400
Phone [phone] / Fax [phone]
E-mail: [e-mail]
24 May 2006
Ms. Cindi Karoly
DWQ 401 Wetlands Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Reference: Arrowhead Subdivision (formerly Jones Farm)
Cumberland County, North Carolina _
USACE Action ID 2006-32608-026; NCDWQ Project #07-0756
Dear Ms. Karoly,
We received notification in a letter dated 14 May 2007 that the processing of the permit
application for the above referenced property has been placed on hold pending submittal of
additional information. The following information and enclosed documents are provided as
requested.
1. Please show all stream impacts including all fill slopes, dissipaters, and bank
stabilization on the site plan at a scale of no smaller than I "=50'.
The enclosed map, "Stream Impacts Exhibit" (Drawing No. E2), shows the requested
items and was previously provided in the PCN at a smaller scale on 11 X 17 inch paper.
Here it is presented on 24 X 36 inch paper at a scale of I"=50'. The requested items can
also be viewed on Drawing C14 which depicts the Plan and Profile of Gypsy Lane at a
scale of I"=50'.
2. Please provide cross section details showing the provisions for aquatic life passage.
Cross sections of Impact #3 (Arenosa Drive), Impact #4 (Darl Drive), and Impact #5
(Gypsy Lane) can be viewed on the enclosed Plan and Profile maps labeled Drawing
Nos. C9, C 15, and C 14.
3. Please submit electronic CAD files showing impact No. 5, via email to
ian. mcmillan@ncmail. net and on CD. This road crossing appears to be less than 75
degrees, and DWQ requires stream crossings to be between 75 and 105 degrees.
Additionally, please clearly show the contours of the stream at this crossing.
The requested CAD file was emailed to Ian McMillan by Jon Frazier at Crowley &
Associates Inc. on 16 May 2007 and is also included on the enclosed CD. Mr. Frazier
indicated that the angle of Gypsy `Lane across the ephemeral stream is about 53 degrees.
He examined the effects of realigning the roadway so that the crossing would be 75
degrees. This alternate design caused several problems which would necessitate a
complete redesign of that portion of the site,`cause the loss of several lots, and require
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting
a
HAL OWEN & ASSOCIATES, INC.
resubmission of plans to several agencies. Also, the length of impact to the ephemeral
stream was reduced by only 9 feet, from 115 feet to 106 feet. If the current design is
permissible, then the developer would be willing to mitigate for the adverse impacts the
current design may cause.
4. Lot No. 15 appears to be impacting wetland. Is Lot No. 15 included in Impact No. 2, or
is this an additional impact? Please clarify or reconfigure Lot No. 15 so there are no
impacts.
As demonstrated on the attached map, Lot 15 contains a small area of wetland in the
southeast corner. Minimum building setbacks would prevent this wetland area from
being impacted by the foundation of the home or the driveway. Wetland Impact #2 is
located approximately 10 feet from the front corner of Lot 15 and is not associated with
this lot. No wetland impacts are required to develop Lot 15.
5. Can Impact No. I be avoided by redirecting the road to the northeast or making a
smaller turnaround area at the end of the culvert
The minimum roadway design requirements and setbacks along the road and property
line prevent reducing the size of the cul-de-sac. Shortening the road to avoid the wetland
would cause eight or more lots to be lost and is undesirable.
6. There is no map showing impacts at Site No. 6 Can the sewer line be shifted to the east
to further minimize Welland impacts?
Drawing No. C17 shows a close-up of Impact #6 at a scale of F=50'. A road crossing
was planned in this area on the original development plan but was eliminated to reduce
wetland impacts. However, a sewer line crossing was still necessary to connect the two
cul-de-sac roads. The engineer conducted an examination to determine the feasibility of
moving the sewer easement. Due to existing gradients and proposed stormwater
management devices, relocating the sewer line along alternate lot lines is not feasible and
other locations would result in the loss of lots.-
7. You indicate that the proposed project imperviousness will be] 9 percent. Please provide
an inventory of all impervious surf faces (building footprints, roads, driveways, decks,
sidewalks, gravel-covered areas, etc.).
An inventory of all proposed impervious surfaces has been prepared by Crowley &
Associates Inc. and is attached. The inventory calculates the impervious area to be
20.74%.
Soil Science Investigations * Wetland Delineations, Permitting, and Consulting
4 HAL OWEN & ASSOCIATES, INC.
8. Please provide documentation that DWQ or Division of Forest Resources has made
intermittent/perennial stream determinations on the site or contact DWQ to schedule
intermittent/perennial stream determinations on the site.
A site meeting was conducted with Ken Averitte and Chad Turlington of the Fayetteville
Regional Office of DWQ on 21 May 2007. The purpose of this meeting was to
determine the type of stream crossing the property. We completed a Stream
Identification Form Version 3.1 for the channel (attached), which scored 13 points
making it an ephemeral stream. Mr. Averitte said he would send an email to your office
to report this. Locks Creek, which forms the southern property boundary, is a perennial
stream and will not be impacted.
I trust that this report provides the information you requested. If you have any questions
or need additional information, feel free to contact me at your convenience.
Sincerely,

Krissina B. Newcomb
Project Environmental Scientist I
CC: Ken Averitte, NCDWQ-FRO
Matt Winslow, Denmark Construction
Ronnie Smith, USACE-Wilmington Field Office

Soil Science Investigations * Wetland Delineations, Permitting, and Consulting
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CONSTRUCTION SEQUENCE EROSION CONTROL NOTES'
TEMPORARY JUNCTION BOX NOTES SEEDING SCHEDULE ?
1. OBTAIN GRADING PERMIT. 1. ALL LAND DISTURBING ACTIVITIES SHALL BE ?/??\ ?. ?.1 TEMPORARY JUNCTION BOXES WITH HOPE PIPE ARE TO BE CONSTRUCTED IN DATE Trx vLANmlc RArE ?+
2. INSTALL CONSTRUCTION ENTRANCE, WHEN COMPLETE INSTALL CONDUCTED IN ACCORDANCE WITH NCDENR (% A n A
} ny, THE LOCATIONS SHOWN AND IN CONJUNCTION NTH THE PERMANENT STORM pEquAUtuT crnN+ _
THE SEDIMENT BASINS, SILT FENCE, AND TEMPORARY STANDARDS. @ \A
?\ > DRAINAGE SYSTEM. PLUG CONCRETE PIPES AT BOX OUTLETS TO ALLOW <HOercac SIDE DItDHF<. c ror< luex. Tn1 to
DIVERSIONS. UPON COMPLETION OF INSTALLATION, SEED, MULCH, 2 THE TOTAL DENUDED AREA IS 47.48 AC. WATER TO FLOW INTO THE BOXES AND THROUGH THE HOPE PIPES INTO THE APR. - JJLY COMMON BERUUDAGRASS 40-80 te5./ACRE
AND ANCHOR EROSION AND SEDIMENTATION CONTROL MEASURES. 3. ALL TEMPORARY EROSION CONTROL MEASURES SEDIMENT BASINS. WHERE HOPE PIPES DO NOT FLOW DIRECTLY INTO
CALL NCDENR FOR INSPECTION. IF APPROVED, BEGIN CLEARING SHALL BE MAINTAINED IN PROPER WORKING CONDITION ;ey,6,ti PERMANENT SEEDING-
SLO -
AND ROUGH GRADING OF REMAINDER OF SITE. DURING THE PERIOD OF CONSTRUCTION. SEDIMENT BASINS CONSTRUCT DIVERSION DITCH TO TAKE FLOW FROM HOPE PIPE TO •r•'A
/•' \ RES f3T TO 21) V
BASIN. WHEN BASINS ARE REMOVED, REMOVE THE PLUGS IN THE CONCETE
