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Home My WebLink AboutSW1100701_APPROVED PLANS_20110420STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW IgL_ DOC TYPE ❑CURRENT PERMIT APPROVED PLANS ❑ HISTORICAL FILE DOC DATE YYYYMMDD m o i� o Ln 1 Ali QUIGLEY STORMWATER COLLECTION & TREATMENT NOTES PROJECT NARRATIVE: 1. THIS PROJECT INVOLVES THE CONSTRUCTION OF ROADS FOR A SINGLE—FAMILY LOW DENSITY DEVELOPMENT, GOLF COURSE, AND RESORT WITHIN A PROPOSED ORW/HQW WATERSHED. 2. TOTAL LENGTH OF ROAD: 68,871 L.F. 3. PROJECT PIN NUMBER: 8743-94-3041. 4. PROJECT LOCATION: LAT: 35"42'13"N LON: 82°5247"W. 5. EXISTING TOPOGRAPHICAL INFORMATION SHOWN IS AERIAL TOPO FLOWN BY INDEPENDENT MAPPING CONSULTANTS. 6. EXISTING BOUNDARY INFORMATION SHOWN WAS SURVEYED BY BROOKS ENGINEERING ASSOCIATES, PA. STORMWATER NOTES: The proposed project is located in the southwest corner of Madison County off State Highway 209 near the Buncombe County/Madison County line. The watershed of the project is classified as Outstanding Resource Waters (ORW). All the streams on the site are class C, ORW, with the exception of the unnamed tributary to Spring Creek located beside the entrance road; this creek is class C, Tr, ORW. All culverts, ditches and BMP's shall discharge outside of the 30' vegetated buffer that surrounds all surface water. The project will consist of high and low density development. High density areas will consist of spa and other recreational facilities that will have an impervious area of twelve (12)7. or greater. These proposed stormwater management plans for each area are as follows: PEAK RUNOFF DETENTION High Density Increased storm water discharge rates due to increased impervious areas will be controlled using a combination of storm water detention and infiltration. Stormwater discharge rates will be controlled using flow limiting devices that will be sized to discharge the 25 year storm to pre —developed rates per Madison County requirements. Storm water volume increases will be reduced by the use of groundwater infiltration, where possible, and cistern collection for irrigation. Existing drainage patterns and discharge locations will remain unchanged from existing natural locations. In the village area, detention ponds will be used after the bio—retention ponds to detain the peak runoff. Low Density Increased storm water discharge rates due to roads, homes, and golf course construction will be controlled using grassed swales and energy dissipaters at the end of culverts. There will not be a centralized detention system for the low density areas. STORMWATER QUALITY TREATMENT Storm water quality treatment will be controlled using methods outlined in the NCDENR BMP manual. High Density Stormwater Quality in the High density areas will be treated using biorention and energy dissipaters at the end of culverts.. Low Density Stormwater Quality in the Low density areas will be treated using grass swales and energy dissipater at the end of culverts. EROSION CONTROL NOTES: 1. NO WORK SHALL BE DONE PRIOR TO OBTAINING AN EROSION CONTROL PERMIT FROM NCDENR. 2. CONTRACTOR TO PROVIDE INLET PROTECTION AT EACH PIPE INLET AS STORM SYSTEM IS CONSTRUCTED. 3. ALL GRADING, EROSION CONTROL AND STORMWATER OPERATIONS AND INSTALLATIONS MUST BE DONE IN ACCORDANCE WITH THE NCDENR STANDARD SPECIFICATIONS AND DETAILS. 4. NO STREAM OR WETLAND DISTURBANCE SHALL OCCUR WITHOUT A ARMY CORPS OF ENGINEERS PERMIT. 5. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH, LAND DISTURBING ACTIVITIES. 6. GROUND COVER SUFFICIENT TO RESTRAIN EROSION MUST BE PROVIDED FOR ANY PORTION OF LAND —DISTURBING ACTIVITY IN A HQW ZONE WITHIN 15 WORKING DAYS OR 60 CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT, WHICHEVER PERIOD IS SHORTER. MADISON COUNTY, NORTH CAROLINA PROJECT MAP REGIONAL MAP. �o y9� Quo 22 SITE 0 MADISON FINES CREEK BUNCOMBE 33 SANDYMUSH LEI ESTER CRABTREE CiN NEWFOUN to y9I'LTi cOMBF O 27 TO ASHEVILLE CANTON 3 2 SCALE IN MILES 0 1 2 3 4 5 PROJECT INFO OWN ER: CON TACT INFO: WHITESIDE FUND, LP CONTACT: OWEN SCHULTZ 619 H WY 107 SOUTH CASHIERS, NC 28717 P: 828— 743— 4618 ENGINEER: CON TACT INFO: BROOKS ENGINEERING ASSOCIATES, PA CONTACT: JOHN KINNAIRD, PE 17 ARLINGTON STREET ASHEVILLE, NC 28801 P: 828-232-4700 EMAIL: jkinnaird@brooksea.com SURVEYOR: CONTACT INFO: BROOKS ENGINEERING ASSOCIATES, PA CONTACT: PAUL SEXTON, PLS 17 ARLINGTON STREET ASHEVILLE, NC 28801 P: 828-232-4700 EMAIL: psexton@brooksea.com SHEET INDEX SH EET: SHEET TITLE: CS-0 COVER SHEET CE-0 OVERALL STORMWATER PLAN CE-1 LOW DENSITY PLAN (1 OF 2) CE-2 LOW DENSITY PLAN (2 OF 2) CE-3 HIGH DENSITY PLAN — VILLAGE DT--•1 LOW DENSITY DETAIL SHEET 1 DT-2 LOW DENSITY DETAIL SHEET 2 DT-3 VILLAGE AREA DETAIL SHEET DT-4 ROAD CROSS SECTIONS DT-5 STORM DRAIN DETAIL SHEET 1 DT-6 STORM DRAIN DETAIL SHEET 2 APPROVED Division of Water Qual"y Date i PROGRESS DRAWINGS - NOT FOR CONSTRUCTION FOR REVIEW PURPOSES ONLY Z O U i I iU Cn U Z 'J CD j00 a nln 00 i n I Z w w 2 W I I f 119 0229 }�tllilllrrir 0 .......... // � rrIIIIIIIVl \\\ / PSsoc. \ C) Q Ica w LLI o � C) . \ S-o02�8 n uLI o ui z (y) S d U) Q V) ¢ 10 I la) _J L) Y J Z Y) W W 0 CL 0-1 LLJ CD Q X n J Q Z E 00 1- M o 004-1 V [V N c1,0 V N ° N oo o? ,-� L '-` a � L a - N W CD F_ Q � un ❑ as t� .5 En ` a_ a .L C� F I C7 CD Z _o E C� w CD 0 W i W C Z w o E9 CZ Z GL W J Z O LU U C D D Q LL U Lu 0 W LU W TZ 00 U_ �--- U) Z 4_J00 0 �co CV � M 0 U Z n 0 Z O 2 ~�f w 4 HANSON, JAPE HANSON, RAE PIN:8743-65- DB 336, HANSON, HANSON, PIN.8743- DB 364, 1 FISH, . PIN.8743 DB 205, GENTRY, BETTY PIN:8753-08-4288 DB 282, PG 98 PB 4, PG 742 ACRES: 35.7 � -.�,- cif 'r �; , •- PLEMMONS, LARRY PIN:8743-87-9057 F DB 180, PG 25 ' s,✓ ,f` ACRES: 43.12/' rr f f � /�''- •T� j r- r OV HANSON, JA PIN:8743-73 DB 405, PG KEA, ROBERT PIN:8743-81-4950 DB 208, PG 281 ACRES: 7.19 FISHER, PHILIP PIN:8743-91-1446 D8 379, PG 248 ACRES: 32.60 MARLER, LLOYD PIN:8743-92-7181 DB 207, PG 188 ACRES: 5.06 C7 S 94 Y SPRING CREEK MOUNTAIN, LLC PIN:8753-29-6664 DB 421, PG 408 ACRES: 236.72 Ell r` f "A GRATEFUL UNION FAMILY INC, PIN-8753-11-1568 DB 123, PG 282 ACRES: 326.38 ._� _ - -. _ 1 '_1 _ii'i�.�•._.-�. -. �._•. ...- ... .i .. � _. _� --�. .•_ _..:+1� .i—tee 'A' � �i 1�.i l�i�t„ ��u.�:�[�iL �. _i_ LOW DENSITY AREA (INDIVIDUAL LOTS & DRAINAGE AREA # 1 USE AREA = 896.9-26.6=-870.3 ACRES IMPERVIOUS AREA =96.6 ACRES PF,RCENT IMPERVIOUS = 11.0% (DRAINAGE AREA # 1) SPRAGG, BRADL E 1 PIN:8753.47-9083 DB 272, PG 446 ACRES: 51.83 PLEMMONS, REID PIN:8753-55-2707 DB --, PG -- ACRES: 73.14 f VILLAGE AREA - I USE AREA = 26.6 IMPERVIOUS ARE PERCENT WPM "sue (DRAINAGE ARP C( I MKX # 1 , • M PIN:8752-00-48-W7 D81505, PG 312 P6 110, PG 131 ACRES: 137.63 AGE ARE. ORES = 7,4 ACRES )US = 27.8% #2-4) EXISTING POND: TO BE RESHAPED AND CLEANED OF SEDIMENT LONG FARMS INC. PIN:8753-73-8220 DB 261, PG 358 ACRES: 232.93 ic,(}M — ..,,�RE CD. PRATT, AMY PIN:8752-00-78-2557 DB 1505, PG 320 ACRES: 204.52 #2, 3, & 4 PROJECT SUMMARY i TOTAL ACREAGE: 899.72 ac. DENSITY CALCULATIONS: Single Family Lots: 339 Cottages: 67 Total Units: 406 (0.45 units ! acre) OPEN SPACE CALCULATIONS: Golf Course Acreage: 125 ac. Other Open Spaces: 378.5 ac. Total Open Space: 503.5 ac, (56.0%) BUILDING FOOTPRINT CALCULATIONS: Hotel and Spa: 146,000 s.f. footprint Family Center: 40,000 s.f. footprint Golf Clubhouse: 5,000 s.f. footprint Golf Maintenance: 20,000 s.f. footprint Cottages: 67 @ 1,400 s.f. = 93,800 s.f. footprint Single Family Lots: 339 @ 8,000 s.f, 2,820,000 s.f. footprint Total Building Footprint: 69.3 acres (7.7%) IMPERVIOUS AREA CALCULATIONS: Total Building Footprint: 69.3 acres Roads: 1,278,441 s.f- (29.3 acres) Parking f Hardscape: 152,400 s.f. (3.5 acres) Cart Path: 83,000 s.f. (1.9 acres) Total Impervious Area: 104.0 acres (11.6%) LEGEND: EXISTING WETLANDS WETLANDS IMPACT _�- EXISTING STREAM W/ 30' BUFFER ---___r-- STREAM IMPACT HIGH DENSITY DRAINAGE AREA -- VILLAGE LOW DENSITY DRAINAGE AREA PROPOSED LOT PROPOSED ROAD AND R.O.W. PROPERTY BOUNDARY LINE —-- PROPOSED BUILDING 1 i � -4 � r r r t © H' Ln E j k 1 0 � V i cr s O j O O! I i E in: Z j �'[yj"�, 1 t 7 3 isl i i Ea i Q LL 3 CeWAPMW E i -''�'® �! i z° p � z= �c a S 0 soc s t = -j ►`� 0O z x ZroU �y U w �s Z 1-4 ".4 M8p Cr N 2CO rn Y'# -J' y Y'' -, W C3� U D W -V M E: Ir W a W • 2 W = .c z 'C L11 C • Cz z LL W z J O Z © i,LI Z � z U LL U LJJ O d W � LLJ W 00 z u.. a U W o ca 0' 500' 1000' 1500' z 0 W NEW 'p M SCALE: 1rr=500 L. N ©_ co Z U :5 0. W O, i-- ..j aj C= G LU rn C O L� -_� i"t . - . - ?'+�'•T.:.r.i�. r� - :T i -t=- rr �� F'nr.cr+r ,-r-g-T-i rn7'aS ir: mrr- r' i f ti -.'i-}-"r i - 1 r r �� , 1 rr y .j• �i I 1 �•, 1 s. 1 �, at �� s'�V 1}S �! 1 � L•.i i r�`� .4 1 LEGEND: EXISTING WETLANDS I ........ ..... ....... ... EXISTING STREAM ........... 30' VEGETATED STREAM BUFFER IMPACTED WETLAND IMPACTED STREAM --cp CART PATH SWALE i i 'ti !;f // �-- —��~ ��' __Gc GOLF COURSE SWALE o PERMANENT DIVERSION SWALE I CULVERT OUTLET PROTECTION f#;` t -»- -- -r f, PEDASTAL YARD INLET 30" NYLOPLAST INLINE DRAIN WITH DOMED GRATE "N X 30" NYLOPLAST INLINE DRAIN WITH \ �� ``�:t ; i !fi_,'�"��`�,,,._�__- CURB INLET STORM DRAIN PIPE ^�\�``�= �``�l i f iIJJ �/' ..__--- �,.`--'�r L PROPERTY LINE -v EXISTING CONTOURS \__�-\___�/'1 r; I i PROPOSED CONTOURS LOW DENSITY NOTES- ------- 1. TOTAL IMPERVIOUS AREA INCLUDING SINGLE FAMILY HOUSES: 96.6ac. (11.07) 2, WATER QUALITY FOR LOW DENSITY AREAS WILL BE HANDLED USING GRASS SWALES AND ENERGY DISIPATERS AT PIPE OUTLETS. 3. THE ENERGY DISIPATERS ARE DESIGNS TO SPREAD OUT j THE CONCENTRATED IN TO A SHEET FLOW WITH A MAXIMUM VELOCITY OF 2fps. 4. SEE CULVERT SIZING SHEET FOR PLUNGE POOL DIMENSION FOR ALL PIPE OUTLETS. 5. EACH SINGLE FAMILY LOT SHALL HAVE A MAXIMUM 8,000sf IMPERVIOUS AREA INCLUDING DRIVEWAY, OR SHALL BE RESUBMITTED TO NCDENR FOR REVIEW. A SYSTEM SHALL BE DESIGNED AND SEALED BY A LICENSED ENGINEER OR LANDSCAPE ARCHITECT AND APPROVED BY THE HOA AND NCDENR. 6. ALL PIPES AND DITCHES WERE DESIGNED FOR THE 25yr STORM. 7. A MINIMUM 30 FOOT BUFFER SHALL BE PROVIDED ADJACENT TO ALL SURFACE WATERS. 8. ALL DITCHES AND SWALES WILL UTILIZE 3:1 SIDE SLOPES AT THE STEEPEST. D)RF-17 (D)RF-1 _5 (C)ER- (C)ER-2- (D)ER-2 _)ER-1 /7(D)ER- I i)ER-1 (C)ER- 4 ?3 _(Q)RF-15 -tU)KA-15 (D)RA-14 I-- -(D)RB ../(QRA-6 (C)RA4 8 PRA-9 JIV(C)ID13-1 (C)F (D)RA-4 (C)DA-1 LJ)KL)-Z J(D)RA 3./ D _A-3 4U, /1 ,I D < MW\ (C)RA-1 (D)RA-2 (C)LR-28 C C) D-1 )), VILLAGE AREA (See Hiqh Density Plank USE AREA = 31.3 ACRES' IMPERVIOUS AREA = 9.64 ACRES PERCENT IMPERVIOUS = 30.7%,�\, v V (D)LR-37 BRIDGE (TYP) (D)RA-10 (C)RA-11, 4 7(D)RA- I I (C)RA-11 h j Zrw 7' LLJi 13�.2 t -A .,,(QRG-4 -3_ 'K N(D�)RK-4 p;_ \j'�(C)R1 C)RG-3 It\ I �Id �(QIRG-6 (C)RG-7 QRG-2 (C)LR-24/,,, N k0ki' , C)LR-34 D)64 Op� (C)TA '(c D)7 A (D C)E (D)ER-6, (c MR-30 (C)LR-32, )9,13 7- 1 1 (D) , i(D)9-j 6(D)ER-D)RF6i(c, (D)-- (CER-6 I (D)LR 1cX ( I DER-7 (C R 5 '(D)RF 2 (C)5-c7 (D)E (C)ER-/ !