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~ ~ - MAX. IMPERV, AREA A~ ' ~ ~ 1 f ~ ~ I ~ 1 i ~ 1 ~ lOT 17 I ~ ~ ~ ~ li ' ! _ _
0 1.41 0.76 AC , ~ , °k ~ ' ~ AC LOT 18 ~ ; ~ ~ , ~ ~ . I ~ ; ~
~Srs MAX. IMPERV, AR 4 ACI ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ ~ i. J i ' ~I I I ~ ~r~'~'~ 1.07 AC ! iv ~ ~ i i ~,t i ~ ~ ~ \ }
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X. IMPERV. ARE r r'~' ~ ~ ' ~ , ~ 79 AC ~ ~ + 1 1 ,
LOT 14 ~ ~ ~ - ' ~ ~ O6 AC I A ~ \ ~ ti ~
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~ 1 ,76 A ~ ~ I - - w m ~ ~ ~ \s ~ ~ ~ ~ ~ ` - _ LOT 11 ~ _ ~ 1 1 ,~P, ~ - ~ DB 2604, PG 699 I _ -x0486_-3351 j ~ I _ LOT 11 _ _ ~ ~ 9486-33-6444 ~ ~,.r - ( v - /
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Mr~X. II~PER~/ AJkE~A3 ~~~99, , ro-4a3 -V - _ _ ~ , w C~ \ \ ~ ~ / \ MAX. I ERV. AREA \ °p l ~ i a ~d81 AC~V~/ ~ 94$.6=3 ~ 110 8~ AC ~ - \
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~ ~ ~ ~ ~ ~ - /f ~ ~ / ~ 1 ~ ~ 1 ~ , ~ ~ ~ ~I ~
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DR~AIN~AREA = 0,48 .~C ~ ~F~ ~ 'i , ~ ~ ~ - % IMPERVIOUS = 9 ~ TiN~ ~ .f- 5 ..'''h ~ ~ , - ~ _
- i ~ V RE 1 = 1590. CF E . ~ i DRAIN - . 0. AC 4 R 0 f _ 1' ~ ~ I ~ 14$ A , -
- AQNO AsE~E \ ~ it e~\ % IMPERVIOUS = 5% ASSUMING 3 AVG. PP DEPTH SA/DA. - 3.74 ~ ~N ~ ~ r
w4V RE4(1) = 1940 CE SA REQ 782 SF. (+~PP LEV:) ~~~E ~ EWF ~ ~ s.; 1 - ED = 504 SF , \ . , ~ I ~ 3EX FIRE HYDRANT 4.,49-AC" - /
ASSUMING 3 AVG. PP DEPTH SA/DA. - 3.74 PP' SA PROVID \ s,. -TEMP ROOL DEPTH, = 0.42 y SA REf~ ~ .981 SF (APP ELEV.) ~ ~ ` _
_ PP ELEV = 185.50 \ ~ ~ r PP SA P12OVIDED - 5262 SF _ ~ \ ~ \ : ~ _ ; . . ~ - _ MA~4-~PERV. AR ~ 16 - _
TEMP. POOL.- 165.92 TEMP POOL,. DEPTH _ 0:52 FT \ ~ \ - ' 1 PP ELEV _ 165.50 BOTTOM OF POND ELEV., - 160.00
TEMP POOL = 186.02 \ _ ~ o ~t - ~ - - ~ w DoT s _ ~ ~ W ERV. A~ ~ I _ ~ ~ ~ - I ~
OM OF POND ELEV. _ ,168.50 \ BOTT ~ - ' ~ ® ~ \ ' ~ a 2.44 AC ~ LOT 7 ~ f ~ ` "L _ ~,i ° _ ~ / W 15692-- - I 3.26,A \
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n STORM WATER LARRY .KING ASSOCIATES,
O~ / REVISIONS DRAINAGE AREAS -WET PONDS R.L.S., P.A.