3. INSTALL ACCESS ROADS AS SHOWN ON PLANS. BASINS SHALL BE CLEANED OUT WHEN THEY BECOME N z PIPES TO ALLOW WATER TO FLOW THROUGH THE PERMANENT DRAINAGE APR. I - JULY 15 PENSACO A BANIAGRASS 50 lee/ACRE Q
4, INSTALL URLI TIES AS SHOWN ON PLANS. ALL EXCAVATIONS HALF FULL 4 'Y Lb 9 APR. 1 - .uLr 15 ypltEi. IFSPEOE A" m 10 IBS/ACRE Fin
1 \ 0G SYSTEM. REMOVE HOPE PIPES AND PLUG HOLES IN JUNCTION BOXES WITH y
PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY. 4. SEDIMENT BASIN DIMENSIONS ARE FOR BASIN APR.1 - .uLr 15 COMMON BERMUOAOUSS••• IBS/ACRE
3 pa I? \ \4 'I',S9 BRICK. APR I - JULY 15 GERMAN MILLET 10185/ACRE
5. BEGIN FIN ED GRADING, FILLING AND COMPACTION Of SITE. BOTTOM. ' v n $p'4'x
6. CONTRACTOR SHALL MAINTAIN POSITIVE DRAINAGE FLOW 5. DISTURBED AREAS LEFT INACTIVE BETWEEN ANY f 'r tte di PERNANfNT sEEONC• -
f 'P WETLANDS RN xuxe «am ATFMENTS7
THROUGH TEMPORARY DIVERSION DITCHES AND INTO SEDIMENT PHASE OF GRADING SHALL BE TEMPORARY SEEDED {(r
BASINS. WITHIN 21 CALENDAR DAYS. PROVISIONS FOR f g's,' +5+, \ \' q0 APR _ ,MLV srxta GRASS (vA?cUU xecATUM) In 185/ACRE
7 CONTRACTOR SHALL CLEAN AND/OR REPAIR ANY SECTIONS PERMANENT GROUND COVER MUST BE ACCOMPLISHED,
OF TEMPORARY DIVERSION DITCHES DAMAGED OR FILLED ON A ON ALL DISTURBED AREAS IN 21 CALENDAR DAYS { ,+i 6 6ytii \ ?? TEMPORARY SEEDING
DAILY BASIS. AND IN REMAINING AREAS WITHIN 15 WORKING DAYS q1 / 4 s ./ ` ?0 DEC. I - APR. 15 RYE ((RAIN) 120 IBS/A
b , Y vv SJ ---- 5D us/ACRE
OR 90 CALENDAR CRE
8, CONTRACTOR SHALL CLEAN OUT SEDIMENT BASIN AS DAYS, WHICHEVER ANNUAL ?spmEU (NOSE)
IS SHORTER. Af ro - s g, /%{ 1 O
REQUIRED TO MAINTAIN ADEQUATE STORAGE FOR SEDIMENTATION , ' '" • o ° - ?• a APfl. IS - AUG. 15 GERMAN MILLET a WS/ACRE
AUG. 15 -DEC. 30 RYE (GRAIN) 120 IBS/ACRE r
OR WHEN HALF FULL. t d°5• >hs { / P V V
9. CONTRACTOR SHALL INSTALL THE STORM DRAINAGE SYSTEM, +ki )/ CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR L'
BLOCK AND GRAVEL INLET PROTECTION. AND INLET SEDIMENT N _ $ ; # AD TONAL HFORMATON CONCERNING OTHER ALTERNAnVES FOR VEGETATION
I"1
TRAPS. OF DENJOm AREAS. ME ABOVE VEGETATION RATES ARE MDSE NNICx DO WELL y
1 \ IN THE COASTAL PLAIN REGION ACCORDING TO NCDENR;, OTHER SEEDING RATE y
10. BEGIN FINE GRADING AND BUILDING ACTIVITIES. STABILIZE COMBINATIONS ARE POSSIBLE
SITE AS AREAS ARE BROUGHT UP TO FINISHED GRADE NTH 'ALL SEEDING PERFORMED OUTSIDE OF THE RLANIING DATES LISTED S AU_ BE
VEGETATION, STONE BASE COURSE, CONCRETE, ETC. CONSIDERED
/ g4 / WHERE A NEAT TEMPORARY. APPEARANCE IS DESIRED. WIT SERICFA O - c 1.4 o
11. WTHIN 27 CALENDAR DAYS AFTER COMPLETION OF ANY /r?0 4` J 11 ELIME CWUW BFBERMUD RAMS MAY ON ISOATED WITH 5 LIRE IT CANNOT se ,.
BE A PEST. EAMUDAGRASS MAY BE RERACED'WM 5 LB/ACRE y
PHASE OF CONSTNUCTION, STABILIZE ALL EXPOSED SLOPED AND CENTPEDEGRAS.
ANY REMAINING DISTURBED AREAS WITH VEGETATION AS OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO ? N ^
/ G g5 e \ 1??? L EXTEND BEYOND JUNE. L
SPECIFIED HEREIN. cz
12. CALL FOR INSPECTION. Seedbed Preparation
13. AFTER FINAL APPROVAL REMOVE SILT FENCING, AND ANY I Ch-eel compacted areas and spread topsoil three inches y w `
+ G c W
. if REMAINING EROSION CONTROL MEASURES deep over adverse sal n available.
/ asv i ? XX 1 2. Rp the entire area to o six inches s deep. - y
0
' f/ •I ? + . d Remove all loose rock, roots, and other obstructions .o
a 4 + X leaving surface reasonably smooth and uniform.
STREAM CROSSING NOTES A Apply agricultural lime. fertilizer an dsuperphosphale v 2 . a
vs ,1' n i y\ VX uniformly and m, with soil (see mixture). %
5 Continue tillage until a well-pulverized, firm reasonably
I CLEAR AND INSTALL ALL EROSION CONTROL uniform seedbed is prepared lour to six inches deep.
. i
OENCES AS SHOWN ?4I hs> s 6 Seed on a freshly Prepared seedbed and cover seed
2 Va { A •" '\ / - ' ,o light) with seeding equipment or cultpock after seeding.
2. DE-WATER WORK AREA BY USING COFFER DAMS 7 Mulch immediately after sewing and anchor mulch.
AND PUMPS. 8 Inspect all seeded areas and make necessary repairs or
3. INSTALL STREAM CROSSING PIPE CULVERT. MAKE reseedngs within the planting season, if possible If stand
SURE THAT AQUATIC LIFE PASSAGE PROVISIONS shouts be over 60% damaged, re-establish following the
MP 1 J ` _ `S or Dal Tune fat vinoand seeding rates
ARE FOLLOWED AND THAT PIPE FOUNDATION IS 9
i y ? _ I 1 g, C lime. EF$ Envxnmenlal Engineers on maintenance
SATISFYING (UNDERCUT ANYWHERE NECESSARY ^J i °a' `? V tralement and fMilzotirn offer permanent cover is
4 BAp(FILLPIPE SUFFICIENTLY FOR STABILIZATION. SILT FENCE TO BE-TNSiA 11ID ALONG established.
EIAITOI AND TO 8E REMOVED
5, INSTALL OUTLET STONE APRON AND CONSTRUCT DUCE PIPE t INSTALLED
HEADWALLS. \ l •p\ 10 s Apply. AAgricultural Lim stone- 3000 lb/acre
C Vl* Fertilizer I0-10-10 Analysis O 500 Ibs/acre
6 REMOVE COFFER DAMS AND DIVERT CREEK INTO J t ; ?• ? 5+ \ Mulch - 4000 lb/acre (+/- 80 Bales ran strove
PIPE. Anchor - Use liquid asphalt 0 400 gds/acre m
0
7 COMPLETE BACKFlLL AND ROAD`f1RADINC. \ c^ \ ` C t?, or emulsified asphalt 0 30 gale/atte C
8. IMMEDIATELY STABILIZE ENTIRE ARE
SEWER INSTALLATION IN
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STREAMS [L 0 N o
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?? ,,?/ 'Pro +p ,? Ik 'a, r •C°;-„°? I. DIRECTIONAL BORE UNDER ALL STRL/AM CROSSINGS
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\' / `` • / '` \sir \'\ 2. SEED WETLANDS NTH SNTCH GRASS AS SHOWN IN THE 0,_ O >`
i / { \ Jv? J A s. ?pREN SN 3-r{ ° ?v. SEEDING SCHEUDLE. 7
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PLANS SUBMITTED FOR REVIEW. NOT RELEASED FOR CONSTRUCTION.
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Arrowhead Subdivision
Impervious Surface Calculations
• Building Footprints
• Roads
• Driveways
• Decks
• Sidewalks
Building Footprints
Approx building footprint = 2500 sf
Impervious area = 195 lots x 2500 sf = 487500 sf
Roads
Length of proposed streets = 8170 If
Roadway width (back-of-curb to back-of-curb) = 27 If
Impervious area = 8170 If x 27 If = 220590 sf
Driveways
Approx driveway footprint (20'x 30') = 600 sf
Impervious area = 195 lots x 600 sf = 117000 sf
A
Decks
Approx deck footprint (10' x 10') = 100 sf
Impervious area = 195 lots x 100 sf = 19500 sf
Sidewalks
Impervious area in sidewalks = 37352 sf
Total Impervious Area = 881942 sf
Total Site Area = 4251430 sf
Percent Impervious = 20.74%
Sheet No. Project Arrowhead Subdivision Crowley & Associates, Inc.
1 Date 5/16/2007 Professional Engineers
Drawn By JDF
I-re', /,a Z>L,) C? - fwo
North Carolina Division of Water Quality - Stream Identification Form;
X
Version 3.1
Date: Project:
Latitude:
6F Lcine-
Evaluator.' Site: J ( Longitude:
Total Points: Other
Stream is at least intermittent County: C
if? 19 or perennial if? 30 a U yl C3syr [CIA e.g. Quad Name:

L
A. Geomorphology (Subtotal = ) Absent Weak Moderate Stron
1a. Continuous bed and bank 0 1 2 3
2. Sinuosity 0 1 2 3
3. In-channel structure: riffle-pool sequence 1 2 3
4. Soil texture or stream substrate sorting 0 2 3
5. Active/relic floodplain Cl 2 3
6. Depositional bars or benches 1 2 3
7. Braided channel 1 2 3
8. Recent alluvial deposits 1 2 3
9 a Natural levees 1 2 3
10. Headcuts 1 2 3
11. Grade controls 0.' 0. 1 1.5
12. Natural valley or drainageway 0 1.5
13. Second or greater order channel on existing
USGS or NRCS map or other documented
evidence.