�-X-gu)q b:---a )ER-4 0 (D)6-E i - i (D)RF-1+ti ' t � r ' ° \ s. ! � °-;�\ '. (D C)5-G -(C)LR-33 'DER-9 p))6-D 'f QLR-20 �l U)�R (C)4-1� fill ... (C)D (C)DR-C' (D)E ryp) N_� 0 N ON-N (D)RIF-11A x-, 12 I I i 11 y V, (D)8-A !t tit (C)LR-3 (WRF-5 39 D)LR-35 PE SYSTEM-CR-2 -R-27 (D)LR-34 QLR-26 (C'7 Q7-F A -1 -E D)7-D ( Eel D ER-1 4 )DRA (C)4-D 'Q6 E4 (C)RD-1, Ilk RD-2 (D)6-C �(D)LR-26 f 41 (C)LR-2_,,/ f }LR 18 D)U, 25, -ROAD 7 t )6 (C)5 W." n/ (D)RE 01 j 1, j (D)6 h (C)RE-1 t -2 tl_C�LR-< J. ,f � '•� \\`�,•�' �* , t � i .` _., y �'(C)6 C r f 2 \ � � � i 17 �C)RE' f� _ � RC"iCF � r f f - r'� � '.� \ \`�---'--�"�'�'."` -, 7�.%.'�it�.� �3' '��;4. ' _ ..""�.l` �4� L' _�+. ,� j i � �- i � r r'% � ('D)LR-24 T 'o oc r Q6-A C)5-1 (C)RE-3 ' l r 1 ; , .:, t (C}�#aA ; �.>' ' # (� 1 \ (D)6-A \ ? s ! i � � � �� ; rt j j r � r s I .1. � �"`— #; • / s`lF 3, ; i '�� ; . \ � < "" < D)U (D)RE-4 r {Q3 (C)RE-4 74, (cj3_- MATCHLINE: SEE SHEET CE-2 -slow- J\ 7T y 7 0# 200' 4001, 1, 600 Rio 619 1c) 4 pis 1 q N IEt 1, A V) :z u_j u Q) z ;z 0 R EII€ 0 o;��I X A 0 LJ LAJ cr_ 0 ---------------- oc/ z Ld fl� 0 z 0 x Z < _j < ;zt �t I I I K-10 -6 91 oco E 1 91 T-4 (D)RK-8 C,4 OD yQC aco (4 (D)RK-9 ii3 0. w cm )RK-1 co c/) m CD (U)K Q cn z E m LU C) m cm > w z Lu cc z EL w (D)RK-13,r% z _j 0 IL S (D)RK-1 4 (C) I l ii '�` W 0 z \\ t IL 0 _)RK-6 o C, C % W U) W Lu )RL-2 N 0 (D)RL-3.1 0 0 z z u_ 0 W o z 0 (D)RK-16&' 0 } t I', I Lu if 0 D}RK-17 z F_ (C)RK-3 co 0 E- _j -18 1 1 cf) ' )171 17 QRt-.J ti�� li��f�I#�g€ � 1 (C)RE-41 /// I f 11 1 E, (1111, LEGEND: EXISTING WETLANDS EXISTING STREAM 30' VEGETATED STREAM BUFFER IMPACTED WETLAND IMPACTED STREAM --cp CART PATH SWALE --Gc GOLF COURSE SWALE —PD PERMANENT DIVERSION SWALE 4b CULVERT OUTLET PROTECTION PEDASTAL YARD INLET 30" NYLOPLAST INLINE DRAIN WITH DOMED GRATE 30" NYLOPLAST INLINE DRAIN WITH CURB INLET STORM DRAIN PIPE PROPERTY LINE EXISTING CONTOURS PROPOSED CONTOURS LOW DENSITY NOTES: 1. TOTAL IMPERVIOUS AREA INCLUDING SINGLE FAMILY HOUSES: 96.6ac. (11.079) 2. WATER QUALITY FOR LOW DENSITY AREAS WILL BE HANDLED USING GRASS SWALES AND ENERGY DISIPATERS AT PIPE OUTLETS. 3. THE ENERGY DISIPATERS ARE DESIGNS TO SPREAD OUT THE CONCENTRATED IN TO A SHEET FLOW WITH A MAXIMUM VELOCITY OF 2fps. 4. SEE CULVERT SIZING SHEET FOR PLUNGE POOL DIMENSION FOR ALL PIPE OUTLETS. 5. EACH SINGLE FAMILY LOT SHALL HAVE A MAXIMUM ✓ 8,000sf IMPERVIOUS AREA INCLUDING DRIVEWAY, OR SHALL BE RESUBMITTED TO NCDENR FOR REVIEW. A SYSTEM SHALL BE DESIGNED AND SEALED BY A LICENSED ENGINEER OR LANDSCAPE ARCHITECT AND APPROVED BY THE HOA AND NCDENR. j 6. ALL PIPES AND DITCHES WERE DESIGNED FOR THE 25yr STORM. 7. A MINIMUM 30 FOOT BUFFER SHALL BE PROVIDED ADJACENT TO ALL SURFACE WATERS. 8. ALL DITCHES AND SWALES. WILL UTILIZE 3:1 SIDE SLOPES (QSG (D)LR-4 (6)LR-5 (C)LR-4 (D)SG-A LR-6 (C)s END ROLL CUP --- -L.L )LR (C)RN-7 )RN- V )RN '(D)RN-7 It NJ �(QRM-3 'D)RM-4.1 (C)RD-2\ (C)RM-5 7.' Ile ,1 .. - , t ;. " -, -z-.- . I T, (D)L (C)4-A F(C)LR-1, (D)6-A :))4-A (D)3-A, -R-23 (D)RK-17' C)RK-3,, I/ f SG-D 01 1 (D)RK-18 jT (C)LR-15k /+dc—Gc _Gc C)3-A (D)3 A t K,(D')LR-22 :)L.,-, D)2-D I(D)LR- -7 (D)LIZ-22.1 R11 - (D)LR-7 C)RK-2 i , 1 / (D)RK-19 19- D)LR-20 (D)2-3 A NZ IN 4 20 �(D)RK-221 1 (D)RK-21 kL (C)RN-5 0\ RM )R 13 (D)RM-3.1, RM-33iv C IRM-2 , (D ,08 N 0 MATCHUNE: SEE SHEET CE-1 0 -119 +4 i CNN \��29 1 co) Lc;��, ce ----------------------- ------ V) I --------------- I C) V) m it V) o cy cy V) < rE N— ------- L))Pj 12 co In r: z uj I \\VN (C)R-3-8 0 1 z (D)PJ-1 I z cn LLI a- LLJ Ld )R)-6 fr (D)R)-9' C. f /wo CD / I ---)K- A ---- :r Z z -j IF Ir IF ;o I iq / 1, 11 0 (C)SR-1 -4 j col-, f f If 2 (D)SR- 18N\ -j < z %-d; rf (C)F 1 =/ `( ) i r 4 t s, LI 14 i '; ; ` \ 1 i RJ-47 (D)S Q rn (D)SR-3 E 01 m 8 C4 L3 en (C-)SR-2 (D) -6 N\ 8 (D)SR-4 r�l C X (D)RJ- SR-1 v-4 :, 1 € _�.- � fr / t t1 i � ,t � i ;� ±��t� �� 4 1 ��\ � � ' �� i � ;� \ �\�,~ '� � I3g -j io "C)P,3-3 (D) s (D)R3-5 m Ilk w cm 'C)RJ-2 V \(C)SR-40 (C)s R-13 ti D)SR-16 CIO D)SR-6 cn w cz (D)RI-3 -6-0 \X a a) L7 z (C)sf QSR-5 I(D)R-2 w r—(D)SR-7, / 01 x \ \ \ \ 0) 400 ('D;RI! 2 z CL w ' (D)SR-15 (D)SR-8(D) RJ 1 al < (C)SR- I I z 1.(C)RM-7 0 (D RI-1 Iwx_ ?P (D)! z Lu z 0 (D)SR-14 z , I �) � I - - I z / - , , ", � / 11 Q D D x (D)RM-10 LL / (C)R I1"Y-, UJ 0 \(D)kM'11 (QRM-8 )RM 11,12, 'D)SR-13 uj (C)RM-9 (D)RM-43 W Lu kc)p SR-9 fill I I X D)SR-9- < KM-10 (C)RHI RN-- D i LL (D)RM-12 CT-s ILD Q/ 04 z .,(D)RH-2 LL Z) (D)RH-3, z U) X/ t SR-12� 0 D) co —17P 11 (QR (C)RO-3— (D)RO-1 (C)RO-2 1�4 C) " %i t 0. (p)SR-ilk - 200' 4430' 600' 6 �A. Z SCALE: 1"=200' co uj c) c 0) 0 L- N a- m 77 —,-, - � -.7 v i 1- - 12. ; ;. "., . _`.1- . �'.. 'I " - . � � .;., - '. � , � 1, 1, , " j. .1 , : ; . , - A - -, - - - - �_ - - ,,, _1:�_ LEGEND: EXISTING WETLANDS EXISTING STREAM 30' VEGETATED STREAM BUFFER t7z IMPACTED WETLAND ........ 0*640, IMPACTED STREAM --Cp CART PATH SWALE --GC GOLF COURSE SWALE --*PD PERMANENT DIVERSION SWALE CULVERT OUTLET PROTECTION PEDASTAL YARD INLET 30" NYLOPLAST INLINE DRAIN NTH DOMED GRATE 30" NYLOPLAST INLINE DRAIN WITH CURB INLET STORM PIPE VILLAGE NOTES: 1. TOTAL IMPERVIOUS AREA INCLUDING COTTAGES: 7.4ac. (27.8%) 2. WATER QUALITY FOR ALL COTTAGES WILL BE TREATED AT EACH COTTAGE USING A STORMTECH INFILTRATION CHAMBER. SEE DETAIL. 3. IF ANY CABIN EXCEEDS THE MAXIMUM 1,400 SQUARE FEET OF IMPERVIOUS ALLOWED, THE STORMWATER MANAGEMENT PERMIT MUST BE REVISED ACCORDINGLY. 4. THE REMAINING IMPERVIOUS AREA WILL BE TREATED IN BIORETENTION AREAS: #1, #2, AND #3. SEE DETAILS. 5. DETENTION FOR ALL COTTAGES WILL BE TREATED AT EACH COTTAGE USING A STORMTECH INFILTRATION CHAMBER. SEE DETAIL. 6. THE REMAINING IMPERVIOUS AREA WILL BE DETAINED IN DETENTION BASINS: #1, AND #2. 7. SEE CULVERT SIZING SHEET FOR FOREBAY / PLUNGE POOL/ DIMENSION FOR BIORETENTION AREAS. 8. RIVER ROCK MUST NOT COME FROM ADJACENT STREAMS. 9. DEVELOPER MUST PROVIDE ADEQUATE ACCESS TO ALL STORMWATER MANAGEMENT FACILITIES INCLUDING BIO-RETENT10N FACILITIES AND INFILTRATION CHAMBERS. DEVELOPER SHALL PROVIDE A PERMANENT ACCESS EASEMENT AT LEAST 20' WIDTH AROUND ALL SUCH BMP'S AND CONNECTING TO THE CLOSEST RIGHT-OF-WAY. 10. EACH CABIN SHALL BE A MAXIMUM OF 1,400 SQUARE J FEET IMPERNAOUS. 11. IF ANY CABIN EXCEEDS THE MAXIMUM 1,400 SQUARE FEETj OF IMPERVIOUS ALLOWED, THE STORMWATER MANAGEMENT PERMIT MUST BE REVISED ACCORDINGLY. BMP ACCESS EASEMENT (MIN 20'WIDTH) CONSTRUCTION SEQUENCE: 1. No work to be allowed to take place prior to the full installation of erosion control measures. Clearing, tree removal operations cannot begin until permits are secured and erosion control measures ore in place. 2. Instoll all permiter Erosion Control Devices includeing slit fence and stablized contruction entrance. 3. Intall sediment basins and traps as per Erosion Control Plans 4. Begin Mass grading, and clearing. 5. Begin installing storm drain system along with Inlet and outlet protection. S. The escape of sediment from the site sholl be prevented by the installation of erosion and sediment control measures and practices prior to, or concurrent with, land -disturbing activities, 7. The site sholl receive temporary/permonent seeding within 7 days of completion of grading operations. All graded slopes including topsoil are to have a ground cover established within 21 calendar days. 5. Complete grading activite and establish good ground cover. Once a good stand of ground cover Is established, begin removing Erosion Control Devices. 10. Only after the site is completely stoblized may the installation of BMP's such as Blo-Retention and Infiltration Chambers begin. 1. No sediment shall be allowed to enter any BMP's. In the event that V/ sediment does enter a BMP, it shall be cleaned and repaired immediately. ALL RUNOFF FROM SPA FROOF SHALL BE DIRECTED INTO BIORETENTION POND #3. DIRECT ALL ROOF LEADERS TOWARD POND. Cr 60, 120' 1801 SCALE: I"=60' -:v 7- 7- A 7 _77- A, _W 77_ 3 4 6 7: DRAINAGE BASIN>,�,� -7 UNE -,7.-DRAINAGE I�IN��, Typ) -fyp) > LINE __7 'R, r; A W 7 OTTAG E (TYP) - COTTAGE (TYP) 1W 5- '(C)CR-1 C?,- 4 4 AVI I J� 10 COTTAGE MP) x SYSTEM:. CR,2 K' > SYSTEM: CR-2..-- V rT f (C)CR-2.16 19& )c C2 - 4 U 4 lop- U 1�7 'Po .9d, N oe. bIRA! NAG E BASI 4rN LINE (TYP) 4W,/ /4#. 3 7r 6 Irx Ilk '4� (c 4jV Bioretention #2 41b 7c > C! EA. .0� r 42 .0 EA4i' most . 1%b # t 4W >\ /4- 4b . ........ .. . -7 1"m DETENTION OVERFLOW BIO-RETENTION OVERFLOW BMP ACCESS EASEMENT BIO-RETENTION OVERFLOW 4_j C, U, 9. 9 4 r4 0 V) J M Uj V) z V) 0 y CY CY C V) < 0 M co In al 19 020 -04 Z 1 T V 7A ssoc \Y L) z 0 V) LLJ (n 0 M CL Ld M CK CE C) 4D to C? in U C� 0 co Co Ad W, 14 N _C C 0 UM 2 ED W CM co 4-0 z CM lZ = u-j 2 W W > z Uj z W _j z a W z Z Q :) D LL 0 W 0 LU C/) Cc LU F- D Cy Z> 00 LL F- co z _j 0 0 z z D 0 0 z 0 CY) 6 00 W F_ 4-j 0 W C0 0) c1r) 0 C*4 Uj 0 z 5 CL z W a :L 0 x 1 7 4;_T ---.-. - . - ROADSIDE DITCH CALCULATIONS SWALE#:DA(ACRE) e I (inthr) q (cls) S % v (fps) d (ft)l shear lb/ft'lliner ER-1 2,8 0A 6.36 7.12 17 8.4 0.39 4.1 701 OG . .. - ... . I .1 . . ... ER. . . - .. � - � .- . 77407,77'777 .. - i . -, r -�'0,4;e _,". � ... ' 7 7 � W .. ............ � ,',.,-, -1, " 77,57 TW 1 '. g- :. 19 G'.. 4 � �: , "N . . ER-3 3.7 0.4 6.36 9.41 15 8.9 - 0.45 4.2 701OG ER-4 . - '-',1;9, . 6."4:, C."3�6�11.. .--.-,%, . , 7:.,, `i 7q.'.-.�".,.,, ..,�...� ER-5 5.3 0.4 6.36 1148 15 9.5 0.54, 5. 1 702OG . . 11 . ER�-6... . . . I . .. 77T�77:�,0�47':'T`§F7 . . . I I . . . � I .��Big.___ .. 36�,'; i :: �, "', , , -1 -1 �-_ I - " "'14,61" , , , �� . 1.� R I - � - " 11.0,411. 13 11 �� 1�i i_�`�' .... �_,,�,"","', ER-7 5.1 0._14 6,.36 12.97 14 9.2 0.54 4.7 0.. 1" O E.R_8 . . ,: f7 I ,..t, 041 6 , �.4� , ,_, ,,,0 3 1"7-D'G 1. O3q"' �I ".-`,"1.,_ ER-9 6.36 2.54 5.8 2k,2 7010E ER;' . I.,-...1..0 -'0.4 4.3,I... g .14 :",:�, ,0.1,.1.121 ,5., , -F-, 00_.," 0000WI!6eT' ER-11 7.8 0.4 6,36 19.84 17 10.6 0.641 6.8 7020G ERwj21.�10-P"".. ,. .'0. Z.30-"z.'o'A - ,.2 I'". ��A,7_4,17, .. >. ,. , , _ I 'O ._, ,,.Q::,-`,�-,��.-,""".e ER-13 0.3 . 0.4 6.36 0.76 14 4.2 0.13 1.1 grass w/temporary liner 77TfTT7 77771�7�T,77.