J Q CO
® A @N p . ~ 02/09/2009 TWO ~ A L E LANE P.o. BOX 53787
_ P. V 1333 MORGANTON ROAD, SUITE 201 ~f 1!~ v4~p~ i1
D ii~9«....fpal~,i i~4't iG FAYETTEVILLE, N. C. 28305
i:4~ ea (l2 /19/209 COTTON SQUARE-PHASE TWO TAI ~ounni~. ~a~n1 ~Q~_d~nn
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JUL Lt'; 0 'UL 03/17/2009 TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
0 DENR • WATER QUALI DE NR • WATER CUCJ iTY
tic LAIND4 AND 4) V } •!tii14L' v NORTH CAROLINA DATE 12/05/2008 SURVEYED BY: FIELD BOOK: ~~~~~'5 AND sw ;avn: iCH 06/02/2009 STATE: SCALE: 1"=100' DRAWN BY: MLB FILE REF. P:\P07-062-Two-Bole-JG
6 CADD CONCEPTUAL
3 t- - N 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHFCKED & CLOSURE BY: LARRY KING DWG. NO. D1-DRAINAGE AREAS - WET PONDS
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~ ~a~e PB 119, PG 48 EAS G l r` l r~ J l ~ ~ r ~ ~'~~v ~ vv v ? Pr a 9* 3 9486-25-4094 - . POND Ii ~ / ~'~vA v ~ i ~ WALMART
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- MAX. IMPERV. AREA ~ I LOT 17 i ~ r ' ~ ' ~ ~ ~ ~ ~ i i 0.76 AC ' I i. ~:r ~ 1~ ~ ~ - - - ~
. 1. 1.4 ~ , ~ 0 1A I .N. C 1 , 1 1 LOT 18 r~ ~ i l~ j ~ i h f ~I,r I~ I ~i ~ ~f
MAX. IMPERV. AR 4 AC ~ ~ I ~ ~ ( I ~ ~ { ~ ~ ~ v ~ , ~ r::r: ~ N I I ~ , ~ ~~I 11 1 i I ) I V , .~flr..r 1.07 AC ~ I~ I I ~ i ( x ~ - I .i l ~ v ~ X
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sus m ~ , ( i 1 ~ ~ ~ ~ / { I ~ ~ rS J i ~ i i ~!:~r' 1~ I I ~ICII~ITY MAP ~ HA ~ ~ ~ ~ / , { ' ~ ~ f~ ~ 1 i \ ~ J J) ,r I ' ( / ! i \ \ ~ f~
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THIS PLAN SERVES A GUIDE FOR - , ~ , , , ~ , , , , ~ T GILLIS P P RTNERSFtiP~ ( ~ ~ ~ ~ ~ l ~ ~ ~ v v ~ ~ ( i u i ~1 1~ ~ t ,
> - ~ 0763 ~ ~ ' ~ ~ V \ v ~ ~ ~ ~ EACH LOTS DEVELOPED. BMPS ~ , ~ ; , , ~ ~ ~ ~ ~ E 24-3086 / I I JI ~ 0 ~ ~ . ~ ~ { ~ I. , , ~ ~ I. ~ - - s~ f f ~ ~ i
SIZED BASED ON MAXIMUM ~ ~ _ ~ ~l 1 ~ i \ ` ~ ~l , ` ~ , ~ ARE k' ~ / i ( ~ , ~ ~ ~ ~ 1~ / ~ i / ~V \r / ~ /
~ _ ~ X. IMPERV. ARE / / , ~ ~ ~ , . ~ 1. ~ ~ ~ ~ ~
I ERVIOUS AREA AS SHOWN. ,o ~9 Ac / / r , ~ ~ ~ ' ~ ~ ~ ~ J~ ~ , ~ MP i ~ 1 ~ 1 , d o 5 ;LOT 94 / , j 11 1 1 ;''r v ~ 1 ~ ~ i ~ f ~ , ~ ~ , J ~.I -
CONSTRUCTION SEQUENCE ~ / / r ~ ~ - - _ _
1. Obtain all plan approvals and applicable permits. ~ \ AX• IMPERV r( ( ~ ~ 1, ~ ~ ~ 't , ' DES monitorin to s and a ram ~ ~ - - - 0.83 AC ~ 1 ~ 1, ~ ` A . M~E~V. \AR Approved plan, permit, NP g g ~ ~ a j / , ~ ~ ~ - 1 1 C~ `I, ~ V A I I l \ A I - ~ y= _ ~ - i ~ q
gauge should be placed on site and readily available to \ ~ ~ ~ ~ LO / ~ ~ 1 ~ ~ 1 \ \ \ , ~ ~ I % - Sri ~