No
t /
Yes = 3
man-mace citcnes are not rated; see discussions in manual
B. Hvdroloov (Suhtntal = 1
14. Groundwater flow/discharge 0 1 2 3
15. Water in channel and > 48 hrs since rain, or
Water in channel - d or growing season
05 1 2 3
16. Leaflitter 4.5 1 .5 ;. 0
17. Sediment on plants or debris ?? 1.5
18. Organic debris lines or piles (Wrack lines) 0 0.5 1 1.5
19. Hydric soils (redoximorphic features) present? No 01 Yes = 1.5
C. Bioloov (Subtotal = J ) 20b. Fibrous roots in channel 3 1 0

21 . Rooted plants in channel 3 1 0
22. Crayfish 0.5 1 1.5
23. Bivalves 1 2 3
24. Fish 0.5 1 1.5
25. Amphibians 0.5 1 1.5
26. Macrobenthos (note diversity and abundance) 0.5 1 1.5
27. Filamentous algae; periphyton 1 2 3
28. Iron oxidizing bacteria/fungus.
_
-
- 0 0.5 -eml 1.5
i9
5
. Wetland plants in streambed FAC = 0.5; FACW = 0.75; OBL = .5 AV = 2.0; Other = 0
items [u and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquatic or wetland plants.
Sketch,
Notes: (use back side of this form for additional notes.)
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PROP 65' CONCRETE
INSTALL TrPE iri eARR~NCDOT BOX CULVERT ~ . ~ - I
~A~ES .
- l - .r--~-- = \ 10'x5' RC @~ Cu LF / O~~ ~
8 ~ ~ ~-5 + Z i ~ S 3 tF ! ~ gGr6..
\ / ~ 1.54 8 '~"7 8 l.~-- 1 25 sq, f .,,8~2 9 9 ~ 2 ~ 1 g g est. ~.1 q ~ ~ ~ ~ 2 ~res
~ _r/` 9.03 1 27 pp ~ ~ ~ \ ~7 2s~!_`ft. 9 rS 12,314$. 3
~7 0• a q~ ~ " O .33$ ~ 1 ~ vcres `fit, ~ 123 • 8 ocres ~ ~ 21 / 00 87 20 11, ~-'ft 0.3 q~ t0 p 9 f, I I
cr~s I a 'S ,875 S~. f 2 S9• f , 2 s9• ft. ~ % acre 141 r ~ / ~ ~
~ 0.18 acres t~ .18 Qcre,~ ~ 8 acres s
~ ~ 101 ~ 1 d 2
/ C / ~ 43 Y SY LA 103 CB s / 8.~0~ 13
CP cP C 103 ~s°~ RcP ~ - - - • 9 acres
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/ 7 -~'es ~l0.33~ - / ` 47, - - ~s9' ~ ~ ~ 115 103 - ~ ~ + 0 4m&
2 ~S"~+ RCP 2 .00 ,p4~ S4• ft. / ! 8 acres 'C i ~ 16p ~2 ~ ~ 6 2 ~ 102 ~ O 29 oc , o { 33X ~ C~ ~ ~ / 8,182 sQ. ~ / ~
~s ?'es 27 0 ~#3 ~ ~ l 0.19~ocr
8,,g 125 ~ ~ , PROPOSED 50' g~ / 15 ~R~ f
~•2 6 acr ~i ~ ( DISSIPATO 8029 sq, ft. 93 ~ ~ 33X j / /
~Z'gs ~ _ 100 r S 9 ft. ~ ~ ~ / 00
l / acres 89 x,67 9~ S x'19 ac ~ 9 j 88 7, 695 S ft. ~A X13 A ~ 3 res ~ /CQ / / . P104 00
PROP 20 ~ pR ~ ~ ~5 ~ ~ 9 es 1J 24+ v 24+oa. ~s , ~ ~ ,~~#~q /110
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BEGIIu n.... ~ 1 ~ ~i 7 QCr@S 795 c c . ! f ~ 97 4n~ I .l i ~ ~ i GRAPHIC SCALE
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HIGH POINT ELEV = 104.07 C
HIGH POINT STA = 73+98.27
PVI STA = 74+00 S ~6 b 10
PVI ELEV = 104.50 0
A.D. _ -1.72
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O NO. DATE RENSION DE 50 77+00 77+50 78+00 78+50 ?oSav oESMIPnoN BY o ui
70+00 70+50 71+00 71+ 71+50 72+00 72+50 73+00 73+50 74+00 74+50 75+00 75+50 76+00 76+50
i

r ` ~
CONSTRUCTION SEQUENCE EROSION CONTROL NOTES
'ES
1. OBTAIN GRADING PERMIT. 1. ALL LAND DISTURBING ACTIVITIES SHALL BE - ~ ~ TEMPORARY E Y JUNCTION B4X NOTES SEEDING SCHEDULE •
2. INSTALL CONSTRUCTION ENTRANCE, WHEN COMPLETE INSTALL CONDUCTED IN ACCORDANCE WITH NCDENR 4 ~ ~t4 $ ,~e~' , ~ ~ ~ TEMPORARY JUNCTION BO `~~;a ~ - ~ \ ~ THE LOCATIONS SHOWN A DRAINAGE SYSTEM. PLUG ?N BOXES WITH HDPE PIPE ARE TO BE CONSTRUCTED IN pER6ApNaT SEEDING* - V
THE SEDIMENT BASINS, SILT FENCE, AND TEMPORARY STANDARDS.
DIVERSIONS. UPON C~MPLE110N OF INSTALLATION SEED, MULCH, 2. THE TOTAL DENUDED AREA IS 47.48 AC. WN AND IN CONJUNCTION WITH THE PERMANENT STORM ~ HERS SIDE DIT HES SLOPES (pax ~~t1
AND ANCHOR EROSION AND SEDIMENTATION CONTROL MEASURES. 3. ALL TEMPORARY EROSION CONTROL MEASURES PLUG CONCRETE PIPES AT BOX OUTLETS TO ALLOW pA~ ~E PLA D THE BOXES AND THROUGH THE HOPE PIPES INTO THE PLANTING RATE '
CALL NCDENR FOR INSPECTION. IF APPROVED BEGIN CLEARING SHALL BE MAINTAINED IN PROPER WORKING CONDIT AND ROUGH GRADING OF REMAINDER OF SITE. DURING THE PERIOD OF CONSTRUCTION. SEDIMENT lRES +t~~ ~ R3p0 ~ WATER TO FLOW INTO THE
:ONDITION ~,~o /*~~~Q+ ~ SEDIMENT BASINS. WHERE WHERE HDPE PIPES DO NOT FLOW DIRECTLY INTO ~'R• - Ju~Y COMMON BERMUDAGRASS 4o-so DIVERSION DITCH TO TAKE FLOW FROM HOPE PIPE TO 0-80 LBS./ACRE
3. INSTALL ACCESS ROADS AS SHOWN ON PLANS. BASINS SHALL BE CLEANED OUT WHEN THEY BECO 4. INSTALL UTILITIES AS SHOWN ON PLANS. ALL EXCAVATIONS HALF FULL. SENT '0;: / s BASINS, CONSTRUCT DIVER ~ BASIN. WHEN BASINS AR BECOME \ C
IS ARE REMOVED. REMOVE THE PLUGS IN THE CONCETE PERMANENT SEEDING - V
PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY. 4. SEDIMENT BASIN DIMENSIONS ARE FOR BASIN q,~~~ ~o; ~``c` qO PIPES TO ALLOW WATER T SIN SYSTEM. REMOVE HDPE P ~ ~ ~ ~ ~ ~ ~,;Q ~ ~ ~,s, BRICK. TER TO FLOW THROUGH THE PERMANENT DRAINAGE s~oPES (s: t To ~1, 0
5. BEGIN FINISHED GRADING, FILLING AND COMPACTION OF SITE. BOTTOM. DPE PIPES AND PLUG HOLES IN JUNCTION BOXES WITH qpR, ~ _ ~~Y 15 PENSACOLA BAHIAGRASS 50 ~B APR. 1 -JULY 15 ~~~Eq LESPEDEZA~+ 3p Lg APR. 1 -JULY 15 COMMON BERMUDAGRASS'~"~• 10 LB APR. 1 -JULY 15 GERMAN MILLET 10 LB ~MPORARY SEEDING 50 LBS/ACRE rA