�, . . �_ �-, , , TME DE , - " -, q "'T.", !L-,,,,,,,,'.,,,,,.�-,,.-,,." ,,'.,i.--","r..`, ?_2 , - �� .,.----, "r,�7,-_ _b'lE'_:,_---T,, '?� - - ,",,,,, L�� LR-2 : - 1.5 0.4 6.36 3.82 10 ' 5.8 0.33 2.1 7010E ; 1R;3. � !'t', . . 11 I . .. 1 1 .1. I , , , �..,.,-q�l �,� ,�, - , . '; , 15, _., .. . .. 1. � , , "'AU �A '' 14 ��,S I - 1�";" 1, I W � -'Iz, _"� . 1 - j . 2MMM�: ... ., , _..� ... , , " - , � I.,;_ .,,�� , � , , _,,nq i� n! . , . 7 _�, - , . il, L'lj ,7777.: , - - , � LR-4 0.6 0,41 6.36 1,53 11 5.1 0,19 1.3 grass w1ternporary liner � LR- � . j 5 ,� .. .. . - j - �'r. I .., w I - . ,� J0. ,.:`_:� 12.11A...:Q, .1 z . _ � . _0,z..1r,. . . ,.,.,. . ,� ,:"..'D�;.w., , "I =M=mf -_ " , .. ... ... ,;'�-`,�.�,� �),� ,�, '' ,- -, '.,;,0. �"" �'.'.' � 5 777T Z., , 7'.. T 'f, , - �q OA. 0 - ,tI ,�A ... LR-6 4.0 0A 6.36 . 10.18 18 9.6 0.45 5.1 702OG . LR77'-. . - - - ., :.: 1�,,,��._'.��3,,5, �`. -n",. � , , " . I _� ., ' , " i 0_44 - .7".._ ,�' " I �,, - " � . :: , .. , ,.� - : I . I " '. " , , `,,. ', " . '.. 4�00 I � - Y� , ", .., �zl ,13, .- _�,-, I,,-",- ��,��,� X, , _j � m", , � J , �, , . :' ,� ,I,; ,; � - T�� ". 11.1 .. . . 1:1 , " i�__ .r _� , _, " T-T", """', , _ _ ", " , ,��, �, , � . LR-8 2.2 0.4 6.36 5.60 4 4.5 0.5 1.2 grass w/ternporary liner . ..1.. .L..R.-9 .1111 5 - :. �..KI-- , 71T 7..._11.1.. , -,,a,'-".',1, WI, ' 0.2 0.4 6.36 0.51 10 3.5 0.11 0.7. wmli,ine grass (temporary rLR-10 y�- I 0G . 11',-i.�a."7._77, 1 .77, A -�-' . I,�_ 1 L�Lb �iRl1 w _. _.. LR-12 0.9 0.4 6.36 2.29 5 3.8 0.31 1.0 grass w/temporary liner . � .1 . - . .LR 13 .1. . "' . ' -�,�'� `:Q�,$ � . , - X �6.. � 77T5�7-,.2.,.(.x.. T11r7i % . '� .1 ... , 11 � "r_ �, . ��,� _�� 2 , = :NK = �§****O�#*�. LR-1 4 . 2.1 0.4 6.36 ;�L�.�,.� , 5.34 18 , 8.1 0.33, 3.7 7010G - - LR-157TF70,4 .. . �L ..1:.,.� ,J-,'49 ,--,....__., ". . i,*_ *0 1 I 0.5 0A 6.36 1.27 7 3.7 0, r21 rasw/tnpoLR-16 linel, LR-17 . � Q,5 "I- 4 79� 7M � 1. _, I '., '...s- -F. 11 ,eray, Ok1 R�'h6t0-:1 zi 0,5 ' 0o6r 36 127 3 29 0LRA8 25 IW�ss ra4 w/tenporay liner 77 ,:to` ,., Q . . 'I 336 2 . �," -... lil l �,: 9 , sWV e� wT�� qg�j,"L��,. LR-20 1.8 0A 4-.58 11 6.4 0.35 2..:47 0I0�; . ' LR-21 ,. 1W5- ,10.4 . ,6..'-36 " -�6,,_ L �� 0.V , �-� -3_G .t. �, , ,, it, , t,'. , 06gs.-, _ LR-22 0.,9 2. ._2_9, ,2 5.2 1.4 r a;� y� liner grass w/tenpo.'.� . LR;�3 ...- I 1,. I'..10.4.1, �0`. .6.,13,6 0 , A5' - - _ .9 18 ---..�0.25 9 ± ;" I%r�e �r-. . .. �..,. , ; LR-24 2.2 0.4 6.36 5.60 18 7.8 0.35 19 . 701 OG w LR -26: I . - . -71A,�:,:i.., � .�,1�0.4 .. ..., . � . .1. - I.- �, �w�,L.6& ' .. ,.,�, 11 _... TT�F7777W : , . LR-26 3.1 0.4 6.36 7.89 15 8.0 0.43 4.0 701 OG . . �, 27: LR . 11 . ". --�4,1:.�,��,�.:'.P�4�',�,q,,,op��,,,.� . � I �, ji 1. I - :; . , . . zill, o _4 , - - �. . ' , � ' 1�,_ "',.�,4r','Ii�` I . 5 , . , �'701 � ",` , & X, 1- .. `, �E, , 10",-,-�;,�`,,,o�,.,:'ji.�",r: - LR-28 3.0 0.4 6.36 : 7.63 13 7.8 0.43 3.5 ..!,:, 701 OG I � LR-29 ,. 1. .., ".. '. �_. . � , :1;7: �,':: ' ' . . . . 0 4, � .. �: �6,� - '36`,,�, . ... 11 �� _,", _ '7�, ' "',.1., L� , -A� � _".$!"; 11. 1� ' ' � " J.11"i I ., ;V" 113,�'� -� , , - � ; , _`,_.""� � LR-30 4.7 0.41 6.36 11,96 17 9.6 0.5 5.3 7020G .. ��.LR-3.�. z',9_, 6,4 8,3-2� . .",'-II� .1-T.ij7_- �'.". tih e,t.1,7Iv LR-32 1.4 0.41 6.36 156 11 1 6.0 0.31 2.1 7010E V . � . LR7�3 �,. , I 1. ! ;: .1 :. ,,, 7_1 �` .1 "::� � " `��,�,6,84 11.1 1. _` I , Af, 0'. . � _�P _1�1, �. 1, ��-. .. 2ipL I v'o _� ,,_1,, � �. , 1, ,,� ,.'� . . , � " - _ ', ,z .'� . I � � , ,� ', '", - . . I ..., � . : ,tines; , . . ; ...� I . - - � - A � 'i," �il - *�c',*joffip .' - , r�'.`,'" LR-34 5.7 0.4 6.36 14.50 - . 5 6.4 0.72 2.2 7010E , ..�: LR-35,I 1_�15."P'!- �� 7---�!Z_F T 7 A22�",,I�4�,,�, r, !€q�piW;o ,�'� .. LR-36 0,6 0A 6.36 1.53 18 5.9 0.17 1.9 - grass w/temporary liner - 1, -,..6,I� - � 61", " , . " . E I x , . � I a ':, AT�', '_ " I6.,",". �_'-..,_`4� -,, , , - ,.,., � I , ,-, _. -'011� 2t , - un , M i, " - 1� " 2� ��;�.�', ,� - -1 .1 1� ,�111, i, - -, , , � �- ,,,',,,!,.�"""]."�.F""�.,-.,."",�',"-',".."'., - , � , 1 , _r _ - , LR-38 _�: 2.8 0.4 6.36 7.12 16 8.4 0.391 3.9 1! 701 OG -71 , - ' - , - � IRi$9�` . , _ , kk, k J, _ " _ ,;777 _J,--,-.,.k,,,., 7 � � � �,, I �_;,� - ,,, '' .. W .11 777- _. -7 7 _ I—— . 11 11 M=� I � .`" , _ � 4, ,0.,3 . , 11 .�, .1T. k - R_ k - .11 4, _�'V�' r, � li�� - - - " ,�,. , I � , 1, b* �F 0 --",kk- � P,.(W LR-40 1.4 0.4 6.36 3.56 6 5.0 0.35 1.3 grass w/ternporary liner ... . . Z, LR-41 . I . . I , � i ',� .k. _L�G_5,'�.,�,',`.: I ` ' � , I '4'..n I.Qm". . - . , , 1k zi .. , " r I �! , _ ,n.. � 11.6,.:� .. , . " 5 � - 11 ` k, , - �1' 27, � � � �---S, 1-� L'. " . " ,",,�.., ,��41'n k.� '' -�', q' ku";i 7 77, �,;�' , 77 _777 ' __,_ - .h��:ljrl& ;�,-"-,F�,,�.."-,f�,T�, --,, RA-1 4.8 0A 6.36 12.21 14 9,2. 1 4_..5 7, 0'.."-1 OG . �.:1. - 1 j, P q � :'�A�J_%, z,; ..0II.52 2 ,2 :. r -P1 �RAr-2 - 3.6 0.4 6.36 9.16 13 8.1 0. 4T7 3.8 701 OGRA-3 RA 4 61'_ .,.. b.T " 7. . I—— �1i - 1 _�;inII e- it� RA-5 0.5 0.41 6.36 1.27 18 5.8 0.15 1.7 grass w/ternporary liner - 7 RA 67.',, 7 ' _'� I . I - - 7��""..,.!-",Q"""."�,,,'..,,-.:"� - .11 � - I - - Z�. ,,",��7,7, � I `� , , __&�� _,.`� 0 k.,, - � +k, , ,� _ �, � 11., k_1 , � I 11; li", ,�i� , I , 1'. _ � i:.1 -1. 1, � � , I - _1 _5 4 � I �; _1 - "AZT '".-k?V " r ,��.,�. 11 � .� . , MEMPE-o"'Z 1� �'Itr , 4 -, I - N, �01" ",,A� 'i I", , , , - , %0W , RA-7 4.4 0.4 .�� 6.36 , 11.19 _ 3 4.9 0.72 __ 1.3 grass witernporary liner - . RA.; 8 k J� , I -, .1 � .1 I " , `--`Z�7'1,1,� I ,X,�Q,Akfr .. 1 � , ' �. . ��. ��, �'� �L 10�klslq` �.�. , , - 1. ,'I - " -0 ,-,' qk '7J, """ - " � L, � " "ri "I 11� - .. I,- 11 ME - , i4i * i0w RA-9 3.0 0.4 6.36 P6 #36 .7.63 12 , T8 0. . 43. 3.2 7010E k k. 0 RA-1 ":"A:"',�.,.,.:i,_, .1 . k . , -], rk . 7i-,_k,�:i,`,' ' 'k 2, - , k . - . .-, k� � . i',. , A �`, A . L., ' ill, 1, . . �, . 1 T`,.,��P. . � � _.1.. _ , "' ' - - - - � _., I ,.'r�� ,,',2- .... .. - , 'kk - - �-,, � . - �" j, ..... . � . -� . � --,��.,3.� - - " , � i� r;- k" ; �� - . Tfn . t1111:11k i_,,77` ' -1 , �., 11�,,.,7..'�,�� "k��-,� , -, � I "' k , - . , -, , -- 7 j2. :� k .. , 1`x ,z. � - ,I 17 , - k`,� . ' �. RA-11 1.6 0.4 6.36 4.07 12 ( 6.2 0.33 2.5 7010E I _ 1� i �.. . _ 7�� 2:�,� 1. � I . - . I I q ., il. - _ �_ � , �. _�" ,��,-. I . -.A. : _ _-.1, .. - �� - 11 , 5 z k- _! - _._� . I � , ` - ` , iU, � ' 0A I " � - - �, �. " . . k_,. . - - ... .. �, � . , _, � , , . 1, '. 1. � 36. . . ;_6;_, - "..1. .1. I . '. � 4 _ . q. � �1.111 , ' ' � _ , N . _�, I -1 11 �- , T`.�11_ ,., -I&I.-k-, IZO _ , _ M - , � � " , "' " - '-Z, "I"IN .. " ... r".1- ".. , . , 1�,, , , I �, I i :i'.._....,.1_. , I " 00 , I � 11�1 , '. _'. _ _ , .. .. RA-13 1.0 0.4 6.36 2.54 19 6.5 0.23 2.7 7003E 77��::.:�7"',',T_ .... . I n,",',',� . _ �2� , I �� . 4: "O' � .11 75�77T i7 "",�'&,�,..111.11� " - 2,-�- " 1-i "R " T"'r 40� ��,.-7-"-�.-�,,��""",-"k��,.,,,:,-,S�-,�-42;��,,,,�,-%",-,��, 17-qk,-T,,0-jF '7 77 �e " 111111- RA-15 0.1 0.4 6.36 0.25 12 3.0 0.07 0.5 17 grass witernporary liner -77777-777 77�� . .1� ,J""ii,�-P��, "-"_,","',k, " 4 � �,'.Q, ,'� ., - - is ��;[,� -, ' ' .1 _ ��" " 1" � I I - _f� �'12 � I , __ "I - -, � � ": ", � j " - .. . 71, 7 , - FRW� k - R" 3W .to DA-1 - 2.2 0.4 6.36 5.60 6 1 5.3 0.45 13 7010E . . .��.DA4_.:k,, , ',_,,' . 11 .1 I . -4, ,04. .. .. . ,'��-"', , _11 LL -kla MN - * * i - � DA-3 0.2 ,- 0A 6.36 0.51 6 2.8 0.13 0.5 grass w/ternporary liner � ... . . I . �. -4.: I �. I RB ... . . I - I , ' - ,,1, k'4`k11`_,,' ,I�'�',,.�,',',,',,'..�'��k,O,..4',� � I . - � -,,�r � �. A� % : . �.�� " I � , � ,,� , - " _5F M__ 1,11, 7"I'll 7W T1__,1`1.1_'��,*_`__,1 - 1:4 Z ,,,.,,.,',�,,,2111I.:�1-11-I RB-2 0.1 0.4 6.36 0.25 20 4.4 0.05 0.6 grass w/temporary liner . .: �RP-3, 177771��.a.4T, k k -.1. 1". 1 . I.., _ ... __ �, . ., ., .1 . , .,. k , �,& W,!:� � I I k,...' - , , . z . � k", ,� - _1 ..7 12 ` _ ; - ,,� _11., -�; _: k; " I � ,:�� jmi� , . � .t. . _ 2, 1 , �', �-- - 1, ; I �1� , � "o -5'- k, 11-` 1"._A.,r.� _L - "_ " - - I I , , 7 , . D13-1 2.0 0.4 6.36 5.09 18 T7 _mL� 0.33 3.7 7010E � . RQ._,J,: �:'�, k . I ,,:�_O.. - : I , 1', �,�`, ...� � .1i_. 1 7.� I k . .. _ -0,,,,4, " ": IT�7% � I ,,, . -!26"�"",L,-,,�,.-.I--i,-�"-"�,��"i��,�,.,.,k",-"�", "p, T W 7�T - ii ,"! 66F , I i ;T*IR�0*6_ . - RC-2 0. . 1 0.4 i 636 0.25 11 3.0 0.07. 0.5 grass w/temporary liner ffC_1....'�;. .1 . . _ _777 'O' -, I �, ,.;. � - 1� A��,.f,041'1 ., . I . I I . 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RN-7 0.8 - 0A 6.36 2.04 5 3.8 0.29 0.9 grass w/temporary liner 1! 444 Ah� =777�42 kii*0098 RN-9 0.7 0.4 6.36 1.78 10 5.2 0.21 1.3 grass w/ternpora ry liner 11-1 11 "...1-.." - 21 , - ,�,- " .,4 LL -, i,LM, �; ." � . 7)" . . - ,�_ . 6 ,,, 1. _ " "1. 7 i'i.M-1.0 , ' � . 'T ,,,-.',,, . � I - - - , , , , _,�'.'� " , �5,2 _-i -,g-,, �,.,,',g, � , _� � , , - " , .,� � _ , , , SR-1 0,9 0A 6.36 2.29 11 5.2 0.25 1.7 grass w/temporary l,iinlile "",4, ' �_ 7W - X:0.._:,.- _r i '_ , I,1 SR-3 3.8 0.4. 6.36 9.67 9.�-�,'67 16 1i-1 5T.. G 00. 7-'D,�, , 1 W Z7ST"I 34.,",,I�I" - � -.'. SR-5 1,9 0.4 6.36 4.83 7 5.3 0.41 1.8 7010E 1-q 0�� '1 1, ,OB19..` 6I1O3 _m1:"-1'",;,_�_�,I. �r� __ �1r SR-7 0. 0.4 3.36 1.78 16'-6.0�0.1 9 p',o,:,-i"11, nre" a?-7_'`."i�,_"�,e,"'-1�.- grass wry l /�� t7,1e":"-`7.�7.' A7 -�j- �, , - ; �I ' 11!. I r1,9 7, �,_ �� Me" ,7.0" ,,�.""' SR-9 1.9 0.4 6.36 4.83 18 8.1 0.31 3.5 701GG�_ 517 -�- 0.0.,45 1. 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". � ,� _., _ 110,11�'��,,','4$4-�� ",I % . , 'ki,_2.._4& � , ,� - , ... � V:1 , ... 1. �: ,,, , .� " " nn I �f `.' ;.1 I., �. � .,� �11''4 .. oc I I .. 7T �M " _ V' 7-F 1.6 0.25 1,35 0A0 . 5 7.42 4.77 � CP 0.08 0.53 5.6 . 2.7 7.003G - 77 �,�-.,�",,-, . , I . . , " � 77 7:7, �' �. - , - -- - � �."",.".,.",�,�-,.�"",.-.., ,77 1 _ _� I , -,,,7-�i_",7,,.,-, -' ,�,`,,,,"777 � , ., 1 , 7,� _7 _ - 7� � '4� � Z, _�O, ,_, ��, �, , '' ��,,',� 42 - 77T4,. ,� ' �,', ��-',-.,',a_ �- .. ., I - ...... ja 11 - �,,152 �'Q, .� 53.9 1":' : ., . A ,� -- _% 11: � '. =1 , _. � V" 11. _ �,.,,�,:' z. ..... . A '11'. , ,.,. , " , 9-A 2.7 0.35 2.35 0.38 5 7.42 7.70 _�� PD 0.10 0.47 6,8 2.9 7003G . . i-I 11 - ,ir, �L�' -1 I _�� '16_'11,1'�� " '��.,a ;��: - .. ... ..��) ,,,,�-". �` 10,11,07-1 `�` 4-�.,-,�1,11"1-1�-l""I�'ll'.., �,O..�. .