NCDENR inspectors. , ~ v ~ y AC i ~ ~ r ~ ~ ~ ~ i / r 1 _ - _ , . i ~ f ~ ~ ( ~ t i i / ~ V 1 \
tract the tem ora containment structures as '\v ~ ~ v ~ ' ~ ( ~ J~ (i' ~ ~'r:~~~: A~'` \ V ~ ' ~ ~ ` \ 2. Cons p ry \ ~ r X3913 e , ~ ~ I r 6 9 1 / ~ ~ . ~ V ~ ~ \ \ desi ned. It may be necessary to clear for access. If so, ~ ~ ~ ' , % ~ ~ B ~ , ~ ~ It \ \ ~ 1 , ` \ V ' ~ I - ~ ~ ~ j ~ I _ _ \ ~
clear onlp along the proposed street beds. Install the ~ ~ i 1 ~ ~ i \ \ _ i - i i ~ i LEWiS & LAURIE LI DSAY~~~~ ~ ~
era if re aired before ~ ~ QV~ • - ~ { S~ 1 \ \ \ outlet sections and place skimm ( q } Z ~ , ~ qR ~ r Ir ~ . \ l \ ~ _ A . I P~R'~V. { A EA ! ~ T ~ l~ \ F I ~ ~ ~ r . ; ~ ~ ~ ~ ~ ~ -i ~ i LEWIS WIZSON~~FRYE & WIFE i DB 2710, PG ~21 \ ~
the basin area is cleared to minimize sediment run off ~ ~ \l \ / C_ { , ' 1.~ ~ Iti I 1 I'I I I. 1 of the sediment containment ~ \ 1 TIT 1 ~ ~ i . ~ ~ ~ ~ during construction w rn e ~ \ ! IT1'I'I- , `8~0 s ~ ~ f\ 1 \ \ f DB 2604, PG 699 J i f.-.-_ --9486.-33-251 / _ LOT 11 ~ r' ~ 9486-33-6444 i - ~ i'~ i ~
'atel followin construction of the ~ ~ ~ / > ~ \ ieaao ~ ~ ~ ` \ i ~ I1 '1:' \ structure. hnmedi p g _ ~ v\ \ ~ ~ ~ \ , , r \ n ~ - ~ . ~ ~ ~3:t1~4C,.. \ -ice ~ i i~ fl
sediment containment structures, stabilize the ~ - - \ ti,°. a, o ~ - ~ \ - - - ~ ~ , ` r ~ 1 1 ~ \ \ V ~ embankments and all disturbed areas above the sediment a J J _ X ~ ~ \ ~i I7~- ~ ~ \ \ ' 1r 1: _ _ ~ \ \ ~ ~ ~ /
~ B l5 ~ ,e ~ 1 \ 4 ~ ` r \ ~ pool and down slope of the structure. Install porous ~ o, +9Z ~ \ ~ ~ ~ s1 , ~ 1 ~ ~ ~
_ baffles as indicated. Construct temporary diversions as ~ ~ a~i \ ~ \ r , • 1 ~ 1 \ \ \
indicated to convey run ofi to containment structures. ~ a L T ~ 2 , ~ J I < \ ~ \ \ ~L Stabilize diversions. Tem or round cover should be ~ ~ - " ~ ~ V A Oath 9 g~9~ ~ \ f "-'i ~ / / ( / ( \
ronided to an diversion that will be is lace for more ~ ~q ® ~z. \ ~,o { o,. r~ ~ ,qp0 :1~ \ /
d cover should be i / \ \ ?z. ~ { I r.). ~~..~a s:. ~ c ender da .Permanent oun \ ~ { ,e~`'~ . r`\ than 21 al Ys 6u' .J ~4i / ~ / \ ~ , r, ~ o r~+~ ~ ~ ~s ~ ' da s or 90 calendar da s, 9 T• \ ( , ~e provided within 15 working Y Y a \ /99 FR ~ • . ~ \ i { I { I!-. ,a~' j. ' ~.1, \ \ _ / / f /
` I ~ whichever eriod is shorter, ast coin letion of ~ ~ ~ ! ~ 'j9p5~ m - - ~ r ~ 1~\ \ ~ ~ ~ ~ \ i GILBERT & LAIlR/C"LINDSAY ~ ~ / ~
tainment structures must remain in / - _ 1 ' _ - r a .a . ; r~ construction. The con ~~/1 ~ - - ( '7, \ \ ~ I NV ~ 11 /1- Or.; '~..L . e. ~,MM.5g1,", \ ~ ~ - \ \ ~ tg / i DB 21~ PG 619 / % ~ i / 0,~ , ~ ~ f 948-33-8074 / i