6. CONTRACTOR SHALL MAINTAIN POSITIVE DRAINAGE FLOW 5. DISTURBED AREAS LEFT INACTIVE BETWEEN ANY 30 LBS/ACRE 40I
THROUGH TEMPORARY DIVERSION DITCHES AND INTO SEDIMENT PHASE OF GRADING SHALL BE TEMPORARY SEEDED ANY ~ 9'~1 10 LBS/ACRE ~r
BASINS. WITHIN 21 CALENDAR DAYS. PROVISIONS FOR :EDED ~ ~ ~ ~3 4 ~ 'p0 10 LBS/ACRE
7. CONTRACTOR SHALL CLEAN AND/OR REPAIR ANY SECTIONS PERMANENT GROUND COVER MUST 8E ACCOMPUSH OF TEMPORARY DIVERSION DITCHES DAMAGED OR FILLED ON A ON ALL DISTURBED AREAS IN 21 CALENDAR DAYS PUSHED o r' s~
~ I oA ~ \
DAILY BASIS. AND IN REMAINING AREAS WITHIN 15 WORKING DAY 8. CONTRACTOR SHALL CLEAN OUT SEDIMENT BASIN AS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER. DAYS ~ s ~ ~ ~ pO DEC. 1 -APR. 15 RYE (GRAIN) 120 L ANNUAL LESPEDEZA (KOBE)*+*• 50 L APR. 15 -AUG. 15 GERMAN MILLET 40 L y9~ AUG. 1S - OEC. 30 RYE (GRAIN) 120 LB 120 LBS/ACRE ~ 50 LBS/ACRE
ti
REQUIRED TO MAINTAIN ADEQUATE STORAGE FOR SEDIMENTAT10N / ~ ~ ~ ~ 40 LBS/ACRE O
OR WHEN HALF FULL. 120 LBS/ACRE ;6o
9. CONTRACTOR SHALL INSTALL THE STORM DRAINAGE SYSTEM,
BLOCK AND GRAVEL INLET PROTECTION, AND INLET SEDIMENT CONSULT CONSERVATION ENGINEER OR SOIL CONSERVAl10N SERVICE FOR V
TRAPS. i° iy ' 'moo / ~ ~s.~ oa ADD1710NAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETA71aV H
10. BEGIN FINE GRADING AND BUILDING ACTIViT~ES. STABILIZE OF DENUDED AREAS. THE A80VE VEGETATION RATES ARE THOSE WHICH DO WELL
SITE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH \ ~ COMBIN ~O~S ARE PONSSRIEBL ~ ACCORDING TO NCDENR; 01HER SEEDING RATE ~ N 00 C%q
VEGETATION, STONE BASE COURSE, CONCRETE, ETC. ~ s ~ ~ *ALL SEEDING PERFORMED OUTSIDE OF THE PLANTING DATES LISTED SHALL BE N
11. WITHIN 21 CALENDAR DAYS AFTER COMPLETION OF ANY ° PHASE OF CONSTRUCTION, STABILIZE ALL EXPOSED SLOPED AND SIO ~p TEMPORqRY. \ ER A NEAT APPEARANCE IS DESIRED. OMIT SERICEA.
~ a ~ ~ ~ ~ '~IJSE COMMON BERMUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT 0
ANY REMAINING DISTURBED AREAS WITH VEGETAl10N AS ~ ~ ~ BECOME A PEST. BERMUDAGRASS MAY BE REPLACED MATH 5 LB/ACRE ~ ~ - - - - ~ ~ CENTIPEDEGRASS. V
SPECIFlED HEREIN. ~ ~ ~ ~ y ~ % y , \ '1, 'i A~ \ - EX'fENDTBEYOND ~p,lN~ EDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO
12. CALL FOR INSPECTION. / ~ ~
13. AFTER FINAL APPROVAL REMOVE SILT FENCING, AND ANY ~ ~ REMAINING EROSION CONTROL MEASURES. ~ ~ ~ ` Seedbed Preparation: zo
~c 1. Chisel compacted areas and spread topsoil three i deep over adve~sa soil conditions. if available. Free inches POM 00 00
s ~ 2. Rip the entire area to six inches deep. 3. Remove all loose rock, roots, and other obstructio :tractions
/ / STREAM CROSSING NOTES / ~ ~ ~ ~ ~ leaving surface reasonably smooth and uniform. i~
4. Apply agricultural lime, fertilizer an dsupe~phosphat uniformly and mix with soil (see mixture). >sphate CYA
1. CLEAR AND INSTALL ALL EROSION CONTROL ~ ~ ~ ~ ~F
DEVICES AS SHOWN. c Q~~~ A~ ~ ~ ~ 5. Continue tillage until awall-pulverized. firm reason ,9s Oj uniform seedbed is prepared four to six inches deep. •easonably
2. DE-WATER WORK AREA BY USING COFFER DAMS \ 1 / \ ~ / y9~ A \ F,~ 6. Seed on a froshiy prepared seedbed and cover see ~ \ O ~ lightly with seeding equipment or cultipack after seed ~ ~ ~~,S, 7. Mulch immediately after seeding and anchor mulch. deep. sr seed
AND PUMPS. ~ ~ ~ seeding,
3. INSTALL STREAM CROSSING PIPE CULVERT; MAKE ~ ~ ~ / 9s~9~ 2~~ ~ ~ / ~ ~ o~ a,~ ~ s ~ mulch.
SURE THAT AQUAI1C LIFE PASSAGE PROVISIONS `~6~ 6~ ,c• 8. Inspect all seeded areas and make necessary repair ~ / ~ ~ ~ ~ 9~ • ~ reseedings within the planting season, if possible. If repairs or
ARE FOLLOWED, AND THAT PIPE FOUNDATION IS ~ ~ y~, ~ C~~ should be over 60~ damaged, re-establish following t y Q p2 original lime fertilizer and seeding rates. s. If stand Ning the
SATISFYING (UNDERCUT ANYWHERE NECESSARY). ~ ~r 9 q 9. Consult EFS Environmental Engineers on maintenanc TALLED nI.oNG \ ~ ~O tratement and fertilization after permanent cover is tenance
4. BACKFILL PIPE SUFFICIENnY FOR STABILIZAT10N. ~ \ ~ , ~ ~ q~ ~ ~9 9s ~j~ ~ 3u'~ SILT FENCE TO BC'IFISTALLED -4 ? A > \ ~ ~I'~I AND TO BE RE A ~9 F`J,F C „i ONCE PIPE 1 INS > BE REMOVED 1 ~ established. r is
5. INSTALL OUnET STONE APRON AND CONSTRUCT ~ E 1 INSTALLED
HEADWALLS. ~ ~4 ~ ~ ~ i ~ ~ 6._REMOVE COFFER DAMS AND DIVERT CREED INTO / ~j~' _ Apply. Agricultural Limestone- 3000 Ib/acre
,-c ~ _z Fertili2er - 1n_1n_7n e.,.,~..e:e ~ inn ~~.s s ~ww.~
~ .r.v vvv ~vo ~a.~ a c ~ m ~ Mulch -4000 Ib/acre 80 Bales) grain s o/ %.l v
7. COMPLETE BACKFILL AND ROAD~RADING. / ~ ~ ~F~ ~ v; o, ~ J Anchor -Use liquid asphalt •400 gals/acre grain straw
8. IMMEDIATELY STABLIZE ENURE ARE ~ ,p ~ ~ ~ i '~a~ - ~ or emulsified asphalt O 300 gals/ac ~ ~ /acre al8iacre U C