-�._,: _,i.,� �ij,` , .,-.,..7- �0.43":�111. ` "'i . v, I ,�-"--"O��:,,,, �A`u '�' F_11 =KKPF7757�7 � : 17�wwj - - 7-',�-,.,-i7,,577 DR -A - 1 1.6 0.30 1 1.30 0.42- �08 0.40 5.6 2.0 17020E GOLF COURSE AND VILLAGE DITCH CALCS SCALE= NTS In FLEXTERRAO FGM HYDRAULICALLY APPLIED EROSION CONTROL PRODUCT (HELP) F.. j, 711 I I.. ` �. - . I 1111111 � INSTALLATION NOTES: I I I-L t 1-t I 1-t 4 I L' ' �' 1E - "� ' ' 'E I I I -El I 11EI I I- ANICALLY AGITA�TED 1) TY 11 I HYDRO -SPRAYING MACHINES WITH FAN -TYPE -r NOZZLE (50-DECREE TIP) FOR MAXIMUM PERFORMANCE, APPLY FGM IN A 2 STEP PROCESS: 1. APPLY SEED, FERTILIZER AND OTHER SOIL AMENDMENTS WITH A SMALL AMOUNT OF FLEXTERRA® FOR VISUAL METERING . 2. MIX AND APPLY 50 LB OF FGM PER 125 GALLONS OF WATER : OVER FRESHLY SEEDED SURFACI=S AND DO NOT LEAVE SEEDED UNPROTECTED;SURFACES CONFIRM LOADING RATES WITH EQUIPMENT MANUFACTURER TO ACHIEVE OPTIMUM SOIL SURFACE COVERAGE, APPLY FGM FROM OPPOSING DIRECTIONS GENERAL GUIDELINES FOR APPLICATION RATES FOR SLOPE INSTAUATK)NS , - ��rT,1111` I � - , il ., I % . - i *;� , Of 0 *__ L �.�-r , - . _ ", - '. WW'11�11�1�1 1, - 4 _� I 1._.,i....1,1,, �.41��, - , . , , _� ... _121 i._ .. , " �i, "-. I , , , � . , . "'� , 7i�, . .: b:, Wo. `.... , il ,�_ = �_,.,: 'EM2 I I,V , , , . . " �11111 I , - Ig I .1� - _ - � � :" �, ��_ M .. . � - < 3H:1V 30DO LHACRE > 3HAVAND < 2HAV 3600 LBfACRE >2H:1VAND <1H:1V 4000 LWACRE > 1R1V 4500 LBIACRE BELOW ECS OR TRIM 1500 LBfACRE AS INFILL FOR TRM - 3500 LBAACRE PLEASE N0711E THAT THE INFORMATION a FILE NAME: Ftexterro Profile View - . PRESENTED HEREIN IS GENERAL Slope Detait.dwg I . Joe Is !,e � . - INFORMATION ONLY. IT is FOR Flexterra CONCEPTUAL USE ONLY AND NOT INTENDED � . CONTACT NUMBER: 800-508-8681 TO BE USED FOR CONSTRUCT(ON. W.ILE EVERY EFFORT HAS BEEN MADE TO ENSURE - Q . ITS ACCURACY, THIS INFORMATION SHOULD FLEXTERRA0 WEB SITE: www.proftieproducte.com your \16. NOT BE USED FOR A SPECIFIC APPLICATION (X(D PROFILE VIEW - DRAWN BY: MDR - I P,;rft0Tjx.Vaq!,d_.a0M-1W WITHOUT INDEPENDENT PROFESSIONAL DATE: 4/4/07 SCALE,. NOT To SCALE EXAMINATION AND VERIFICATION OF ITS IIEC^ SLOPE DETAIL I SUITABILITY, APPLICABILITY AND ACCURACY. 11111111=!11111111111111 a. CHECKED BY. MST DATE' 4/5/07 1 SHEET I OF I FLEXTERRA SLOPE COVER DETAIL SCALE= NTS 12 -24 IN I ENKAMATO 70101702DIRF- TRIG 10-12 IN, t8 GA. MIN) STAPLES/ANCHEIR PINS 12 IN --a- lf /- FLEX TERRA 4D F'�,M HYDRAULIC INFILL I 10:��, I' I I I ---.--! 1� / I - I . <-:1, . " ,�:. !_ -_ I : 12 IN 11,�:",_'�V,' : : - ,t I .. i . - " - , Z " I -I . - .- - -----. _____ I I T_ Tr� - ; __ 1 41__-__-� __ . - : : - .,-: - _�i i --I!--! -- -ji;1 L -A=_k�=._ - =11=1 Ill- = __i_�= i. __ --!I � 1; I- I-- . i I Zzll , � i I ! - I ______ i ��_ I_._.___.1 - - --------- ! -1-- I - i I ; .......... - I - - __ I I ,- ------ ! . .I I . I � .- .� : . :: . I --. i 11 -1 .:.. I --.-.-__ - � ___ - I I , I .-... _- ----. . 1 -71 1 1 - = I - - , I i - _d I I L-i I F i I I L_ I11_, NOTESI ----I-- . 1. REFER TO FLIXTIRR40 DETAIL DRAWINGS FOR FURTHER GUIDANCE ON HYDRAULIC INFILL .----.- - PLEASE NOTE THAT E INF(3RMATI . . V%Imft I IQ . MW PRESENTED HEREIN IS 0ENERAL . Slope Detafl No Toe Trench,dwg INFORMATION ONLY. IT fS FOR . . I= RMOR7 CONCEPTUAL USE ONLY AND NOT Ili EN . LU TO BE USED FOR CONSTRUCTION. W4LE SYSTEM CON ACT NUMBER: 800-805-8681 . . EVERY EFFORT HAS BEEN MADE TO ENSURE . 7S ACCURACY, THIS INFORMATION SH3LJLD VORIM WEB SFTE� www.profleproducta.corn NO*r OE USED FOR A SPECIFIC APPLcok-nolitl 4XK)> 14� PROFILE VIEW - DRAWN 2Y: MDR N"r r"Wed F-w nwer IN � . ,ivojt#gom� WITHOUT INDEPENDENT PROFES510MAL DATE: 5/2/07 SCALE: NOT TO SCALE EXAMINATION AND VERIFICATION OF F-S I e_c::Ak SLOPE DETAIL - SUil-A&LITY, APPLICABILITY AND ACCURACY, I CHECKED EIY: DATE: SHEET 1 OF I - - .. _..... . FLEXTERRA CHANNEL LINING DETAIL SCALE= NITS . ID I "' I '=' 1 - � I 1 , I I -� C? � _� I I I � - 4-i cz, � �71 . P�l i = 0 in I- I 1) k 0 0 ,� '? �, 1-4 M " I I � ! .�, I � I = I i I I I___1__ I I � .... . I Cc I � � � D � ! � A i I � I � L � I i i I I; � In 0 a, C Cn I ! I � I ; � I � : h ; 0 z 0 = 0 i I I I ! . : (n (b " Cn Ln I I I ! ! I L � . . . i; Q Q t6 :2 miz ce Uj � i ! . ! .S 0 _& =) (n 0 U � . C .2 z CQ 2! p (Y (Y �: 0 = C) 70 _j < I I r 2 0 0 R .� , 4) > Lj_j I 2: � - _j _j -0 0:� in =) < , r_ < [Z :3 C Ln < 1:0 I M I i I I r_ 0 I I-- � . z I--, =) Ln LU ji I i � :D L(3 LU C,� I I I I I I : i I i i . E -0 n U) i I 1 1 a --, 2 6 z 1.1 i 1 -1:1 � � ; , ; I 'IT ! . � i � , I I 0 .5 I f 1 . 1 1 1 , """tjM1111 N " - . �Ovs. ,/"" fir, � >_ z , S 40 - i ,,\?,_ Va, I % Ell � * i , 0 IV Q, 7b'# - .,.. , I I 0-1 =) , I . �.-- 1- "S'd 11, " , I•, I 1; 1,,\ LLJ > LLJ Ctf CE� 0L� so 1 < S4 I = = _ t") V) 0 l-- _j Lei1 z ot� C) 0 Z� 3: , 0, 0 I 15 1. ! Z < < Q:� n 01- . , _j < 0 8z ..... L� 0 1 36 '5 2 cc I -119: IC:) -6 U) a W 0 co 6 0 C) 0 n I - aj L_ 4-J �n 4-J 0 F = ,-IC:) 00 r14 ;� a)' = N rn , 00 N Co ,-I ry rq " Ob " op E y I'D V 0 2 .�q < > -6 0 C: .. C: -6 a) 4 < .= it LL .9 Y 3 _j 0 Y Como _Jj(D :E 0 0 0 C) I < z -1 0 Of CL �_ 0 z z_j l.- �_ 0 z W 2E X 0 z 0 =) D < LL 0 �_ W 0 0 0 LLJ CO _j 0 W � W F- ZD HE < 2 0� 0 0000 0 >- l_ z LL �_ D 0 (n 0 z 0 (0 in < 2 WE T_ N F_ W W I: \ U) _j , < `- LU I-Ii Q C_ >_ ) Cl) z _ LLJ ai 0 C__ 7t I-_ � _Lj 0) 0 _j 3: 0 L_ C I . t; d .. I- . e I , : ! , ; , �': �. , '' - '. t-. '' .' I' .,� ,,.,., - L'� 1 � .�. ., L ;� � . � I '*' �- i '�-! j'4'� T. , . , . � , , , I . . . . - . . 7 '. I . " � .. :: , _ . � : "I ''. . I . . , . . � , : !,..� . :;,. " I - - ..r .,t , "... , ,, , - - I - : :.� � � � ,';' - :.,I .: 0 - .., ...., %,. ":.'. -� � 1 .�:., 1. , : , . " �_l . ..L.'. ` � j 4 I., 0 ;1 . .. - , , . , ,,,..�,., l..., _ �:,�,.:� . I . I . . �. � � . . ?� : � . k�w I . .. �. I . I . .. . � . . . �1 � g� ,-.�'�. ,�,� 4. � il, � �.' , i,. � I � t� . .. . NOTES 1. THIS CART PATH SECTION VARIES FROM 8 TO 12 FEET WIDE. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. 4. PROVIDE PERMANENT SEEDING WITHIN 15 DAYS OF COMPLETION. CART PATH SWALE (CP) --CP SCALE= NTS NOTES: 1. PROVIDE PERMANENT SEEDING WITHIN 15 DAYS OF COMPLETION. GOLF COURSE SWALE (GC) --GC S71NG GRgIjE - ILL TO 95% PROCTOR GRADE EXISTING NOTES: 1. PROVIDE PERMANENT SEEDING WITHIN 15 DAYS OF COMPLETION. PERMANENT DIVERSION SWALE (PP) --*-PD TECH HAMBER =5' STONE 6" INLET PIPE FROM ROOF DRAIN NOTES: 9" STONE 'ING TO )P OF BERM LL TO 95% 'ROCTOR TING GRADE - ACCESS MANHOLE 1. WATER QUALITY TREATMENT AND DETENTION WILL BE err PROVIDED FOR THE COTTAGES USING A STORMTECH MC--3500 CHAMBER WITH STONE BASE PROVIDING 357 cf OF STORAGE. 2, THE INFILTRATION RATE IN THIS AREA IS: 2 in/hr 3. SEE CALCULATIONS FOR DETENTION SIZING. 4- If any cabin exceeds the maximum 1,400 square feet of impervious allowed, the stormwater management permit must be revised accordingiy STORMTECH INSTALLATION DETAIL Storage Volume Per Chamber/End Cap ft3 (ml j Bare Chamber/End Cap and Stone j Unft Volume --- Stone Foundation Storage Depth In. (mm) j tt3 03) ; 9 (229) 12 (305) 1 18 (4'57)- I MC-3500 Chamber 110 0 0,11) 162,8(4,61) 167,6(4,75) 177.3(5.02) - ....._._ MC-3500 End Cap ....... 15.6 (0.44) 41.6 (118) 43.2 (1,22) 46.4 (1.31) NOTE: Assumes 40% porosity for the stone plus the chamberlend cap volume, Volume of Exem aties Per Chamber/End Cap in ytP (mj Stone Foundation Depth g'(229mm) 1 (305mm) 15 (381 mm) 181(457mm) MC-3500 11.6 (6.9) 12.1(9.2) End Cap .. 39(3.0) . 40(31).... L 4:2(32).....1.....43.(33) NOTE. -Assumes 6• (152 mm) of separation between chamber rows and 24' (6 t 0 mm) of cover. The volume of excavation will vary as the depth of cover increases. General Cross Section MC-3500 CHAMBER NOMINAL V. - 21NCH (19 - 51 mm) CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE 'NON -WOVEN GEOTEXTILE ALL AROUND ANGULAR STONE 71,\ Amount of Stone ....... -... ENGLISH tem (y0) Per Chamber ................ ............ Slane Foundation Depth MC-35t)0 - 6.9 (4,9 yd3) - 7.6 (5.3 yd3) ..... ..... _.... ... 8.2 (5,8 yd3) 8.8 (6.2 yd3) - End Cap 3A (2.4 yd3)- 3.6 (2.6yd3) 3.8 (2.1yd3) 4.0 (2.9 yd3) METRIC kg (m� 229 TT 305 mm 381 m m 460 MC-3500 .... 6281(3 7 rrr3) 6 85 7 (4 .1 rrl3) 7433 (4 4 n 0) 8009 (4.8 rrl3) End Cap 3093 (1.8 rn') 3284 (2.0 rn') 3476 (2.1 rrr3) 3667 (2.2 rn� NOTE' Assumes 6• (f 52 mm) of stone above, and 6• (f 52 mm) between chambers COMPACTED FILL MATERIAL PAVEMENT r- MG3500 END CAP (610 mm)(1.00 m) MM) FOUNDATION STONE r (229 mm) MIN. SUBGRADE SOILS B (ta2 mm) MIN. 75 f19IXF mm) r 17- (305 mm) MIN. (TYP.) NOTES: 1. THIS CROSS SECTION PROVIDES GENERAL INFORMATION FOR THE MC-35DD CHAMBER, STORMTECH MC-WW CHAMBERS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE MC-35DO DESIGN MANUAL AND MC-35M INSTALLATION INSTRUCTIONS. 2. PROPERLY INSTALLED M"S00 CHAMBERS PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFfl BRInGE DESIGN SPECIFICATIONS FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE PRESENCES, r mTe$Cc h LiCMygon •RaW ion •fiecl) V Subsurface Stormwater Management"" 20 Beaver Road, Suite 104 1 Wethersfield Gannecticut 06109 860.529.8188 888,892.2694 j fax866.328.8401 fax860-529-80401 wv mstormtech.com Printed in USA. © Copyright. All rights reserved. Storm Tech LLC, 2009 NOTES: Printed on recycled paper 03-11 1. WATER QUALITY TREATMENT AND DETENTION WILL BE PROVIDED FOR THE COTTAGES USING A STORMTECH MC-3500 CHAMBER WITH STONE BASE PROVIDING 357 cf OF STORAGE. 2. THE MAXIMUM IMPERVIOUS AREA FOR A COTTAGE IS 1400 s.f. INCLUDING DRIVEWAY, AND ROOFS. 3. THE REQUIRED WATER QUALITY VOLUME BASED ON THE FIRST 1" OF RUNOFF IS 110 c.f. 4. THE INFILTRATION RATE IN THIS AREA IS: 2 in/hr 5. SEE CALCULATIONS FOR DETENTION SIZING. 6. If any cabin exceeds the maximum 1,400 square feet of impervious allowed, the stormwater management permit must be revised accordingly COTTAGE DETENTION I WATER OUALITY SYSTEM NTS O 0 O W O r CC r N i I I N ,-� I u-1 � .--I ry I i •- i o I a L C11 u zcn Ili. III N C En U-1 I •D 0 Cy Cy Cy cn a o 1 0 0 0 0 0 LLJ ¢ ¢ ¢ c m C En F Z) Z) =) E 1 I i C o I i � "• J cwn 0 �o•~ .........••.� so�� W w rK Of (DPSSOC. 1 G Q S� cr) W = Z D cZ < Q G� OaaLL- . CD 0 0 0) 0 DO ao (Yl 3 (D Z 0 co - N N U i a rn Q °3 r r p U 0 M N� V) io 00 rj O -' Q �.. (IjaM y Q -r- LL CP Y i d J U Y in 2 I J N 1 � W �- t` Q j cn v i CD © CU U1 Cn -> 77, Q Cz Q E w 0 W • �-- W 0 .> z C-L= E U M z � W Q _z J 0 Q J z F- UDz ❑ w o z Q LL U �w0 LU N .J Uj ~ D _ Q LU LLI 0 T 0 0 z Ov U) W -.� 0 ❑ U) r Q � U) ze` LLl �-- o fl 0 CN Q CL (Y _'d�,. 11. .i 1 r I• i 1F� of 1 vi. �i sir-:r' .'� 'r i�•I -. ._.._r..rz-L .'.5 I... - .Li. j.1_�'._.