place until the contributing drainage areas are adequately / ~ J \ _r 1-11-1 ' _ / \ e h ~ / \ Land unlit ° ' / f \ ~ \ ~ ~ ~ - _ - ~ ~ ~ ~ { \ stabilized. Contact the regional NCDENR Q y / \ 589a - _ P I _ - _ , \ ~ ,a , , ` ~
\ ~ ~ ash ~ r~ ~ ' ~ - C Section office for an ins ection and approval to remove ~ ~ ~ p T 2~~~.- 'q~ ti 1 1
the containment structure. \r \ / ~ . ~ ACS m „--r +r• ~ ~ ~ , \ i ~ ~ l r 1 >
. Install silt fence and Wet Ponds as indicated to revent ~ r / t 1 a off site sedimentation. r \ r~ ~ ~ ~ --r k ~ \~~•M ~ ~ o Po ° e ~ ? \ r 4 x.04 AC - ~ ` .qk c \ ~
~ - ~ 4. Construct drainage system and install utilities as r ~ \ t~1, j ' 1T ~ - - ~ ~o_.- 7 l°' / ~!MA 1 78• ;
a roved. Install hardware cloth and gravel inlet ® ~ \ r ~ \ A--_ i r .r ' ~ - r f~- _ ~Q' ~ ~ 1/~" o a protection at each catch basin and drop inlet of Two Bale ~ , / ~ ~ t 8 PEA - - , r ` ~ ` 1 . ti ~ k~9 ~ i ~ ~ E ~ - ~ I ~ ~ ~ _ ~-----r___ ~J~// I ~
Lane Construction. Install outlet stabilization structures ~ \ ~ _J~ - r r ~ Ate' i~ ^y~ - y se ~ ~ ~
ri ra a rons as indicated on Ian. As construction °=vim ~ ~ ~ ~ ~ s \ ~ti A?a*' , os _ -.:1 I~
' the easements is coin leted, a 1 soil amendments, ~ ~ ~ TYPE / ` ~ ' - . r r fry ~ ~ ,3, ~ . ~,V ~ \ \ within P PP Y \ ~ ~ r ° l ~ x ~ O~AC ~ % \ 'x \ , sow rass seed according to seeding schedule and mulch. ~ 4 SETBACi~S ei1a.. , / ` e--~ - } x J,. \ ~ ~ °5.~ 4,~(.' ~~'I ~ LO 1'0 \ \ ,~T ~ ~,5~8~1 sf ~ i ~r'i ~ ~ I 3~6 Ac \ ~ -
~ iY Temporary ground cover should be provided within 21 ~..,~~st~nl o , / >C~ ~ - X14 ~ ~ Aa ' ~ ~ I~ _ . ~ f ~5. MAX. f ERV. AREA r _ w ~ ~-'fir I _ _ s Y°„A~~, . i i -
calendar days. Permanent ground cover should be provided r ~ s,,~r-,~ ' v:- . , ~ \ ~ g~ ~ y ~ ~ \ ~ ~ ° ~ I f - ,yea ~ ` ~ ,i \ z ~ ~ 1.28 A~ ~ ~ _
within 15 working days or 90 calendar daps, past \~e _ e_ ,F;~,~~,~` ~ e \ ~ \ h ~ : , s \ completion of construction. w ~ ~ , nrya+ - ~ r\ \ _ ~ - / ~ ( ~ - ~ ~ .tt ~.2p ~ ~ , rte" ~ i~~. ~ A ~ ~ ~ \ / ~ ~ _ 155 , ~ ~ ~ \ ~ sf a a ~ a'` /LOT 't9~@ ~ ~ - C!] v \ ~
~ 5. Complete grading and paving activities. Place hardware ,A r x^, . ' EAR r~_ ~u°~°a,en. \ r \ 1 ~ \ _ ~ ~ i ° ~ gal ~ ~ i ~1 /1~ /~O~iN MGM IS 6 ~ 2:11.. A ~ ~ _ \ ~ ~ ~ \
cloth and ravel inlet rotection at each catch basin of \ _ , , \ ~ ~ ~ s ~x,~ AX' IRy~ A A OB 299, -04 3 - ~ ~