~ CN PRA Pp ~~19, pG 0
C o
i ~ \ ~o i CIJ +%U
~ is. o'~ C C.C
~ ~ / ~i- ~ \ d+~ q g ~m p ~ / Q~~'o o Q~ .R 0 0
~ oz ~ ~
a? z E 0
~ / ~ i s ~ ~
ti \ ~ iL 4~'~~'-3 ° o'er p, ' F a N S O~ p9%
~ t~ • 4~,°~-~ 4;;0~~ PRE ~A f o (D
i , ° ~ ~~y, ~ ~q,`b to
a `b, ~ ~ s qs OC() p CLj 0) Cts
~ ~ ~
~ ~ Q~,~6 ~ ~ 96~~ ! too o,
~ ~o~ ~ i ~ ~ ~ ~ ~ ~ 0 ti \ ~ \ ~ ~ ems` 4 /I o '~~a, 0 Lm
~4~~ L. 0
4 a b d ~ 4~~~ ~ ~ C (Ono 0 ~W U 0
~ ~ SILT F~1VC~ ~ ~ ~ ~ r ~ \ ~ ~ ~ 0 E
~ / / 4-0' ' ~ ty ! a
~ j~ ARING LIM~ ~ ~ ~ \ ~ ~~k ~
s~ t~ 4
TEMPO~,ARY DIVA SIGN ~ ~ ~ ~s°' , 04S)
~ fr f~ ~ ~ J ~ ~m \ LM >
INLET PRO CTION ~ \ a`~ ~ 1~ W U0
elm, o ~ ~ ~ ~ ~ \
~ ~ ~ ~ -m Cis
O SEDIMENT BASIN ~ ~ ~ ~ ~ ~ ~ .off wit ~ ~ 3 `G e~ `y .....J` ~ ~ LL
~ ~ ~ o / P~, 1~,
~ ~ ~ , m
ROCK INLET PROTECTION/C ECK ~o~;a~ ~8,
o u~ R,,~
~ ~ ` 7~~ ~ y.~9Q ! \
r""~/ TEMPORARY PIP '~*a ~
~ \ s
/ / Q4 A ~ Y~~ ~f~9 vi 0 *ts 4 ~ ~ ~ ~ ~ Y ' 98 97 ,b~~''~ 3 ~ 101 t n~. ~ $i'.~ o~ 00
/ o o~ ? i ~
p - ~ c`
99 C ~ r
~ Quo tP ~ ~ d ~~o~ ~ ~ ~~.p q~'8 ~,rs ° n~umumio~~~
~ ~ ~ 'i ~ ao~i. RCS ~ ~ C
~ ~ ~
j ` m f g9~a~~ ~9~ ~ ~ 4' o s Ci /~lp~ ~ o'~~'o ~ ~ ~p 'm O
~~i ~ ~ 4 ~ U ~`T Rr a~.s, q~n
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~ ~ ~
~ ~
~i
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~ ~ sa
0
In I a
K BY
PLANS SUBMITTED FOR REVIEW. NOT RELEASED FOR CONSTRU TRUCTION.,

(j'
•
Channel Shin Tabls ' PIPE 8 PIPE SIZING TABLE V
Chantrel Drai Dnlna o Runoff T RaiMall Flow Thal Channel N~anber Area Area CoefAeleM IMe Fbw Lai PIPE 4 Pt Ora Drat Runoit T T RNMaN Flow U ToW Msnnin kudlnsl Theo PI Veloc 8tructun E utvaleM D r ~o~w Flow Rou hn~ss SI Diameter Full Size Round 8~ n
ac min INh cfs cfs cis .y~'!k `A~~`~ ~ NumMr Ma Mw CosfNctaM CoN~cieM PI
~ ' \ ` ~ min min i ds afs cIs n in
1 !23019 2.82 0.39 5.0 8. 9.08 8.50 15.56 205.00 2 343523 7.89 0.39 9.8 7.15 21.99 0.00 21.89 441.00 ~ ~ ~ r). 1 3Z7s72 7.52 0.39 49465 1.14 0.39 6.9 7.76 22.77 21.99 44.76 0.013 0.0020 41.88 S.1 96"x58.5" rc arch 1 48 UM92' W~8' 13" Class B ~ 1 Stone 22" Th 5.0 8.23 3.84 S7. 81.44 0.013 0.0020 47.18 S.b 10"x6S" rc arch 54 Lf32' WEB' 1S" Class B or 1 Stona ~2" Th 52.7 3.38 144.09 144.09 0.013 0.0150 44.50 18.2 10'~t5' boX Culvert L~30' NMO' 2S" Class Z Stone 27"'t'hiC 5.0 8.23 4. 4.39 0.013 0.0026 16.N 2.7 18" rc L~8' VY~9' 3" Gass A 8bns 9" Thldc ne 22" Thick gyn. 2r Thick
3 327672 7.52 0.39 8.9 7.77 22.78 42.1 84.97 28.Q0 4 186331 4.28 0.38 5.0 8.23 13.73 17.80 31.53 534.00 o ,Tr Thick
5 16429 0.38 0.39 S.0 8.23 121 2.70 3.81 38.00 8 28391 0.65 0.39 5.0 823 2. 1.23 3.32 7200 e~ ~ ~ 3 4793842 110.05 0.38 5 ~ ~w~j,~ 4 5961 1.37 0.39 V Thick V Thick V
g 28880 0.68 0.39 5.0 8.23 2.13 4.39 6.52 0.013 0.0018 20.74 2.2 24" rc L¦8' W¦4'. 8" Class A Sons 9" Thick 0
W
Channel ! -Grass Uned Swats (No temporary Iininp needed Channsi 2 -tines UtNd Swals witl~ Juts Nst Temporary Lit~sr / ` ors g ' ~ `'9
ManM Coeftident n 0.030 n 0.030 / / ~ s~nmsry to ~nmsry fa Pond 1 Summary for Pond Z Summary for Pond 3
A Side SI 2 •1 3.000 A 81ds Z 2:1 3.000 BWEom Wldtlt W ft 1.000 W 1.000 ~ y ab. - a.sso ~ i~now -s.ar eptA ~3.8T' IMlow Ares s 10.580 ac. Inflow ~ePin =3.81" Inflow Area = 5.210 ao, InNow Depri~ =3.44' 8296. Lsr 11.7 min
Channel s rt!ft 0.002 Cham?N s AIR 0.004 ~ ~ 'mss ~ ~ y9 i ~w ze.~ ~i ,,.ss °n~seD. von~? ? ; / ~ ~ pillow = 8.17 ds~ 12.11 hrs, Volume \ ¦ 8.17 ~ 12.11 hrs. Vdu~ s / ~4 q / \ ~O ~ O.OOds~ O.OOhrs. VoWms ~ ds a. Volums~ 1.217 s! IMbw = 88.70 cfa~ 11.96 hrs, Volurt~ 9.191 of IMb~w s 32.19 cft~ 11.90 h?s, Volume= 1.495 of a. Volume= 1.218 of Atterw 80%. Layer 9A rNn OIAAo~w = 10.58 cfs~ 12.15 hra, Volumes 3.190 of Npen= 8596, Lap=11.1 min OuMow i 5.88 t~ 12.10 hta. Vdume= 1.495 s~ Atter?= 82%. Ls me p„mpry • 5.68 cisQ! 1210 hra, Volwr~ 1 A95 d
Normal d R 1. Normd d R 1. Weaed Perkaetx P R 10.487 WMad Paknetst R 10.234 s. Vdumr 1.218 a~ P~Utary ~ 10.58 t~ 12.15 hrs, Volurt~ 5.190 at E. VoWms~ 0.000 a~ 9eoond~ry ' 0.00 ds~ O.QO las. Volums¦ 0.000 d SecorMary = 0.00 cfs~ O.OO lus. Vdume= 0.000 of
Crow Sectlonal Area A 8.2b0 8~ctlonel Aroa A 7.855 ulic Rs~ue R R 0.787 R ft 0.788 / / ~ / ~ ~ \ \ ~c 9Q Rpuyre yy Stor-IiM rt~thod~ Tuns Spans 0.00.72 o~ 4 Z'/ ~ / ~ A Y / Peak Elev¦ 97.2 ~ 12.11 hrs SuAAro~ 9172 / a, ~ ~ ~,p ~ \ \ ~ plup~Flow dster?Uon Umea 87.2 min cabulated fa ans 0.00.72.00 lus, dtm 0.01 Ms Routl?p by &a-Ind method Tlms 3pen¦ 0.00-72.00 hiss dt¦ OA1 hrs Routl~B by Stadnd method Time Span' 0.00-72.00 hrs~ ~ 0.01 hrs i d A'
Fbw cis 18.580 Fbw Q ds 21.990 ~ A V v 1.986 A V v 2.800 1ro~ 9,172 d Storage= 21,231 d Pesk Bw= 97.35 12.18 Iqs Surf~4ts1~ 18,492 si &o?ap~ 56.187 d Peak Elew 97.25 ~ 12.10 hrs SurfAres~ 15,270 sf 3toraQss 24.009 d MOW)