�L E:_.i;i 1•1�:;. fi:':1. r MINIMUM PLANTING DENSITY: 400 STEMS Z ACRE BETULA NIGRA HYPERICUM PROLIFICUM RIVER BIRCH (9) ST. JOHNSWORT (9) AMELANCHIER ARBOREA a VACCINIUM CORYMBOSUM COMMON SERVICEBERRY (6) HIGHBUSH BLUEBERRY (9) N % SOLIDAGO SPP ��` HELIANTHUS ANGUSTIFOLIA GOLDEN ROD (44) ,NARROWLEAF SUNFLOWER (45) PLANTING CALCS: POND SIZE (AC): 0.29 MIN STEMS: 116 PROVIDED: 122 Overflow Detail OVERFLOW NOTES AND CALCS: \/ MIN. WIDTH : 13.0' \i� 1. OVERFLOW SIZED TO ACHIEVE 4 FEET PER SECOND 18" \ �� MAXIMUM VELOCITY THEREBY CREATING A NON -EROSIVE AND UNCONCENTRATED FLOW CONDITION \ 1 � EL.:348$.5 � 1 a \ FOR THE 10 YEAR STORM. \ Earth 2 C = (2.8*0.95 + 16.9*0.40)/19.7 = 0.48 Filter Fabric 4, Q YR 0.48*6 36 19.7 6=360.14cfs 8"-12" diameter River rock 5. BROAD CRESTED WEIR EQUATION: Q=3.00*L*H"(3/2) 6. Q = V*A => Q=4.Ofps*A => Q=4.Ofps*L*H 7. 4.0*L*H = 3.00*L*H"(3/2) => H=1.44ft 8. SO, Q=CLH"(3/2) => 60.14cfs=3.00*L*1.44ft"(3/2) 9. L (Min length of weir) = 11.60' Section 8" Gravel 12" Ponding ' EL.: 3490.0 3-5 Grass 2-4" Thick Double or Triple Shredded Hardwood Mulch EL.:3488.5 EL.: 3487.5 W W 3 Fill Soil Me ia: a ° Mix: 85-� Sand p . a �\ 0 8-12% Fines ° ° '3-50/o Organic° o. Depth: D P °. 4 a T eesr/ Sh�bs: 3b ' . � ° � Filter Fabric (or Choking Stone) ° ` 4 a o ° „ _.00°'O°°9o-000O° °oti'.O°°°oa4�•° �o 4" Washed Sand °°oo°000°go° ° °°°°°° oo- ��i� 0/ \�� \%\/\�i\ \ \i \ V EL.: 3484.2 8" #57 Washed Stoney\\�\\/\\/ 12.0'min. distance to In Situ Soil\\\\:\\��\\:{\;�ti/\\;a\\�\\:�\�\`\�`\ice\\\� water table 1. 2. 3. 4. 5. 6. 7. 8. 9. V VLYL.\1 VI4/-'1\1 f VI\ 4/LI/�ly-.Jl TOTAL DRAINAGE AREA (MINUS COTTAGES WHICH WILL HAVE INDIVIDUAL DETENTION AND WATER QUALITY = .c. ( ) 47 a TOTAL IMPERVIOUS AREA = 2.7 ac. (57%) -7-, �('1��(2 REQUIRED STORAGE: TREAT THE FIRST 1" OF RUNOFF Rv = 0.05 + 0.9 * (0.57) = 0.563 V = 3630 * 1.0in * 0.563 * 4.7ac = 9,605 cf. PONDING DEPTH = 12" PROVIDED STORAGE: = 9,675 cf. OVERFLOW ELEVATION = 3504.5' RIVER ROCK MUST NOT COME FROM ADJACENT STREAMS PHOSPHORUS INDEX OF MEDIA: 20. PLUNGE POOL ACTS AS ENERGY DISSIPATOR - SEE DETAIL SHEET DT-5. BIO--RETENTION POND TO BE FIELD SURVEYED PRIOR TO CONSTRUCTION. 1. 2. 3. 4. 5. 6. 7. 8. TOTAL DRAINAGE AREA (MINUS COTTAGES WHICH WILL HAVE INDIVIDUAL 'DETENTION AND WATER QUALITY) = 2.2 ac. TOTAL IMPERVIOUS AREA = 1.9 ac. (86%) = t7 16� r- L REQUIRED STORAGE: TREAT THE FIRST 1" OF RUN6FF Rv = 0.05 + 0.9 * (0.86) = 0.824 V = 3630 * 1.0in * 0.824 * 2.2oc = 6,580 cf. PONDING DEPTH = 12" PROVIDED STORAGE: = 6,661 cf. OVERFLOW ELEVATION = 3568.5' RIVER ROCK MUST NOT COME FROM ADJACENT STREAMS PHOSPHORUS INDEX OF MEDIA: 20. BIO-RETENTION POND TO BE FIELD SURVEYED PRIOR TO CONSTRUCTION. -ompp- # > 1.- ❑ ►W O -6� 0' o o °' CD ,-y � m 4 N r� ,'V N M o z 00 o`o 0 op ry L °� ,� O° ¢ aa) ;� E y 4) 0 o 3 MINIMUM PLANTING DENSITY: 400 STEMS-1 ACRE BETULA NIGRA HYPERICUM PROLIFICUM RIVER BIRCH (9) ST. JOHNSWORT (9) AMELANCHIER ARBOREA VACCINIUM CORYMBOSUM COMMON SERVICEBERRY (9) HIGHBUSH BLUEBERRY (9) SOLIDAGO SPP HELIANTHUS ANGUSTIFOLIA GOLDEN ROD (29) �� NARROWLEAF SUNFLOWER (29) 7 PLANTING CALCS: at POND SIZE (AC): 0.22 MIN STEMS: 88 PROVIDED: 94 Overflow Detail OVERFLOW NOTES AND CALCS: 1. OVERFLOW SIZED TO ACHIEVE 4 FEET PER SECOND MAXIMUM VELOCITY THEREBY CREATING A \ MIN. WIDTH = 6.0' NON -EROSIVE AND UNCONCENTRATED FLOW CONDITION 3 FOR THE 10 YEAR STORM. 1 18 2. C = (2.7*0.95 + 2.0*0.40)/4.7 = 0.72 EL.: 3504.5 1 < 3. 10 YR INTENSITY = 6.36 5 Earth 4. Q = 0.72*6.36*4.7 = 21.52cfs Filter Fabric 5. BROADCRESTED WEIR EQUATION: Q=3.00** *W(3/2) 6. Q= V*A => Q=4.Ofps A => 0=4.Ofps L H 8"-12" diameter River rock 7. 4.0*L*H = 3.00*L*H"(3/2) => H=1.44ft 8. SO, Q=CLH"(3/2) => 21.52cfs=3.00*L*1.44ft"(3/2) 9. L (Min length of weir) = 4.15' Section. 8" Gravel 12" Ponding EL.: 3506.0 3-5 Grass 2-4" Thick Double or Triple Shredded Hardwood Mulch w ✓ EL.: 3504.5 EL.: 3503.5 3 Fill Soil Me is p o Mix: 85=8O Sand ° ° > a 8-12% Fines a 3-5% Organic Depth, D Filter Fabric Tjeesij'Sh�bs:3'. ° �. ° a 4 c o ° (or Choking Stone) °°�,-O'.- 4" Washed Sand°°000000°o°°opOoo°°o°Dod00000000°oo°pO° o \\°00°°0°°oo°a00°0o9OopOo 8" #57 Washed Stone ;� \�\j/\��\�\��\j\iy�\i�\i\\ \i\\i\i\ \\i EL: 3500.2 \\/\ii\\/i\\�iii ii\\�idistance to In Situ Soil -`\ \�\�/\\��\� \�\ \ /\ \\/�\� water table MMIMEMEMENEREEWLaxtxe'<rxxT�>a'bIxL-x .� BIORETENTTON #2 (Drainage Area #3) - - _ SCALE= NTS r` s c x 3 p M LL ! W �3 El W © C")[tl .2f EO N C/3 CIO C a Z LU Overflow Detail W * o OVERFLOW NOTES AND CALCS: Z W .� 1. OVERFLOW SIZED TO ACHIEVE 4 FEET PER SECOND h MIN. WIDTH s.o' MAXIMU�'i VELOCITY THEREBY CREATING A Cz = � ��\\i�, C NON -EROSIVE AND UNCONCENTRATED FLOW CONDITION Z 18" 3 � FOR THE 10 YEAR STORM. W 1 ✓" 1 ��\ ` 2. C = (1.9*0.95 + 0.30*0.40)/2.2 = 0,88 EL.:3468.5 \�y' Earth 3. 10 YR INTENSITY = 6.36 4. Q = 0.88*6.36*2.2 = 12.31cfs Q z Filter Fabric 5. BROAD CRESTED WEIR EQUATION: Q=3.00*L*H"(3/2) 6. Q= V*A => Q=4.Ofps*A => Q=4.Ofps*L*H O 8"-12" diameter River rock 7. 4.0*L*H = 3.00*L*H"(3/2) => H=1.44ft < 8. SO, Q=CLH"(3/2) => 12.31cfs=3.00*L*1.44ft^(3/2) � U 9. L (Min length of weir) = 2.37' J z = Section W o i- z z 8" Gravel 12" Ponding () D 3-5' Grass EL.: 3470.0 Q L.L V 2-4" Thick Double or Triple Shredded Hardwood Mulch W Q f EL.:3468.5 1 C) ❑ EL.: 3467.5 3 W W \\ W Fill Soil Me ia-. a 4 Q Mix: 85-8f/o Sand ° ° > 4 . a 4 a - {,I R _ W \\ \ ° n( _ 0 8-12% Fines ° `J 3-5% Organic° t> Depth: O Z O J ° Txeesd' Sh�bs: 3'. ° a ° Q Filter Fabric 0 z Q p c (or Choking Stone) I t` O v W - z O 000 4" Wash Sand °°°O°40°°OGOD n_ n. Washed 00 ` \\\ \joDa°o°°0O°on oo°•-e,o ..D°-"° - '"� _ 8 #57 Washed Stone M/;' � 7 i 4 EL.: 3464.2 < /i\\�\\\\\\\\\\\� min. distance to In Site Soil-\�\\\\\/ \\\\\\\\� l wQ ater tab e W Water Table o z (y) ~ a i= Q J BIORETENTION #3 (Drainage Area #4) o C 3 SCALE = NTS 00 N . . i. � � a'.. 1'., .: a •. ,� . � - .1 Pl ,'�,'�.� 1. n V !.. I�ir a�..iik t T�. .i� r_ ;} . ...e_ _ .�'_..._ �..., ...-.3.t T SLOPE ROAD TO CUT SIDE V 7> C/L 7- Q, DITCH 1.5" S9.5B 2" HB BINDER 8" CABC 24" COMPACTED SUB -GRADE EXISTING EARTH 24 1 Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4:1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 200 <3% 300 COMPACT FILL TO 95% STANDARD PROCTOR NOTES: 1, THIS ROAD SECTION IS USED ONLY ON THE ONE-WAY PORTIONS OF THE ENTRY ROAD. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. r-AeTn'./ nd-%Ar% ♦e%nlr- \A!A\/\ r•rtir\r-r f`r/�Trl1n� NTS Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4:1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 1 200 <3% 300 FILL TO 95% D PROCTOR Ek�ST/�C G _ �qk NOTES: 1. THIS ROAD SECTION IS USED ONLY ON THE COTTAGE ROADS AS DENOTED IN THE PLANS. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. COTTAGE ROAD CROSS SECTION SLOPE ROAD TO CUT SIDE ----- _- DITCH 1.5" S9.5B 2" HB BINDER 8" CABC 24" COMPACTED SUB -GRADE EXISTING EARTH C/L -- 4% Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4:1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 200 <3% 300 COMPACT FILL TO 95% STANDARD PROCTOR EXlST1NG-� A NOTES: 1. THIS ROAD SECTION IS USED ONLY ON THE TWO-WAY PORTIONS OF THE ENTRY ROAD. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. ENTRY ROAD CROSS SECTION HP Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4:1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 200 <3% 300 NOTES: 1. THIS ROAD SECTION IS USED ONLY ON THE SECONDARY ROADS AS DENOTED IN THE PLANS. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. SECONDARY ROAD CROSS SECTION 95% iR SLOPE ROAD TO CUT SIDE 5' 4% -- 2% L , 2% 4% DITCH 1.5" S9.5B 2" HB BINDER 8" CABC 24" COMPACTED SUB --GRADE EXISTING EARTH Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4:1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 200 <3% 1 300 COMPACT FILL TO 95% STANDARD PROCTOR EXJS77NG NOTES: 1. THIS ROAD SECTION IS USED ONLY ON THE LOOP ROAD. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL, IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. LOOP ROAD CROSS-SECTION SCALE= 4 r.l z O ' Cnn m wl'' cn a can z �' z 0 C O ¢ Q �IJ co r� D UJ 1� EA w M / Cn n CL �O�\\` w o PSSOC, G fu = Z O U < QOf p U �� 5�00�19- G� z Spacing Guide for Slope Breaks Steep Slopes Slope Spacing (ft) 2:1 20 3:1 35 4.1 45 Long Slopes 15-25% 50 10-15% 80 6-10% 125 3-6% 200 <3% 300 NOTES: 1. THIS ROAD SECTION IS USED ONLY ON THE SHARED DRIVES AS DENOTED IN THE PLANS. THIS ROAD WILL SERVE A MAXIMUM OF SIX (6) LOTS. 2. USE A TYPICAL 1.5 TO 1 CUT SLOPE UP FOR TO 20 FEET OF CUT. IF THE CUT BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE CUT SLOPE TO A MAXIMUM OF 1 TO 1 PER THEIR RECOMENDATIONS. 3. USE A TYPICAL 2 TO 1 FILL SLOPE UP FOR TO 20 FEET OF FILL. IF THE FILL BANK WILL BE OVER 20 FEET IN HEIGHT, CONSULT WITH A GEOTECHNICAL ENGINEER TO ATTEMPT TO STEEPEN THE FILL SLOPE TO A MAXIMUM OF 1.5 TO 1 PER THEIR RECOMENDATIONS. SHARED DRIVE CROSS SECTION SCALE= NTS 95% 'OR EX'ST�NG G __RgpE I I n +' .-, Ca o M I= 4� i Q1 v CO IC3- M I.. O Z CD rj rV ,� U N a� i i-J rrf (V f0 � Q O U N jcn [° c00 co O cp Q 3: �v m o m� I < L CD IU N W a I:] L Q� © =3 Ca Cl) frIJ07 Q = U) _ ( E7 ao Z = EaC W p W + �-- W C z E W L7 CIO z Cl- W Q z O C/) Q � U z 2 ❑ Z W � O z U Q I U Q� W o w U W W J 0 F- Q O o F_ z U_ co O U z O 0 z o 0 � O N M Z oiII- U {Wn C/) Ll� f C-1 0 La O L , I'.I s,i. �r l � . ! �.. s�•:. � ., , .t .. , 1'... .S, .'. ,I �� t! � 1, ' I ' .S' .i' t s i�-4� rt. rl ,t �f L ROAD SYSTEM CULVERTS Area i Tc Q Diameter ditch Length Slope Design Depth velocity Inlet PLUNGE POOL DESIGN a chY. IT. elev. Inv In: inv out: (11): (1 n) Type: Lip (fk):** Stone Class: Pool Diam. (ft):*** Culvert: Z-1 5 0A 'T42 5 14.84 is 32 7--- 77- 'R �-2 3.7 0A 7.42 5 10�9816 1 a 0.013 5 3264: 3259 325&0 40 3% 9.83 9.74 Nyloplast 3099CGD 9.76 Class B 6.2 ER-2 �-3 4.2 0A 7,42 12,4656: 18:i R-4 R-5 4 7.2 0A 0A. 7,42 7.42. 5 5 _. 11,872 '21.3696 18 24'.'_.0-013 0.013 5 3363 3358 3355.0 50 6% 7.96 13.79 Nyloplast 3099CGD 10.56 Class 1 6,7 ER-4 �-6 8.6 0.4 7.42 5 25.5248 24 0.013 5,5 34881 3482.5 3479.5 50 6% 10.61 16.69 Singe Yard Inlet 22.69 Class 1 14.5 ER-6 R-7 1.4 0.4 7.42 5 4.1552 a -1., 0 5 03,9 -4 'N R-8 1.9: 0A 7.42 6 5.6392 18 0.01-3 5 3578 3573 3563.0 70 14% 4.29 15,31 1 Nyloplast 3099CGO 5.01 Class 1 3.2 ER-8 R-9 3.3; 0A 7,42 5 9.7944 .2� 4, ,R-10 _R-1 1 12 4,72 Or4 0A T42 T42 5 5 35,616 14;01: 30 0.013 6 3276 3270 3266.0 45 9% 10.33 20.83 Double Yard Inlet 31,66 Class 1 20.2 ER-10 :R-12 4.7 0A 7.42 5 13-9496 is 0.013 5 3241 3236 3231A 40 11% 7.28 18.24 Nyloplast 3099CGD 12.40 Class 1 7.9 ER-12 :R-13 10.5 0.4 5.91 10 .24.822, 30. G,13: ER-14 1 OA21 0.6 0.4 0A. 7.42 7.42 5 5 1 1.24656 1,7808 18 s-R- 0.013 0;013: 5 ',S:' 3178 3�151 3173 3% 2.91 5.88 1 Nyloplast 3099CGD 1,11 Class 8 0.7 ER-14 _R-2 _R-3 1.5 1.4 0,�_ 0A 7.42 7.42. 