/ ,~o/ ~ ~ ~ ~ ~ det. tkns* 86.2 min (900.0 - 813 / ~ ak:ulated fo?1.216 et (100% ~ IMluw) Ph~Flow detention times 70.8 min alaAeAed for 3.190 at (100% of h~Aaw) PIug~Flow detention tlme= 55.1 Mn cak~datted to?1.498 sf (100% of IMlow) 900.0 - 813.8) CerNerot-Mass det Urne* 70.5 min (877.9 - 807A) CeMerot-6Aeas cfet Gm~ 55.1 min (884.8 -808.5
Shear SVess T 0.19 Shear SVess T I ) 0.38 ~ Volurtie invert Avall.S~orooe 3toraas D / 4'b ~ ~ #1 94.50' 28311 d Custom~ a$ 1 J ~ / / Elevatlon &M.Area Inc.3Wre e g p~pryq~ Volwne Invert Avail.Storage SOOreoe DeealWlon _ Volume Imrert Avail SWraae Storaas Desalotlon I LJStid bN*Reado) O
Custom ~ D~q (Prbn~C) ~~ted bMo~Recebl #1 93.00' 87882 d Cwlom ~ Ohs (~m~pq~~ Uetsd below(Recelc) 1C1 94.50' 37,221 d Cwtan ~ Dab (PMsm~tlo) LJatid bN Store Cwn.S~ors EkvaBon Surf.Area Perim. Inc.36as Cum.Stas Wet.Aros Elevatlon SurCAree Inc.Sto?e Cum.8~as
Channel 3 - Orass !load Swale with Juta Nat Tampasry Llnar Channai 4 -brass Used 8wa1~ with Jub Nat Tanporary Um? rteatl (cublo-teetl (4eeR) (so-ftl (feet) (cuWo-tsstl (cublo-fe~t) (so-lt) (feet) (sa-ft) (cubioisst) (cublol~
Mannh Coefficient n 0.030 Mennln CaetfideM n 0.030 Q ~ ~ (feet) (8a-1!) (CUWo~test) ( 0 - p p x3,00 6,029 364.0 0 0 8,029 84.50 4.273 0 0 V
A 31de Z '1 3.000 A Side Z •1 3.000 BotEom Width W ft 2.000 Bottom Width W ft 3.000 /a ~ / / ~'J ~ / / ~ \ 95.00 8,840 3,181 3,181 3.181 94.00 9.881 581.0 7.774 7.774 20,597 95.00 4,878 2,288 2.288 i,337 10.517 9B.Q0 12,453 1,081.0 11.028 18,801 88,4N 96.00 8.810 6,844 9,132 a
Channel s RIR 0.002 Chaimel s RiR 0.004 ~ ~ ~ ~ / / ~ ~ i ~ 97.00 8,883 8358 ~ / '0 ~ / 98.00 9,989 9,136 3,358 18.875 96.00 15,028 1,08.0 13.718 92,521 90,??45 97.00 18,628 11.218 20,950 ~,~3g 28,311 97.00 17,881 1,6.0 18,276 48,T68 91,881 98.00 20,117 18,8M 97,221
Normal d ft 2.520 Nortnel d ft 1.490 Wetted Perimeter P ft 17.938 Welled PeAmeQer P 12.424 ~ q~ Cross Sectlonal Hrea A s 24.091 Crow 3sdlonel Area A 11.130 / 4 ,p 'yam ~ j~,~/ DeNce Routlno Irnert Clutlet Devloes 98.00 20.2b3 1~156A 18.89~i 87.6 102.509 Device Routlna Imrert Outlet O~vlcea ~t Devloes 00
Ib Radius R R 1.343 reullc Radius R ft 0.898 4 / ~ ~ ~ A 1F1 Primary 94.50' 1Z0" x 80.0' l Ou~nverta94 0 "X80.0' loop Culwtt RCPT 9r~~ ~ P ~9~ Ke¦ 0.200 Devioe RoutlnA InveR Outlet Osvloes *1 Prlmsry 84.60' 1Z0" X60.0' long C4Wat RCP. 9?oove P Btlnverta94.40' 8=0.0020'P Ct~0.90~ n= 0.015 M1 PAmary 93.00" 16.0" x 75.0' bop Cu1wR RCPT Groove end pnoJ~dinp~ ICe= 0.200 Outl~Unvetl~64.00' 8=0.0100Y Ct~0.900 n= 0.0 n .900 n= 0.019 Did Rectangular Wsir
Fbw Q cts 84.870 Dss n Flow Q ds 31.530 A V v 2.67 A V v 2.833 Q a~ x s o~ n~aa~ e o a~cr saa wu~?+~ o~asrnwn~ez m s•o oaar co•o soo ~z sec«a.ry e~.~a a.a any x s a b~an~ e?o~a.c d(feet)0.20 OAO 0.60 0.801.001.201A01.601.80 2.00 mQ013 COnote4~plpe,atralOhtd~cN~n Head(leet)020 OAO 0.60 0.801.00120 7.401.6 .20 1.40 1.60 1.80 2.00 O~
~i~ O _ ~ Z.SO 3.00 3.50 4 Coet(Enplisl?) 9~ ? ~ ~ ov~~ ~ / C ~ 2.87 2.88 2.88 2 ~ 3.00 3.50 4.00 4.50 5.00 6.50 #2 Secondary 97.50' 8.0' lag x 5.0' bntdtl~ Bno~d~CnstM R~eanOu~? WNr 2.b0 3.00 3.50 4.00 4.50 5.00 5.50 L(Enplish) 2342.50 2.T0 2.88 2.88 2.Q6 2.85 2.85 2.85 2.85 Heed(isM)0.20 OAO 0.80 0.801.001201.401.801.802.00 Coet(Enyliah) 2.34 2.50 2.70 2.88 2.88 2.66 2.86 18 2.66 2.86 2.852.65 2.65 O C/1 ~-0
Shear Sk~ess T 0.31 Slws? 3hess T 0.35 ~ / ' 2.88 2.88 2.70 2.74 2.79 2.88 2.50 3.00 8.504A04.50 5.00 6.50 2.87 2.88 2.88 2.70 2.74 2.79 2.88 Coef (EnpNeh) 2,34 2,80 2.702.882.88 2.88 2.85 2.85 2.88 2.65
2.11 tgaHVYs97.28' (Froa DleCharys) 2.67 2.88 2.88 2.70 2.74 2.79 2.a8 ~ hrh~uuy OutF7odY1~5.88 ds ~ 12.10 htsFIW=9725 (Free Discharge)
CMnnN S - Onss Lund SwM~ (No bmponry Nnlnp ead~d) ChainN d - Ona~ Un~d Swale (No bmporary Iininp nNded) / ~ \ ~6 i ~ 8.58 tps) p L1~CWwR(Batrol Controls 5.68 cta ~ 7.24 Ais) LI~CWwR(Btmel Controls 1058 ds ~F11fY=87.35 (Eras Obcher9el a dory ~u1FIo~MIaxa0.00 cis ~ 0.00 htsHVY~94.50' (Free Dle~u~psl rge)
Men Co~Akient n 0. Co~Mld~nt n 0.030 / •o t ~ ~ ~~v~ ~ ~ a Ou1Flo~M1ex~0.00 afs ~ 0.00 MsHM `~7 y \ S~road~Cnrbd R~anpuN? WN? (Contr 0.00 MsHW~94.50" (Eros Oieche?ys) t-~ rwd~nsbd R~anDWu WNr INr (Controls 0.00 cfs) (Controls 0.00 d~) Ou1F1oiN1~c~0.00 ds ~ 0.00 hrsHW=93.00' (Eros Dlta~~'9e) Zo
A Sills Z Z:1 3.000 A 8Ma Z •1 3.000 • BotOom WIdU? W ft 1.000 YVIdYf W Q 1.000 / ~'a~~ ~ ~ / ~~?~Cnsbd R~anDWa?INelr (Contrda 0.00 cfs)
(~wnnel s MU 0.002 CMnnd s R/R 0. e~, ~ / ~F` 6 2 \ l
Nor?nal d R 0.80 d ~ Wetted Pairt~eter P Q 8.31 6.983 / / ~ \ a O O `9S ~j~ ~ r ~ 0 °w o us p ' ~ a~ v~
Crest Sedbnel Area A 2.967 Any 2.806 / oYi~ ~ / Rsdlus R R OA88 ~ r i~ ~fi ~f o ~ ~ 9 S ~ C I
Flow Q cfs 3.910 Fbw Q cfs 3 Ri,?t A V v 1.322 A V v 1.274 4? ~ ~ Pon ~9 Ne Ckw Thidummusl
~ / 3 3 AM 9
Shear Stress T ( 0.1 \ Shear Siraes T 0.10 ~ ~ 3. 5 6 6 B 122
I ~o~l~ g 9 4.00 3.00 3 3 A 9
~ ~ ~~T ~
~ ~ ~ \ ( Q~~~ ~s
.oc~ ~ \ o~ 6Ty
~ ~ ~ ~ ~6 , ~ ~ ~ POND SPILLWAY NO NOTES
~ ~
~ / ~ ~ -,9 p by \ ~ i' ~ ~ '~G,~~~ GRADE PONS SPILLWAY CHANNELS AS Ls as sHOwN.