5 5 4A52 4:1552 18 18' 0.013 5 3632 3627 3623.9 60 5% ... ..... .. 4.94 9.91 Nyloplast 3099CGD 3.96 169 Class 8 2.5 LR-2 _R4 3.1-6.4 7.42 5 9�8 18 0.013 5 36831 3678 3666.1 70 17% 5.26 18.73 Nyloplast 3099CGD 8,18 Class 1 5.2 LR-4 _R-5 0.9 7.4.2: Z::,:: 2 6712 77i787 -R-6 . _R-T 7.3 13A .0.4 0A GA 7.42 5.91'- 5 10, - 21.6664 .30�9684,� 24 0 0.013. 5,5 7 3734 3 46 3728.5 3713.2 100 15% 7.55 22'43 Singe Yard Inlet 19.26 Class 1 12.3 LR-6 -R-8 .R-9 17,8 3 0.41 0. 4 5.91 .7.42 1 10 5 42,0792 13.9 04 36 is'; 0.013 6.5 3 7 3780 3773.5 3762.3 100 11% 11,12 24.92 Double Yard Inlet 37.40 Class 1 23.8 LR-8 _R-1 0 1 6 0.4 7.42 5 4.7488 is 0,013 5 38 3816, 3811 28% 3.32 y op as ass -P-1 1 2.1 0.4' 7,42 .5� .6,2328 67 3804, 3 (A IF, R-1 2 1.4. CIA 7.42 5 4.1552 18 .0.013 5 37 3790 3785 3777,9 80 9% 4.15 11�82 Nyloplast 3009CGE) 3.69 Class 1 2.4 LR-12 R-11 3 15.110.4 --- �. 9-1 7 �161 35. P964-,� :30 a 7� Y� R-14 16.910.4 7.42 1 5 50.1592 36 0.013 6.5 3776 37 3769.5 3767.41 60 4% 14.71 16.17 Headwall 44,59 Class 1 28.4 LR 14 R-1 5 0.9 0.4 6,q1 3,768 7Z-16 6A 0.4 7.42 5 18.1048 24 0.013 5.5 3695 36589.5 3671.6 80 22% 6,24 24.43 S:-ge Yard Inlet 1&09 1 Class 1 10.3 LR-16 R-1 7 5.2 0.4 7.42 5 15:4336 16 ;312, "�_18 38 0.4 7.42 .5 i i-2 7 8-4 18 0.013 5 3W 3638 3623.3 85 17% 5.82 -T9-.97 Nylopiast 3099CGD 10.03 'lass 1 6.4 LR-18 R719 5,4 0.4. 7.42 5, DO 1624: R-20 4 0.4 7.42 5 1 11.872 is 0.01,3 -5 3614 3609 3606,2 55 5% 8.37 12,92 Nyloplast 3099CGD 10.55 Class 1 6.7 LR-20 :�-21 3.3 0.4 74Z. 79-44 1-8 71 :�-22 R-23 6r5 -2.9 0.4 0:4. 7.42 7.42. 5 5-: 19.292 8,6.072.: 24 -30 13 01' 5.5 3553 3547.5 354&0 _54 45 3% 10.69 12.49 Singe Yard Inlet 17.15 Class 1 10.9 LR-22 -Z-24 T3 0.4 7.42 5 21.6664 24 0,0131 '011 5.5 3526 3520.5 3517,5 40 8% 9.12 17,34 Singe Yard Inlet 19-26 Class 1 12.3 LR-24 R-25 1 11�3 0 .4 5,91 1.0. 26.71:324 30, 0�011, - (-Y'l 6,: 5 6 M!ME7W7 R-26 1.4 0.4 7.42 5 4.1552 is ()'o � 0,013 5 3462 3457 3% 5.72 7.53 Nyloplast 3099CGD 3.69 Class B 2.4 LR-26 �-27. 4,9 0.4 7,42 5 A4.5432: O�013 0: al 7TW jfi(e �-28 '��29 R-30 R-31 1.9 4L24 2.8 1.3 0A 0.4 0.4 0.4 7.42 7.42 7.42 7.42 5 5 5 �5.�: 5.6392 12.5,8432.'' 8.3104 3 8584 is Is' is 18': 0.013 ... .. . . ... 0.013 0.013 0-M: 5 134281 5 3553 3 423 3548 3422. 5; 3539.7 70 70 1 % 12% 9.48 5.47 5.23 16.02 7 Nyloplast 3099CGD Nyloplast 3099CGD� 5.01 7.39 Class B Class 1 3.2 43 LR-28 LR-30 -7 R-32 1.4 0.4 7.42 5 4,1552 is 0.013 5 3607 3602 3586.2 90 3.50 15.07 Nyloplast 3099CGD 169 Class 1 2.4 LR-32 F -33 R-34 0,1 1 0.4 1.4 7.42 7.42 �5 10.388'. sZ is 0.0113 17 _7 :A- 1 1.82 0.4 7.42 5 5.40176 is O�013 5 3365 3363.0 50 4% 5.81 9.60 Nyloplast 3099CGD 4.80 Class B 3,1 RA-1 A-2 7.4 0.4 7.42. 5 21.9632' 4', :.0.01.� 5.5: 3408 _34A 02. A-3 .A-4 37.3 1.6 0.4 0.4 4.99 7.42 15 51. 74 . 4508 4.7488 52 i8� 0.013 0.013 7.8 3438 3486, 3430.2 W'' 3423.9 85 7% 15,00 28.96 Headwall 66.18 Class 42.2 A-3 .A-6 .A-8 4A 3.1 0A 0.4 7,42 7.42 5 5 11 1 13.0592 �.2008, 18 8 0.013 5 3552 35,65 3547 3523.4 165 14% 6.61 19.42 Nyloplast 3099CGD 11.61 Class 1 7A RA 6 RA �A-9 3,9 0A 7,42 5 1 11.5752 18 0,013 5 3600 3595 3590.8 50 8% 7.14 15.55 Nyioplast 3099CGD 10.29 Class I RA RA-9 �A-1 1 'A , -12 2,9 068 0.4 0A 7.42 7,42- 5 5 8.6072 2�01824. '18 0.013 :0.0 6 3631 3626 3615.0 Mf 55 �, 20% I- 4.88 19.49 Nyloplast 3099CGD 7.66 Class 1 4.9 RA-1 I A )A-1 RB-1 7.1 15.5 0.4 0.4 7.42 .9V7 5 67, 21.0728 36.642��, 24 0.013 5,5 3440 534., 3434.5 3433.0 25 60% 9,54 15,86 Singe Yard Inlet 18.73 Class 1 11.9 DA-1 _)B_1 1.5 0.4 7.42 5 4.452 is 0,013 5 3524 3519 3518,0 40 3% 5.93 7.68 Nyloplast 3099CGD 3.96 Class B 2.5 DB_1 D -2 13 2�fI 0A 7.42 7777W77 DD-1 PD-1 2.29 0.85 0.4 0.4 7.42 7.42 5 5: 1 6.79672 2,6228 18 18 0,013 :0,013 78Z 77 3448.0 4 7 50 14% 4.73 16.04 Nyloplast 3099CGD &04 Class 1 3.8 DD-1 PD-2 3.38 0.4 7.42 5 10.03184 18 0.013 5 4062 4057 4056.0 55 2% 10,26 8.44 Nyloplast 3099CGO 8.92 Class B 5.7 PD-2 RD -1 1.13 0A 7.42 5 '47488 is, �: , .013 R'. D, .......... RD-2 4.8 0.4 7.42 5 14.2464 18 0.013 5 3576 3571 23% 6.07 23.82 Singe Yard Inlet 12.66 Class 1 8.1 RE-1 1.1 0.4 7:42 :�31648 1. 8: 3 1. RE-2 RE-3 2.6 1.51014 0.4 7.42 7.42 1 5 5, 1 7.7168 4.452,, is '16 0.0131 5 5 35521 :35�4 3547 9 54, 3533.1 50 28% 1 4.25 21.23 Nyloplast 3099CGD 6.86 class 1 .!C 4.4. RE-2 PE-4 2.3 0A T42 5 6.8264 is 0.013 6 3560 3555 3547.2 35 22% 4,22 18.96 Nyloplast 3099CGD 6.07 Class 1 3 -9 RE-4 RE-5 RG-1 0.5 2.1 0.4, 0.4 7.42 T42 5 6,,:: 7-1.484 Z.2328,,! 77W7 a a. 0_1 .0�913� ppj 4 �_R R rp�. I RG-2 3�2 0.4 7,42 5 9.4976 18 0.013 5 3666 3661 3556.0 60 175% 2.99 43,23 Nyloptast 3099CGD 8.44 8 E44 Class 1 5A RG-2 RG-3 12.5 0.4 5,91 10: .29.55 30 Q1 3 70,' �,2 27, RG-4 4.3 0A 7.42 5 12.7624 18 0.013 5 3705 3700 3693.0 60 12% 6.91 17.90 _Nyloplast 3099CGD 11.34 Class 1 7.2 RG-4 RG-5 5 0.4 7.42. 5 14,84 '1& Q 777�7 T 40 777�7 WWT7 RG-6 17.2 0.4 7.42 6 51.0496 36 .0.013 6,5 3592 3585.5 3584.0 50 3% 15.55 15.30 Headwail 45.38 Class 1 28.9 RG-6 22.3 b.4 7742 5 66.1864: 'A 2 �0�013 7: 3664 �2 W 7 -7 RH-1 RH -2 0.8 2 0.4 0.4 7.42 7.42 5 5 2.3744 '5�936 18 is'.,, 0.013 :0-0113 5 4271 �4264 4266 -':. 4264.4 �� 40 40/b 15.55 15.30 Nyloplast 3099CGD 2.11 Class 1 1.3 RHA P11-1 RJ-1 6,6 22.6 0.4 0.4. 7.42 5.91: 5 10 19.5888 53A�64'�,� 24 0.013 5.5 4252 fO 4-6 4245.5 4244.8 50 4% 10.64 7.60 Singe Yard Inlet 17,41 Class B 11.1 RI-1 RJ-2 RJ -3 4.3 9.2 0.4 0.4 7.42 5 12.7624 .27.3056�' 18 24., 0.013 0,1,3 5' 5 4040 40,30f', 4035 4 :4 EmLj 5% 12.00 26.16 Nyloplast 3099CGD � $ 1 11,34 1 Class 1 7.2 T � , � �5 RJ-2 RJ-4 4 0.4 7.42 5 11.872 18 0,013 5. 4027 4022 4009.7 95 13% 6.84 12.95 Nyloplast 3099CGD 10-55 Class 1 6.7 RJ-4 RJ-5 6.3 0.4 :7.42.' 2-4 RJ-6 RJ-7. 6.1 3.5 0.4 0, 4 7.42 1.42, 5 18.1048 24 0.013 &5 77�77 4006 4934', 4000.5 3999.2 45 3% 6.46 18.25 Singe Yard Inlet 16.09 Cl as S 1 10.3 -7 RJ_6 RJ-8 RK�l 1.2 14 0A 0A T42 7 42. 5 3.5616 AT�552 18 0.0131 5 4079 4074 0 12% 1 %65 11,78 Nyloplast 3099CGID 3.17 Class 1 2.0 RJ-8 RK-2 1 13.6 04 5.91 10 1 32.1504 30 0.013 6 3840 .3834 5% 3.60 12.40 Double Yard Inlet 28.58 Class 1 18.2 RK-2 RK�3 I 'QA :7A2:, 5 RK-4 RK�5, 3 0.1 0.4 0.4 7.42 :7.42 5 8,904 .:,O�2968 is 0,013 -5 3882 391 3877 3875�O 69 3% 12.65 17.97 Nyloplast 3099CGD Yl 7.91 Class 1 5,0 RKA RK-6 1.7 0.4 7.42 5 5.0456 is 0.0131 5 39161 3911 3910,01 35 3% 1 8.31 9.77 Nyloplast 3099CGD: 4.48 Class B 2.9 RK-6 RK-8 0,710.4 7,42 6 2.0776 18 0.013 5 3944 3939 3937.31 60 3% 6.12 8.34 Nyloplast 3099CGD 1.85 Class B 1.2 RK-8 RK-9 ..0.9 0.4 7.42 5.�_ 216712 . . .7 1 - t .: _�.K4. 291� L�L 4_ _11-11"", , #? =� - 7 �K-10 RK-1 1 1.4 3.8:0:4 0A 7,42 7.42 5 4A552 11.2784. 18 1 1�. 0.013 5 3910 3905 3904�O 30 3% 3.90 6.45 Nyloplast 3099CGD 3.69 Class B 2A RK-10 7 - ),w RK-1 2 RK-1 3 2.2 1.2 0.4 0.A 7.42 7,42 5 , 6.5296 '15616, is 18 O�013 0.0131, 5 5�,,,:: 3848 3$14 3843 5 13% 1 5.31 8.35 Nyloplast 3099CGE) 5.&0 -7 Class B cip 17 RK-12 RM-1 9.410.4 7:42 5 27.899� 241- '39 6,74. , , iog o , . RM-2 6.2 0A T42 5 18.4016 24 0.013 5.5 3950 3944.5 3943.0 50 3% #REFI #REFI Singe Yard Inlet 16.36 #REFI 10.4 RM-2 RM-3 8.4 0, 4 7,42. 5�, :24 .9312 2 4':'e �7, 7 RM-4 6.9 0A T42 5 20A792 24 0.013 5.5 4080 4074.5 4070.0 45- 10% 10.72 11.86 Singe Yard Inlet 18.20 Class 1 11.6 RM-4 RM-5 5.3 0A 7�42 5 15J3D4 1�� 5' T RM-6 -7 4 1.6 0.4 0,4 7A2 T42 5 6:�: 11 �872 4.7488 18 0.013 Q�Q,13 5 4108 .4 1'2 4103 4102.0 45 7711��7. 2% 8,19 18.94 Nytoplast 3099CGD 10.55 Class 1 6.7 RM-6 RM-8 �M _9 1 2-51 0.4 4 0.. 7.42 4.99' 5 1 A5 2.968 :52;09,56 18 4 ov3 0..013 5 4116 4111 4089.3 jj�� 80 ]Lj�E2 27% 2�� 10.72 9,48 Nyloplast 3099CGD 2,64 Class a 1.7 29 RM-8 RM-10 RM-1 1 6.7 14.64 0.4 0,4� 7.42 5.91 5 .10.', 19.8856 24 30�: 0.013 :013 5.5 V,' 41101 .4.132 4104.5 4 4% 2.67 �FIMI 15.90 Singe Yard Inlet Y 17.68 7 Class 1 11.3 RM-1 'I RM-12 15.64� 0.4 &91 10 36.97 36 . 6 15 .5 4106 4099.5 10% 10.52 13.15 Double Yard Inlet 32.86 Class 1 20.9 RM-12 310A 7.42 '&904'-' la 3 77T7 T8�18 30990G 'a RN-2 1.8 0.4 T42 5 5,3424 18 0,013 5 3868 3863 5 60 16% %71 23.06 Nyloplast 3099CGD 4.75 Class 1 3.0 RNI-2 RN-3 .8.2 0A T42 5� 77ii776:5W77�� 386J 7 PN-4 RN 2�5 2.5 0A 0A 7,42 7,42: 5 5_ 7.42 7.42'�. 113 Is 0.0131 5 38631 3858 3849.9 45 1 8-A 1 4.07 15.63 Nyloplast 3099CGD 6,60 Class 1 4.2 RN RN-6 0.8 0A 7.42 5 2,3744 18 0.013 5 3890 3885 1% 4.64 18.00 Nyloplast 3099CGD 2.11 Class 1 1.3 RN-6 RN-7 0.71 0A 7.42 5:.'' 7TT5�T 77�77 RO-1 1.8 0.4 T42 5 5.3424 18 0.013 5 4296 4291 4290.0: 40 3% 5.18 4,94 Nyloplast 3099CGD 4.75 Class B 3.0 RO-1 RQ-2 1.6 0.4 7.42 5 ...4.7488 . . 7iE�, .1 Q�P!3 5 . : : �,4-19 , �L� P -Class RO-3 5.26 2.9 0.4 0.4 7.42 7,421 5 5 15.61 8:6072:. 24 0.013 5.5 5 4328 �3 006 4322.5 L 4310.0 65 19% 6.54 8.08 Singe Yard Inlet 13.88 B 8.8 RO-3 0.23 0. 4 7.42 5 1 0.68264 18 0.013 5 3992 3987 3590.01 35 1134% 6.02 22.17 Nyloplast 3099CGD 0.61 Class 1 0.4 RQ_1 SR-1 17,410.4 5.91:1 .ID:' .36 _b 013 SR-2 2.5� 0.4 7.42 1 5 7.42 18 0.013 5 3882 3877 3864.0 70 19% 5.31 17,29 Nyloplast 3099CGD 6.60 Class 1 4.2 SR-2 SR-3 11.1 6.4 7.42 _32,9448� 30 0.0, 3 3924 SR-4 6 0.4 7.42 5 17.808 24 0.013 5.5 39501 3944.5 3941.7 55 5% 16,47 14.35 Singe Yard Inlet 15.83 Class 1 10.1 SR-4 SR-5 .23.5 0.4 5.91 . 1 Q,, 55.554, .42. �Q:013 49.021 6,1 SR-6 13.7 0.4 5.91 10 K.3868 30 0.013 6 4042 4036 4030.3, 65 9% 13.09 14.02 Double Yard Inlet 28.79 Class 1 18.3 SR-6 §_R _7 2.01-0-4 7,42 5 &96568 5:' 6,01-3 _77�77_�2 fool SR-8 1.9 CIA 7,42 5 5.6392 28 0.013 5 4236 4231 0 3% 13-08 23.91 Nyloplast 3099CGD 5.01 Class 1 3.2 SR-8 S R -9 4 7.42 .5. D. 2968 is 10.013 5 4338� R SR-10 SR-1 1 1,410A 2.3 0A 7.42 7,42 -5 5 4.1552 18 18.� � 0.013 �'O.0, -1 5 43061 '4322 4301 ,,43171, 4286.5 , 110 13% 4.95 13.25 Nyloplast 3099CGD 3.69 1." Class 1 41 " .. 2.4 . ...... ';3 SR-10 �_Rl _2 1 14 0A T42 5 3.38352 is 0.013 5 4358 4353 4348.0 5 9% 1.73 3.00 Nyloplast 3099CGD 3,01 I�ss B 1.9 SR-12 SR-13 2.9 0A T42 5: 7 T398 77 SR-14 2.2 0A _T_ 42 5 1 6.6296 18 10.0131 5 4428 4423 4414.0 70 13% 6,19 11.10 Nyloplast 3099CGD 5.80 Class 1 3.7 SR-14 PIPE CHARTS GOLF COURSE AND VILLAGE CULVERTS Area� i Tc: Q Cumm. Q: Diameter Inlet Slope calculated calculated Inlet PLUNGE POOL DESIGN Culvert: (so.): C: (in/hr): (min) (cfs): (cls): (inch): n Drop (ft): Elev invin invout length depth (fps) Type: Lip (tl):** Stone Class: Pool Diam. (ft): Cul,.ert: 4; -.0m .0 y fd, 0 �__ SYSTEM CR-2; _7 P�Z� �- "71, ;�11 � _`,,!