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CONT. FROM SHEET C8 i iaah = 50 it
a o zs a ~o
HIGH POINT ELEV = 102.59
= 10 71 HIGH POINT ELEV = 101.69 LOW POINT ELEV = 101.31
?2+3 .92 LOW POINT ELEV = 100.3 1-50 LOW POINT STA = 26+90. 3.00 PVI STA = 27+00 100.36 HIGH POINT STA = 29+73.08 LOW POINT STA = 31+26.92 HIGH POINT STA = 33+97.96 LOW POINT ELEV = 100.87 U~
.+90.91 pry STA = 29+50 PVI STA = 31+50 PVI STA = 34+00 ~0~ LOW POINT STA = 37+26.05 J-
PVI ELEV = 103.00 i +~n - s n PVI STA = 37+00
PVI ELEV = 102.00 PVI ELEV = 101.00 A.D. _ -1.63 PVI ELEV = 100.50 Ao
~ CB 6A PVI ELEV = 100.00 00 A.D. _ -1.30 A.D. = 1.30 K = 122.45 A.D. = 1.32
DOUBLE INLET) TA 24+10.13 A.D. = 1.47 K = 153.85 K = 153.85 K = 151.26 C ~L
I GRATE 101.61 K = 136.36 00
INV OUT 95.48 200.00' VC ~ ~ 200.00' VC I I 200.00' VC ~ z
~ 200.00' VC ~ ~ 200.00' VC E y--
C 6 DO BLE INLET) o 0 ~ °o c°~ °o ~ DOUBLE INLET) 4 M w 0
~ ~ STA 24+10.13 ~ TA 31+50.10 110 L ~ 0 C
~ ~ ~ r~ o STA 26+27.18 INV IN 5.39 o co GRATE 10 . 4 N ~ INV IN 5.39 r~ o + o GRA E 100.19 INV OUT 5 ~ cii w INV OU 95.39 ~ ono o ~ N ° INV UT 95.38 N 10 .02 ~ o N o ~ o INV OUT 96.19 M o o M ° + GRATE 1 70
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w C)) 0U 00 0 K) V-
ATE 102.13 j j N °o Sri ' N w ~B 8 DOUBLE I OU 95.81 w W rn ~ A 26+27.18 ~ ~ CL Gi iii DO BLE INLE v v
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~N~z o m m GRATE 10 INV N 95.29
10 .02 W W m INV IN 96.10 LLJ CIJ0
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8" ,SSEMBLY goo E 0
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8" C900 ATER 10 .34 0 8 WA R `STA. 37+38.07 2" BLOW OFF ~ Lm W
ASSEMBLY
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112.40 6~ 18in. RC 30in. RCP x ~ 1i
WA'r~ 22.7 O. 96
8" C900 = 24'-8" 202.E 24'-8" ~ ~ DI WA R 8" C900 ~
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cJ~ 8tn. ' TA. 23+90.51 PVC
8i . DI Bin DI JB 1 8~ X 8~ E M M~ O
ST 23+82.94 COt .a CONCR TE JUNCTI N BOX sra as+s ai m~~ CAF?
8" ATE VALVE WITH M NHOLE c>rnc~ ? sale*
ST 26+85.59 ago
8" X B TEE T 30+:80.7 TOP 102.27 0 ~ o rn a
"'I 8NWA ~R STA. 2 +74.2 GR TE 101.06 INV I 95.63 ~ s 2 2 =
IN OUT 96.3 rn INV I 95.63 ~ Q+°o ~i
n ~ au~n~ WN~~ INV I 95.63 r%~ o o~ 01
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PLANS SUBMITTED FOR REVIEW. NOT RELEASED FOR CONSTR ~TRUCTION.

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X39 as"~ ' f ~ q' f • 9 r~
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crag STq, 1 ` ~7~ ~~2.3 Uj ~/O ~~6~'97.72 _ . W 4. ~,~02 /NV ~ B 35 _ ~ 0 33~ PIpE 3 2.3 a' Ib~ ~ (~o ~ SrA' ~ 45.1 C~ 3
.69 / o
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7, f 63 27 #32~ 5: ~ P II ?~qP~' t~ p~ • p.19 a 9• ft.
5~ ST ' cres ~ 0.33,$ ~I ~ ~
/ -~C'es ~10.33~ 3 4~ O S /4g A. 7g+99.1G - - ~ ~ ~ ~ 7 ~ ~ p coo iNv Ono
2.7s ~ / 1 - RO ~ N~y
/ / e~`0 1.19 ~0,. 15"~ R P 2 .00 LF / ~.4 sq tOa~Z~ ~ ~ ~ ~ ~ ,459 ~ ~.33~ R 95.11 ~ / ~/l ~
1~p ~ 7 ~ BN B I p, 2 8 125 ~ y ~~'S~ ~a NVV~ ~t MEN ENV g9 ;9 METER TOA 103.7 9? 0.29 vcr' f t• J C~oP ~o~ ~ ~ C~ rA. ~i+to, ~0 8' 182 sq. / /
p, $4• ft. ~ 560 8 76 es 27,p p ~#3 ~ Me ~ ss.44 .7 9~acr y y
acres ~ OUT ~ • 3s+~ ~6Q ~•2~ A~ 15;P RCp ~ ~ r~P 101.44 93 y~~ ° ° ~x C ~ /
DNS 44• s , 1P~8Pr~o~"~,z~ S ' f / c ~2 6 Ocr 4~ i ~ $ I ST ~ TfR TOP 104.1 8' 029 sq, ft~ 93 srq. ~86 0 _ ~ Me ~N 99• ss 100 r ~ 9 sq. y ~ ~ N
ss. ft. 0~0~?~'~ a~ ~ OP G V X / g ~y ~ r ' 2+ss.ss 2 2 3 res S ~V ~ ~ 95.32 z
p g~ ~e~R ~p ?.0 / BOX l M ROP 20~ pRq I ~ ~ ` 5 / ~srq ME1~~ER T P5.06 R P 104.3p ~ 9~ acr 89 7 s79 88 x'695 s ft. ~S ~t3 00
~~~'OS i Ff rc ,6g5 S 99 vcre pCr~s ~ ~j~,A 54+Q C S U 9 ft. s 50 4+Qg 76 C ~ 2 ~ ; Ce~~ ,gTOP 101.32 ~ T Q 5.50 E ~9 .52 ~O 8, ~72 s 00
EAS ~NA~Ej Sq' ft• %!35 t .ss u EMEN 7' es I ME1ER ~ 4.4s ~ H ° ~o . Sao ,a.~s Q~ ft r Poo"
~ , X02.22 159 st e ~2 A r` IN + ~ PROp 2 18 ocres / / eoo 12 •'st+s .a ~I ~ EASEM~ AINAGE / 9 \4~` 50 9• MtE't. R T~9 ~ ~ ANNE ~ 9 acre ~ ~ I i
ELEVq ~ pN 95ALE S A. ~ 26 .t4 • s • ~ v ~ , ~
g3 E 0 INV+ 658 ~ vc f t. ~ ~0 50 sq, R r P~ ~ /STq, e 16 aCr 1 2.s~/ ~ 4 l / EGIN Wq s 6 acre 27, p ~ I ~ ~ ~
S o v j a lN~3I~i. ~
l„ / ~ e4,. E7ERfTOP 1n~ ~ / / oo~
GRAPHIC SCALE
GYPSY LANE o ~ ~
xor~zorrr~.
1 iach a SO tt.
a o zs s to
HIGH POINT ELEV = 104.07
NIGH POINT STA 73+98.27
PVI STA = 74+00 V~iTICAI.
1 inch a 5 ft, a~
PVI ELEV = 104.50
A.D. _ -1.72
K = 116.21 J0 Law
some 'o
~ 200.00' VC ~
CB ~ 35A 0 0
it STA 72+86.03 °o c`~o o cNo
GRATE 103.21 o ~ o INV OUT 98.41 ~ O O z
110
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A 72+86 03 m m w w
RATE 103. 1 EX CL RADE Cl)
VIN 98.3
I OUT 9 32 co 0) co
0 85~ Mammal Lam
•~a% 2X89' HYDRANT .8890 2.0$%-2. q.
ASSEMBLY CD STA. 72+ .74 8" C
CO 100 E
a" C900 W ~R ~ 72'-8" CIJ o
64'-8" a„ C DI WATER r,,,, DI WATER LmWV co
1.1 ~ 8
142.97 .50~& 8 SDR26 yC
7.Zp SDR 6 PVC D4 s
m
~ ~ M M~ 81n. S .17~ X900 ~ 26 pVC ~ ~R
0.5 0
8" X 8" TEE ~ ' M ~ STA. 69+90.05 Q ~ ~ 2 ~-8» a 8 n. SDR 6 8" X 8" ~ STA. 78+39.30
0- DI WATER W ~ Li
90 r~ r~ z o O p~ VALVE d- M STA. 7+94.11
~ ~ ,
m ~ ~ V N ZZ • N 8" GATE VA VE DI WA ip M 0~0 • M~
8" GATE ALVE STA. 70 22.82 ~ ~ STA. 72+67.7 m CAR
N y pN n v ~ ~
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M N 1 X 5' CO CRETE m H
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me-mommummopm 4 12/U/00 PWC 2ND s iI/aM "molt oommum ,oF to
POO 71+50 72+00 72+50 73+00 73+50 74+00 74+50 75+00 75+50 76+00 76+ mwwmm~ Pwr., ow oowars .or
7o+oa 70+50 71+00 76+50 77+00 77+50 78+00 78+50 x nMp xCww, wp OW 00131106 ,0,,,,,,,,,L iewrra. ,oF
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I~N v 66 ~ W~ ~ r~' H O~ h ~ ~~w Z ~ d~~ ~ ~~Q ` ~ ~°n z~ a~n~~'•r JCL vii c~i~l ?
' ~ Z ~ ao~ Z
to U g ~ M ? ~ ~ lf~
PROP ~ ~ ~ ~ ° °o ~t, ~ ~ 3 ~ ~ ~ vim- ~ ~ to +
HYDRANT , Q- c~ N V W \ ~ - C~
ASSEMBLY gg + ~ N ~ c~i ?~i a o M d:'e ~ N o d~ Cp ~ p ti~ t'r~t too u~ O x C to t~ p N I~~ M ~ d. ~1~ I~ L N v ~ a ° ~ ~'•r ~ . Q \ n r. ~ ~ ~ vii a c~i~ v g N ~ a ~ ~ o ~s~ ~ Q
~ ` ~ ~ ` ~ ~ Z 1C) ~ r ~ d•
O ~ U _ F. o ~1-- g-~ . ~ rn ~o pO ,d ; ~ ~ N o ^ o ~ ~ oN0 ~ ° r- m o m
rn z / co ~ 00 Q, v
PROP 8" GATE m C9oo Q V ~ ~ ~ 0 M M!