-�,.71 I , V7 777,577 Ilk 2 CR-2,2 1.7 0.4 7.42 5 5,05 10,09 18 3" 5 3598.0 3593 3575.0 106 16.98 5.91 19.97 Nyloplast 3099CGD N/A N/A N/A CR-2-2 W,-T 777�i! �ET 77i�7 W_ 7W 1,11�gq 'yajo, ��Le CR-2.4 O�2 0.6, 7,42 5 0.89 0.89 18 0,0131 5 3560�O 3655 3551.5 90 3.89, 2.64 5.53 Singe Yard Inlet NA NtA INIA CR-2-4 V LA CR-2.6 0,7 0.51 7.42 6 2.60 18.18 24 0.013 5.5 35410 3537,513522.5 152 9.87 8.28 18.92 Nyloplast 3099CGD N/A NIA N/A CR-2.6 'A 4 CR-2.8 0,6 0.8 7.42 5 3.56 24.71 24 0.013 5.5 3522.0 3516.613504.0 108 11.57 9.45 21.49 Double Yard Inlet N/A INIA N/A CR-2.8 Fm pj�. E in _0 4 Im CR-2. 10 0.3 0.6 7.42 5 .1.34 30.13 30 0.013. 6 3510.0 3504 3490.5 Ill 12.16 9.53 22.46 Nyloplast 3099CGD NIA N/A N/A CR-2.10 CR-2.12 5.7 0.4 7.42 5 16,92 16.92 24 0.013 5.5 13510.0 3504.5 3502.5 74 2.70 11.36 11.56 Nyloplast 3099CGD N/A NIA N/A CR-2A2 .2V LMK. A 22n� 4MA,4� 4;,IZ� '" ' , �k lk ,Nyl pi CR-2.14 0.3 0.8 7.42 6 1.78 1.78 18 0.013 6 350&0 3601 35DO-5 19 2.63 3.93 6.25 Nyloplast 3099CGD NIA N/A NIA CR-2-14 I I 77 T , jw !!g -., - -, A CR-2,116 0.2 0.81 7.42 1 5 1.19 25.08 24 0.013 5.5 3504.0 3498.5 3498.0 14 3.57 13.21 14.15 Nyloplast 3099CGD N/A N/A N/A CR-2-16 '4 �,3 4 ,ww, j VIT CR-2.18 0.2 0.81 7.42 5 1.19 1,19 le 0.013 4.5 3502.5 3498.013497.0 40 2.50 3.26 5.44 Singe Yard Inlet N/A N/A NIA CR-2.18 . . CR-2.20 0.3 7.'4 2' 5 1.1 1' 30,27 30 O�013 6.5 3502.0 3495.5 3490.5 136 3.68: 13-75 1&79 Double Yard Inlet N/A NIA NIA CR-2.20 CR-2.22 0.7 0.5 7.42 5 2.60 3.93 is 0.013 5.5 3500.0 3494.5 3490.5 145 2.76 6,99 6.20 Nyloplast 3099CGD N�A NIA NIA CR-2,22 SAI "W7� 0- t4y A 71� 7, N a A Z!� -7 1-13 0.3 0.4 7.42 5 0.89 0,89 18 0.013 5 3664.0 3659 3640.0 58 32.76 1.50 12.63 Headwall 1.01 Class 1 0.6 1-5 I-D 9. 2 0.4 7.42 5 27.31 27.31 30 0.013 6 13680.0 3674 13646.0 124. 22,58 7.42 28.87 Singe Yard Inlet 31�03 Class 1 19.8 11-D 1-F 0.9 0.4 7.42 5 2.67 2.67 is 10.013 5 3722.0. 3717 3700.0 133 112.78f 3.18 12.66 Nyloplast 3099CGD 3.04 Class 1 1.9 1-F 4 4 2`1 1-H 0.1. 0.4. 7A2 5 0-30 1.19 18 0.013 5 3726.0 3721 3716.0 79 6.33 2.44 8.27 Nlyloplast 3099CGD 1.35 Class B 0.9 1-H AA 77, 5P.q7 2-B 0.4 0.4 7.42 5 1.19 1.19 1 is 0.0131 5 3736.01 3731 3718.0 100 13.00 2.13 10.09 Singe Yard Inlet 1.35 Class 1 0.9 2-13 7 W 775,9�,� 7; 2-D 0.4 0.4 18 0.013 5 3745.0 3740 3738,0 01 1-Iniet", 2-F 0.310.4 7.42 1 5 10.89 0.89 18 0.013 5 .3730.0 3725 .3704.0 228 9.21 2.03 8.09 Nyloplast 3099CGO 1,01 Class B 0.6 2-F 4 2-H 0.310.4 7.42 1 5 0,891 0,89 18 .0�013 5 3739.0 3734 3712.0 85 25.88 1.62 1 11.33 Nyloplast 3099CGD NIA NIA NIA 2-H 4 1 0 . * 2-J 0.9 0.4 7,42 5 2.67 2.67 18 0.013 5 3692,0 3687 3660.0 62 143.55 2.38 19.28 Nyloplast 3099CGD 3.04 Class 1 1.9 2-J Q 3-13 0.1 0.4 7.42 5 0,30 0.30 18 0,013 5 3620.0 3615 3614.0 20 5.00 1.14 6.30 Nyloplast 3099CGD 0.34 Class B 0.2 3-13 -p 'A I- IL Zia" 3-D 1.0 0.4 7.42 1 5 2.97 2.97 la V0, 13 5 3592.0 3587 3570.0 215 7.91 3.77 11.03 Nyloplast 3099CGO 3.37 Class 1 2.1 3-D LIE L 71 7 4-6 13.2 0.4. 4 5.91 ""t 10 31,20 31.20 `�111'11_,-- 30 171n'�"___ A 0.013 WW 6 3579.0 3573 3566.0 60 11,67 8.89 25.63 77T97! Headwall 35.46 Class 1 .6 4-13 4-D 0.4 0.4 7.42 5 1 1.19 1�19 I is 0.0131 5 3558-01 3553 3540.01 193 6.741 2.49 8.01 Nyloplast 3099CGD 1.35 Class 8 0,9 4-D y U, T"A 140, L 4-F 0.4 0.4 7.42 5 1.19 1.19 18 0,013 5 3546.0 3541 3636.0 179 2.79 2.97 6.21 Nyloplast 3099CGD 1.35 Class B 0.9 F '4� 7 5-A 0.4 0.4. 7.42 5 1.19 11. 19 18 0.013 5 3514.0 3509 3506.0 42 7.14 2.29 9.G8' Nyloplast 3099CGD 1,35 Class B 0.9 5-A 5-C 0.6 0.4 7.42 5 1.78 1.78 18 0,013 4.5 3515,0 3510.5 3509,5 100 1,00 4�52 SA2 Nyloplast 3099CGD 2.02 Class B 1.3 5-C 5-E 1.1 0.4 7.42 5 3.26 3,26 18 0.013 5 3557.0 3552 3543,0 132 6.82 211 4,03 11.03 INyt-TO-14-F �RT Nyloplast 3099CGD 3.71 Class 1 2.4 212� 5-E tf'N, R.'-f-A M1411�',Rw '3 T %,�, -, - 30.0 77TV-_ft, 5-G 0.2 0.4 7.42 5 0.59 0.59 18 0.013 5 3568.0 3563 3562,0 42 2.38 1,89 6.00 Singe Yard Inlet 0.67 Class 8 0.4 5-G 2� 5-1 0.6 0.4 7.42 5 1.78 1.78 18 O�013 5 3574,0 3569 3568.0 89 1.12 3.87 6.39 Nyloplast 3099CGD 2.02 Class B 1.3 5-1 6-A 1 0.410.4 7.42 1 5 1.19, 1.19 18 10-013 5 3600�O 3595 13586.0 157 5.73 2.56 1 7.70 Nyloplast 3099CGD 1.35 Class B 0,9 6-A V-1,1,114'�1"t,04� 6-C 0.2 0.4 7.42 5 0.59 0.59 18 0,013 5 3566.5 3561.5 3554.0 133 5.64 1.83 6.28 Nyloplast 3099CGD 1-67 Class B 0A 6-C A . . . . . . . . . . . . . . . 1 T :35. % � 7 6-E 0.8 0.4 --A- 7.42 5 2.37 2�37 18 0.013 5 3545.0 3540 3533.0 75 9.33 3.16 11.38 Singe Yard Inlet 2.70 Class 1 1.7 6-E 4' 6-G 0.4 0.4 7.42 5 1.19. 1,19 18 0.013 5 3525.0 3520 3518.0 100 2.00 3.00 6.13 Nyloplast 3099CGD 1.35 Class B 0.9 6-G & -74A, N., EM M M: '7 , � 5 7,74 77 _, ft E-1- Ilk- 01, 6-1 1 8,3 0.4 5,91 10 19.62 19.62 24 0.013 5.5 35W.0 3554.5 3519.0 206 17.23 7.34 24.10 Nyloplast 3099CGD 22.30 Class 1 14.2 6-1 �.q -q,* =7 7�, , =_R�T 7,-1 7,77"T55 77.; ","T""'I T 7 7 6-K 02 0.4 .42 5 0.59 0.59 is 0.0131 5 3513.0 3508 13502.0 88 6.82 1.74 6.80 Nyloplast 3099CGD 0.67 Class B 0.4 6-K T� 04,"' -1 6-M 9,6 0A 5.91 10 22.69 22.69 24 0.013 5.5 3538.0 353Z5 3502.0 180 .16.94 7.94 25.03 Nyloplast 3099CGD 25,79 Class 1 16.4 6-M "'M 44, '17- 777"n 7-8 0,7 0A 7.42 -7, 5 2.08 2.08 18 :0.013 5 3486.0 3481 3478.0 87 13.45 3.59 8.30 Nyloplast 3099CGD 2,36 Class B 1,5 7-B 7-D 017 0.41 7.42 5 2.08 2.08 18 0-013 5 3488.0 3483 3460.0 281 8.19 3A5 9.97 Headwall 2.36 Class B 1,5 7-D R", 6,40 YLO. T6 7-F 0.4 0.41 7.42 5 1.19 1.19 is .013 5 3464.0 3459 3450.0 176 5� 11 2.64 7.39 Nyloplast 3099CGO 1.35 Class B 0.9 7-F SRI - M MM N"k 20� -3 MIT Wp -5 wo 95, 772F 7-H 3.1 0.4 7.42 5 9.20 9.2.0 18 0,013 - 5 3470�O 3465 3442, 01 194 11.Wj 6.09 17,49 Singe Yar d in let 10.46 Class 1 6.7 7-H - '' i� - �, '0 �7,'M 7�77-1'' Tag- _% AMU I _11, 5,; 11 IS` 'i" �0�9= �117�w 1;�,��L-�"�l.",L,�-�&1171"--,�'ll�'-,"� � 9-A 1.310.4 7.42 5 3.86 3.86 18 0.013 5 3515�0 3510 3488.0 246 8.94 4.19 12.35 Nyloplast 3099CGD 4.38 Class 1 2,8 9-A 9-C &2 0AI 7.42 5 24.34 24.34 24 10-013 5.5 '3502.0 3496.5 3488.0 231 3.68 12.06 16.39 Nyloplast 3099CGD 27.66 Class 1 17.6 9-C A P '00 9-E 21,7 ,-,2 a . 0.4 - 5,91 -5 IE�,�L 10 5130 1. .- .1 ! P 51,30 36 0.013 M 6.5 3503,0 2tEgAm 3496.5 3488.01 _Mw 280 N U 3.041 1 5.37 1T81 Singe Yard Inlet - 58,29 Class 1 37A 9-E - 9-G O�5 0.6 7.42 5 2.23 2.23 18 0.013 5 3538.0 3533 3524.0 73 `12,33 2.89 12.14 Nyloplast 3099CGD 2.53 Class 1 1.6 9-G SYSTEM DR: _5 -A _I47, _777"777" NIA - Wfi� DR.2 2.210.4 7.42 5 6.53 11.28 18 0.013 5 3568.0 3563 35615 51 2.94 11.81 9.17 Nyloplast 3099CGD NIA N/A N/A DR.2 LL� la LM LE IqNi MW M M mn �gL ±g io�101;1-_ 3,Q% Y10" _Q N DRA 0.2 0-4 7.42 5 0.59 119.00 24 0.013 5.5 3560.0 3554.5 3538.5 227 7.05 9.27 T 16.95 Nyloplast 3099CGD 3 Gp.. Tg�o C N/A N/A N/A DRA DR:6 0.6 0.4 7A2 5 1,78 24,34 24 0.013 5.5 3535.0 3529.5 3525.0 86. 5.23 1 11-98 15.52 Nyloplast 3099CGO N/A N/A NfA DR.6 Nyloplast 3099CGD 41 z 7" 7,7 DR-B 0. 2 0.4 7.42 5 0.59 0.59 is 0.013 5 3530.0 3525 350kO 121 1T36 1.44 8.93 Nyloplast 3099CGD 0.67 0-4 DR-B E_� A_ ALAI MEN " -,-7 * t M I t DR-D 8.3 0.4 7,42 5 24.63 24.63 24 0.013 5.5 13649�O 3543.5 3518.0 306 1 8.33 10.00 19.87 Nyloplast 3099CGD 27.99 �,F�p mg_- 178 DR-D ZEE] M M TEA 77-4 nZw Q 0�11", DR-F 0.4 0.8 7A2 5 2.37 2.37 18 0.013 5 3562.0 3557 35U.0 169 7.69 3.38 10.32 Singe Yard Inlet 2.70 1.7 DR-F WM:737 SG-B 6,410.41 7.42 1 5 19.CHD 19.00 24 0.013 5.5 3636.0 3630.5 3586.0 215 20.70 6.90 25.40 Singe Yard Inlet 21.59 t g7l 13.7 SG-B -A _5 SG-D 1=1 0.417.42 5 3.26 3,26 is 0.013 5 3625.0 3620 3596.0 209 111,48 3.63 1 12.83 1 Singe Yard Inlet 3.71 IF- 2.4 SG-D All storm pipes were designed fc **NOTE: Designed fbra maximum discharg nLq��itof 2.0 fps which gives a ponding height of 6" ... ..... ...... *NOTE: Use a minimum plunge pool size of six (6) fiei It in di meter -------- ....... . I ----------- NOTES: 1. ALL PIPES WERE DESIGNED TO ACCOMMODATE THE 25yr STORM. 2. ALL PIPES ARE HDPE 3. THE PLUNGE POOLS WERE DESIGNED TO REDUCE THE FLOW VELOCITY TO 2fps. 4. USE A MINIMUM PLUNGE POOL SIZE OF SIX (6) FEET IN DIAMETER, 5. YARD INLETS ARE OPEN ON FOUR SIDES WITH A 2'X3'X'l' HIGH OPENING. 6. HEADWALL IS A NCDOT CONCRETE HEADWALL. SCAUE= N/A SEE PIPE CHART FOR PLUNGE POOL DIAMETER 4.0' MINIMUM PIPE DIAMETER FLARED END SECTION 2.0' MIN. SECTION NOTES: �EVEL LIP AROUND EDGE OF PLUNGE POOL TIE ROCK BERM IN TO EXISTING GRADE 2 FEET ABOVE EXISTING GRADE (MAX.) 2.0' MAX 1. THE RADIUS OF THE LEVEL LIP ON TOP OF THE ROCK BERM IS CALCULATED BASED ON THE TOTAL FLOW IN THE PIPE AND CAN BE FOUND IN THE PIPE CHART ON THIS PAGE. THIS LIP IS SIZED TO DISPERSE THE FLOW TO OBTAIN A NON -EROSIVE VELOCITY OF 2.0 fps, 2. THE ELEVATION OF THE LEVEL LIP SHALL BE A MAXIMUM OF 2.0 FEET ABOVE EXISTING GRADE. 3. USE A MINIMUM 6' DIAMETER PLUNGE POOL. OUTLET PROTECTIONJ PLUNGE POOL MIN. COVER TO R�GID PAVEMENT, H L 6" 1I SPRINGLINE FINAL BACKFILL MIN. COVER TO FLEXIBLE PAVEMENT, H 'I INITIAL BACKFILL 4" FOR 12"-24" PIPE T_ 6" FOR 30"-60" P�RE �MIN. TRENCH WIDTH NOTES: (SEE TABLE) 1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO DEPTH REQUIRED 13Y THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS 1. 11 OR Ill. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60'(750mm-900mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS 1, 11 OR Ill IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER MATERIAL SHALL BE INSTALLED As REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H. IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) HAUNCH BEDDING SUITABLE FOUNDATION RECOMMENDED MINIMUM TRENCH WIDTHS PIPEDIAM. MIN. TRENCH WIDTH' 4" 21 6" 23" 26" 10" 28" 112� 301. 115� 34" 18" 391. 24" 48" 30" 56" 36" 64" 42" 72" 80.1 881, 60" 961, MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS SURFACE LIVE LOADING CONDITION PIPE DIAM, H-25 HEAVY CONSTRUCTION (75T AXLE LOAD) 12� 48' 54" - 60" 24" 601. 'VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER MINIMUM RECOMMENDED COVER BASED ON RAILWAY LOADING CONDITIONS PiPE DIAM COOPER E-80** UP TO 24" 24' 30"-36" 36" L 42"-60" 48" IS 12'FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO COVER IS MEASURED FROM TOP OF PIPE TO BOTTOM PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48- DIAMETER PIPE OF RAILWAY TIE. AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE E-80 COVER REQUIREMENTS, ARE ONLY APPLICABLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. TO ASTM F 2306 PIPE, 0 2007 ADS,INC. DRAdNAGE SYSTEMS, INC. (7ADS-) HAS PREPARED THIS DETAIL SkSED ON INFORMATION PROVIDED M ADS. THIS S INTENDED TO DEPICT THE COMPONENTS AS REQUESI . ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN FOR THIS PROAMT. NOR HAS ADS INDEPENDDMY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DEWS HEREIN ARE GENERAL RECOIWMENDATIONS AND ARE KaT SPECIFIC FOR THIS PROJECT. TME DESIGN ENGINEER 94AM ESE DETAILS PRIOR TO CONSTRUCTION. IT 13 THE DESIGN 640WEERS RESPONSIBILITY TO ENSURE THE DETAILS AERELN MEEI OR EXCEEDS -THE APPLr-�E_W0?4AL. STAM OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE PIPE BEDDING AND TRENCH DETAIL 2 AIIIIIIIIIIIIIIIIII 11-40 WMM= NOM, ALL Dlmsms RE%& DESCRIPTION OW DET/REr SYSTM I MM TRUEMAN BLVD RUJARD. OHIO 43020 DRAVANG NUMBER: So-101 NTS W NTS 4-) 0 J, CD -C C� j 0 Co Uj U LO 0 (y (y 0 L _j < V) .0 0 V) V) '0 Z % 4 z U z Ln ...... Lij < CD z 0 0 < cl < 0(\Je C:) C:) W 0) Q) E 0 00 ;1- - 0 z C) M 00 rj r"j 8 M ro U) C d r� (11 U) < ia 0 00 N rM, O� _�z 0 cn co N 0 (D op < < U_ C -r- a_ U1 W L3 13 U] lip ED z 12� W W z ro z W C/) F_ z UJ Z LL LU 0 F_ LJJ U) LLj LU 00 U_ �- U) 6 1 LO 00 0 C:) 0 CY) L N a_ CY) z _j 0 0 z F- z :D 0 z 0 C/) Cl) C/) C/:) CL) (1) E 1_U CM 'E rA,-E- Lu, LU r U) _j LJJ 0 z U) 7 .7 Fit 11 0 A 4 4 ai oo III T" 6 �li oI NII NYLOPLAST 30" INLINE DRAIN: 2730AG X NYLOPLAST 30 IN DOME LOCKING GRATE ASSEMBLY MINIMUM PIPE BURIAL DEPTH PER PIPE INVERT ACCORDING TO MANUFACTURER PLANS/TAKE OFF RECOMMENDATION D 18" MIN WIDTH GUIDELINE 8" MIN THICKNESS GUIDELINE A B 4" 15,25" 6" 15,50" 8" 15.75" 10' 16,00" 12" 16,59, 15" 17.00" 1&, 17.75' 24" 14,00" 30" 9.50" TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. (Z)VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 30" FOR CORRUGATED HOPE (ADS N-12, ADS SINGLE WALL, HANCOR DUAL WALL), SDR 35, SON 40 DWV, CORRUGATED & RIBBED PVC U (I)WATERTIGHT JOINT (CORRUGATED HOPE SHOWN) Lo 3 THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED GRATESISOUD COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 UNIFORMLY IN ACCORDANCE WITH ASTM D2321. - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70.50.05 DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 TE OPTIONS I LOAD RATING I PART# 1 DRAWING# EDE57RIAN I MEETS H-10 I 3099CGP I (001-110-220 STANDARD MEETS H-20 1 3099CG5 7001-114221 )LID COVER MEETS H-20 1 30BDCGC 7001-110.222 DOME NIA I 3099CGD 7001-110-223 FOR CORRUGATED HOPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN DATE 4.3.06 PHN(770) 932.244E Nylo ast www FAXny/oplastus con APPD BY CJA PROJECT NOJNAME TITLE REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 43.06 30 IN INLINE DRAIN QUICK SPEC INSTALLATION DETAIL IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN DWG SIZE A SCALE 1:40 SHEET IOF1 DWG NO. 7003410.029 REV B NYLOPLAST 30" INLINE DRAIN Section 2721 Engineered Surface Drainage Products GENERAL PVC surface drainage inlets shall include the drain basin type as indicated on the contract drawing and referenced within the contract specifications. The ductile iron grates for each of these fittings are to be considered an integral part of the surface drainage inlet and shall be furnished by the same manufacturer. The surface drainage inlets shall be as manufactured by Nyloplast, a division of Advanced Drainage Systems, Inc., or prior approved equal. MATERIALS The drain basins required for this contract shall be manufactured from PVC pipe stock, utilizing a thermo-molding process to reform the pipe stock to the specified configuration. The drainage pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the specified pipe system. This joint tightness shall conform to ASTM D3212 for joints for drain and sewer plastic pipe using flexible elastomeric seals. The flexible elastomeric seals shall conform to ASTM F477. The pipe bell spigot shall be joined to the main body of the drain basin or catch basin. The raw material used to manufacture the pipe stock that is used to manufacture the main body and pipe stubs of the surface drainage inlets shall conform to ASTM D1784 cell class 12454, The grates and frames furnished for all surface drainage inlets shall be ductile iron for sizes 8", 10", 12", 15", 18", 24", and 30" and shall be made specifically for each basin so as to provide a round bottom flange that closely matches the diameter of the surface drainage inlet. Grates for drain basins shall be capable of supporting H-20 wheel loading for traffic areas or H-10 loading for pedestrican areas. 12" and 15" square grates will be hinged to the frame using pins. Metal used in the manufature of the castings shall conform to ASTM A536 grade 70-50-05 for ductile iron. Grate shall be provided painted black. INSTALLATION The specified PVC surface drainage inlet shall be installed using conventional flexible pipe backfill materials and procedures. The backfill material shall be crushed stone or other granular material meeting the requirements of class 2 material as defined in ASTM D2321. Bedding and backfill for surface drainage inlets shall be placed and compacted uniformly in accordance with ASTM D2321. The drain basin body will be cut at the time of the final grade. No brick, stone or concrete block will be required to set the grate to the final grade height. For H-20 load rated installations, a concrete ring will be poured under and around the grate and frame. The concrete slab must be designed taking into the consideration local soil condiations, traffic loading, and other applicable design factors. For other installation considerations such as migration of fines, ground water, and soft foundations refer to ASTM D2321 guidelines. INLET SPECIFICA DRAWN SY CJA MATERIAL 3130 VERONA AVE BUFORD, GA 30518 DATE 3.10.00 last PHN(770)932-2443 FAX APPD BY CJA PROJECT NO./NAME `yto ast JS o TITLE DATE 3.10.00 81N- 30 IN SPECIFICATIONS DWG SIZE A SCALE 1:1 SHEET i OF 1 DWG NO. 7001.110.011 REV E NTS ROAD & HIGHWAY 32AGSX 32AGRX LEVEL 3' (5 STRUCTURE SIZE B° B% 12' 3.15 5.50 15, 3.15 5.50 18" 3.01 5.25 24" 3.15 5.50 30" 2.86 5.00 CURB INLET 30AGS__X 30__AGRX LEVEL r (5.24%) J `MAXIMUM DEFLECTION FOR 4" -30" ADS N-121HANCOR DUAL WALL CORRUGATED HOPE PIPE IN ANY DIRECTION THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT DRAWN BY EBC MATERIAL 3130 VERONA AVE BUFORD, GA 30518 " MAXIMUM FIELD GRADE TRIM ADJUSTMENT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 2.549 PHN(7701932-2443 " FAX (770)932-2,490 N to ast INFORMATION H 0 0 SHOWN HEREIN REPRODUCTION REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFRCM, FOR THE DISCLOSURE TO OTHERS www.n l0 nt-U com y y APPD BY EBC DATE 25-09 PROJECT NO.INAME TITLE 121N-301N ROAD&USTM CURB INLET FIELD ADJUSTMENTS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. ® NYLOPusr DWG SIZE A SCALE 1:16 SHEET LOFT DWG NO. 7001-110-345 REV A NYLOPLAST ROAD & CURB IN FIELD GLUE JOINT F�:l FIELD GLUE JOINT 3" TO 48" EXTENSION 3" TO 48" EXTENSION 4" ON BODY SIZES 12" - 24" 4" ON BODY SIZES 12" - 24" 6" ON BODY SIZES 30" 6" ON BODY SIZES 30" IL A L 7" TO 48" EXTENSION A 2908AG 3" ON BODY SIZES 8" & 10" 2910AG 2912AG FIELD GLUE JOINT 2915AG 2918AG 2924AG 2924AG THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY CJA MATERIAL 3130 VERONA AVE NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE 9.18.00 PHN (770) 932-2443 Nylo ast FAX (770)932.2490 TECHNICAL INFORMATION SHOWN HEREIN APED BY CJA PROJECT NO.INAME www.nylopasl-us.com REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS DATE 9.18.00 81N .30 IN RISER EXTENSION IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. DWG SIZE A SCALE 1:20 SHEET 1OF1 OWG NO. 7001.110-065 REV B NYLOPLAST 30" RISER INTEGRATED DUCTILE IRON BASE PLATE TO MATCH BASIN O.D. ©VARIABLE INVERT HEIGHTS AVAILABLE (ACCORDING TO PLANSITAKE OFF) MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER RECOMMENDATION ©WATERTIGHT JOINT J (CORRUGATED HOPE SHOWN) ©VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4"- 30" FOR CORRUGATED HDPE (ADS N-12, ADS SINGLE WALL, HANCOR DUAL WALL), SDR 35, SCH 40 DWV, CORRUGATED & RIBBED PVC 18"-30, 1B"- 3T BASE PLATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 700.50-05 DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM =12 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 0- ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0" TO 350', TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-110-012. 7001-110 013, & 7001-110 014 5 - BASIN OPENING MUST BE COVERED CUPPING CONSTRUCTION OF CURB INLET TO PREVENT CONCRETE DEBRIS FROM ENTERING THE STRUCTURE NOTES: 1. ANCHORING METHOD, DESIGN AND PLACEMENT TO BE DETERMINED BY THE PROJECT DESIGN ENGINEER 2. SEE STANDARD DETAIL 101 FOR PIPE INSTALLATION RECOMMENDATIONS SECURE ANCHOR STRAPS IN THE VALLEY BETWEEN CORRUGATIONS INITIAL BACKFILL BEDDING CLASS I MATERIAL ONLY EDGE OF PAVEMENT TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELIN PURPOSES ONLY. ACTUALCONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING. & OTHER APPLICABLE DESIGN FACTORS. 18WIDTH GUIDELINE B" MI 8" MI THICKNESS GUUIDELIIDELINE Q)ADAPTERANGLES VARIABLE 0" - 360' ACCORDING TO PLANS SUITABLE FOUNDATION 4" MIN ON 18"-24' 6" MIN ON 30' TRANSITION DITCH BOTTOM WIDTH TO YARD INLET OPENING ©VARIABLE SUMP DEPTH ACCORDING TO PLANS TV MIN ON 18" -24", 10" MIN ON 30') THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. NATIVE SOIL TIE DOWNS PROVIDED BY OTHERS INITIAL BACKFILL BEDDING PLATE AND YARD IN SOLID MANHOLE COVER PER ENGINEER DESIGN OPEN THROAT CURB INLET PER ENGINEER DESIGN DITCH LINE tTIVE SOIL UNDISTURBED EARTH GEOTEXTILE WRAP ;UITABLE FOUNDATION C 2007 ADS, INC. BATE: ALL DIMENSIONS REV. DESCRIPTION BY MM/DD/YY CHK'D ARE t 1/2 FOOT. ADVANCED DRAINAGE SYSTEMS, INC. ("ADS-) HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DIM. DET RET SYSTEM DRAMNG IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS )�: PAYEN-W4640 TRUEMAH BLVD `10 PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL S!� Ste. HIWARD, gi10 43028 REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PRONDLI7 HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE Anwl® olwuop awaos sq, w �NTS DEWIS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT. DRANANG NUMBER: STD-104 PIPE ANCHORING DETAIL NTS co 0 CO CO LU O ! ZI \ z 0 a I CY CD _U r 0'I 01 Ld m all, ilal �I P -1 Q 1 GO 7) '.I Z LII W I i Z 'Zr 1...I I UIrrr� * W;Z 115/1 �r�llllll n rr�r.�.. z W S W J O Q cZ, cJ O III 0) Q) M C) H- CID A 3 O o DO 1 f .--I U (n N NTO o a y U N o C N toil N o O Z Gb , Y CM N Co O O 00 N O •�Op n C ED O o ED v � Q L lL ( to W CM H � Q a Ll i 0 /D v fD NCM • � III a]CZ Q i CZ Z C CD I= c W p W . L— W Z C W Is M Z 11 W Q Z J cf) U H C) Z WW G X O QLL U 0 0 } W re, W ~ W 2 Q O O LL O U Z 0 Q W W 2 U) J 0 Z_ v N� 0 L' O U) G o G r I ',1 :1