VALVE WITH BOX ~ J ~ cn v ^ ~ o N ~a- ~W ~ + ~--~t ad <e O t~ 0 ~ ~V'~- ~v~ic~i~ ~f rn?~ ° o~ l~~ cvv,o ~ a
~ ~ ao ao y v ~ ~ PRO ~ < ~n °f ~
- - - o ~ ~ ~ ~ v ~ N ASSE BLY ~ ~ ~ o v, a ~ ~
PROP 8" X 8" ~ " ~ ' 11 i ~ ^ ~ ~ !I Q ° , II ~ ~ TEE ~ •r, ~ ~ g ~ g _ o o N ~ o ~ u`~i ~ ~ ~ o ~
a o 0o P C 01 ~ W • n o " ~ oo u~ N c0 ~ v 18 o. O
S coo~O ~~~0 •o o~ 0o.-uia U e,z~ rn?~
~~~Z ~ d~ Z~ N Cjd~ ~ V N •\W ' 00 "`ter ~ O+f Z ~ ~ ~ N " ^ ~ p to ~ ~ _ _ ` ~ W ~ vim- N ~ Of Z ~ 01 Z ~ ~ Cf Uj a ~ _ ~
~0 -i--~ ~ N O Ia-\W ~ (Q V Ug ~ ~ ~ ,n ° + c, 11 g : c ~n ,EN ~ ~ v o ~
Z ~ F t ~ 1,? N t0 ~ to U ~ N ~ ~ U of ~ O tp ~y O ~ ~ V N ~ Ia- ~ W ~ t~ N O ± ~ . V X10 EP ~ O> y O
,~+36, 5 0~ ~ ~°o rnrt N N v I - 1 O~ \ ~ `'N00 Of d o k' - 8 N C*4 in
~ Q X (dam' T Z ~ Cf _ ~r~.., ~ ~ 1'~ ? ~ ~ N *Pmg
a c~ ~ to ~ p p c~ tt~ cv 1 .1 y ~ ~ w~ 8 ~~0 v U " m ~ rn ~ ~ U
N~, l O N V ~ ~ v / SD
M r~ Q-- ~ ~ - rn i ` ~o, ap .n A ~ ono • c~ v ~j,~ r6 WD u
cV 00 ~ 00 ' O ~ ' O ~ T F"'^~- ~ d~c --1 ~ N $ ~ p ~ M
~ g ~ o n~ ~'o ~ ~ ~
PROP 8 GATE ~ ~~v~~ ~ ^ o ~ co ~ n ~ I Z ~ ~ ^ o0 o N N ~ wig
VALVE WITH BOX ~ M ~ $ ~ + ~ o N ~ ~ o ~ ~ o ~ ~ C ~ ~ r'~~ d' v~ o ~ Qo o ~ ~ > ~ ~ ~ REP co
~~E 00 ~ w N
to ~ ~ y ~ ^ 00 t~ N to \ _~t o~' z ~ \ n- ~f.:--$ N o a PRA 3o ate- y \
o~ u~,~ \
PROP 8" GATE VALVE WITH BOX ~x
GRAPHIC SCALE PROP 8" GATE VALVE
~ w~TM eox
PROP 8" X 8" TEE
DARL DRIVE
HORIZONTAL
i iach = 50 it
6 0 ~.S 5 /0
LOW POINT ELEV = 100.19 HI HIGH POINT ELEV = 102.60 ..60 v~rtCnr. ~ 00
HIGH POINT ELEV = 102.14 LOW POINT ELEV = 100.75 HIGH POINT STA = 97+97.33 7.33 i ineh = s rt M M ao
LVW F'VIN I J I A yl tby.4b HIG PVI STA = 91 +50 HIGH POINT STA = 93+64.29' LOW POINT STA = 95+50 PVi STA = 97+50 p 00`"'000 ~
O d' d'
PVI ELEV = 99.00 PVI STA = 93+50 PVI STA = 95+50 PVI ELEV = 103.00 ty r- ~ ~ E-
PVI ELEV = 103.00 PVI ELEV = 100.00 A.D. _ -2.04 ~~ZZp
A.D. = 4.97 A.D. _--3.50 A.D. = 3.00 K = 98.22 ~ 0
K = 40.27 K=57.14 K=66.67 ~ ~~ZZZ J~
200.00' VC STA 98+91.74 w~
~ 200.00' VC 200.00' VC ~ 200.00' VC
GRATE 101.92 ~ ~ INV IN 98.22 CB 21 ~ Oro•- 6r o
~ ~ A INV OUT 98.22 100+79.03 J~j N M ~ 0 0 0 8~ z
110 ~ ~ o 0 0 0 0 y-co E
o STA 91+4 .9 + ~ r- ~ o GR TE 100.92 ~ a > a"
GRATE 9 .87 + ~ o ~ o INV OUT 95.2 Jo ~ ~ t-
ui ~i N V OUT 9 .50 ~ v~ w DOUBLE I LET m.- ~ z o TA 98+91 74 oQ Q LM O c N
> > vi W vi ~',.i PROP CL GRADE ~ w j EX CL RADE ~ j w w RATE 101 92 ~ ~ z z >
m m U U Cl)
2 4a% 'X89' TA 91 +4 .98 w w
GRATE 9 .87 cd w
o% -~.so ~.50~ -0.5 0
12 9~9' NV OUT 9 141 2'~~% 2,08° ~ ~8
4) '0~ Lm
100 8 C900 W TER r ~R ' Cd
79.7 0.26 8~ 00 WATER 8n C.90~ E
M" 148.3 0.26 18in. CgpO w R oo WP-~R 9 Bin. CP 24 .RCP ~ WATER O
C9~ W '~R V
19.42 STA. 102+32.07 !.a7 LM w 4D
Z ASSEM Y Q.33~ 0) S~ >
STA. 87.73 ~~'8» 1 in. RCP ~ 0
8~ x s~ ~E o 0. ~0~ 242.23 0.50 0 DI WATER = 0
Bin. SDR26 P STA. 89+89.58 26 P C 3~. 367. 4 Lm 4)
o si . so as Pvc 0.5 X Cd > 0
9~ „ WA R 93.0 0 LL
DI WATE w.^ WATER 29'-8 D WATER 1 pg, 8 ~
YI
8fn. DI ~ .
• 8j~, p
STA. 90+34.44 ift~ffi sr~t•
DOUBLE NLET) O I s • f
JB JB 2 ~ rn o TA 95+ 0.00
ONCRETE UNCTION T'ION OX ° o ~ GRATE 10 .43 e~ GATE V vE STA. 102+1 .26 f.f 1
TIH MANN MANN LE ~ ~ ~-a~ INV OUT 6.79 ii •%I i t
8~ i ~~fl~~ f• ffttl~lt i~t'~``1~~`
TOP- 10 INV IN 9 ~ oo ~ INV IN 9 oo~~ ,~,°~°r~i I V OUT 9 ~O~i~ZZ OZ~ ~P 101 62 Q a ~ CB 28
IN 95 03 °~°~~z STA + 0. 0
IN 95 03 i. GRATE 10 .43 d. n O
UT 95 03 ~°f. INV IN 9 71 o d.~? INV OUT 6.71 ~!o O M ~ ~NN00 1~~1`~ CO ~M
~ f f
0~~1- cp p~j + O~OOMO~
-O Os Z~ v~ Zp ~r-Z~ ~'?O ZZp
~~~ZZ ~zZ _ ZZ ~ ZZ ~ la-O~} Z p» fnl-ZZ Z I-?Z b ~ ZZZ
DATII,~ff E~E'V' ~ ~ - -
711, dQ
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1 cV p cV O N O O N O C~ O O O O Q ~ of 00 O 00 00 O 00 t~ ply
r r ~ r e- a- s- r r ~ r e- s-- ~ ~ r" r r r- r r r e- r e- e- r r r ~ r e-
f a~ns~~ns rase mr~y~
90+00 90+50 91+00 91+50 92+00 92+50 93. 93+00 93+50 94+00 94+50 95+00 95+50 96+00 96+50 97+00 97+50 98+00 +00 98+50 99+00 99+50 100+00 100+50 101+00 101+50, 102+00 102+50 • 12A00 P109OC01° a ii/M/06 xmew t .DF
s n/wM Mmow. ne as R PMC6 OOF 0011118 AF
i 06/31/06 FM MMMAL SUlMTTAL A/
NO. DAM RENSId/ O PLANS SUBMITTED FOR REVIEW. NOT RELEASED FOR CON STR EVlSION DESCRIPTION BY
~TR U C TI 0 N.