Two Hale Lane with gravel inlet protection products ( ___J AN,,~~r~ ,o ~ q . e ual) as paving is completed. These products will \ \ ~ ~ `z ~ ~ ~ ` f ~ ` ~ A ~ ~ ~ ~ ~ °<a ~ orAC ~7 y 948.6-~3 ~ X110 ~ ~ ~ ~ ~0 8~ AC~~ AREA - f ~ ~ ~ ~ , ~ ~ - I
~ , rotect the drains e s stem duri home buildin ~ ~ ~ / / _ f 1 ~ -r ~
- activities. Inlet protection measures within easements must _ ' ` . \ ~ ~ °iP- G / r \ : ;~1. ' ~ . r \ ~ ry~ J ~ remain in lace until easements are permanently \ ~ ° tc~,
P \ ' tabilized. Gravel Inlet rotection roducts must remain in _ \ 1- _ ~ ~ ~ . ~ ~ ~ ~ ~
lace until the contributin drains a area is completely ~ ~ ~ P g g WET POl~ 2 \ / r . ~ ~ch~°' ~ ~ ~ch~~~ ~ ~ ~ \ ` V I ~
stabilized. = 0,48 \AC , r > , ~ \ . , ~ 6. After utilit construction is coin lets and road DKAII+~AREA _ \ ~h,~isr~. , ._L-- r'; Y .p ~ W OND i . % IM~tVI0U5 - 95 ¢ \ ~ / ~ ~ ~ ~
a 1 soil ~ - 2p ~ ,3 d`~ oulders have received final raain ~~.6L / ~ r sh g 6, PP Y = 0. AC" WQV REQ(1'~~ 1590 CF \ -..A SAS ~ \ ~ ~ Q \
amendments sow rass seed accordin to seedin schedule DRAIN ~REA H SA Der .aND MEAN ~ i~ e~\ - I g g g j_ - 3.74 T IMPERVIOUS 5% ASSUMING 3 AVG, PP DEPT / - \ - ~N . q ~ \ r
areas left ex osed. Tem or round cover ~ TE and mulch aA P P m'Y g ~ W V RE 1" = 1940 `CF. SA REQ 782 SF. (C~PP LEV;) \ ~.",Ngry~ ,SFty should be provided within 21 calendar daps. Permanent Q ( _ _ \ ~,f\ . ~ ~ I ~ i I ~ EX r
3' AVG. PP DEPTH 'SA DA. - 3.74 PP' SA. PROVIDED - 504 SF \ \'~o:, , _ \ ground cover should be provided within 15 working da ASSUMING / = 0,42 F \ \ .
is shorter SA REQ = .961 SF (®PP ELEV.} -TEMP POOL DEPTH. ~ \ \ i or 90 calendar days, whichever period , t, PP SA PROVIDED 5262 SF PP ELEV _ 165.50 ~ ° \ ~ completion of construction or developmen \ ~ ~ \ h ! j ~ -,i - ERV. AR ~ 6 - / c ~F--~- ~ ``i. ~ ~ \ ~ ~,`~MP R - - - - - -+_~-l-1-~`! ~ i - , _0:75-AC I ! I I x ~ - - \ f l~ I
T TEMP POOL= 165.92. ~ _r~ \ , 7 emove tem ora measures onl aft contributing. TEMP POOL. DEPTH = 0.52 F - ~ ~ ~ , j . R p ry Y j f .yam C+--~- _ ~ ~ i ~ _ = L.,. - ~ >S~OS - _ , ~ ~ ~ i ~ w I I ~ I ERV. ARRR~{t \i I I ~
PP ELEV _ 165.50 BOTTOM OF POND ELEV. .160,00 drain g _ ~ ' a e areas are ermanentl stab' ' . Ve etative cover ~ ~ _ \ ~7 y~ \ ~ t~~--t olsf~ f~1.1 ~ ~ ~ ~ ~ rlor s`~`? a -1 ~--r- ~ ~ _ 7 rI I _ f ~ ~ - a.~ ~,c ~ ; ~ > -LOT 7 / \ r i ; 1,, .
should be full established and rest of. erosion no : TEMP POOL 166.02 Y - Y BOTTOM OF POND ELEV. 166.50 { er exists. Co tact the r na1 NCDENR Land Qualit 1 ~ ,r ~ gong Y - \ ~r \
~ of7ieg for a Yinal inSpe and close out oi..project. - - - , ~ ~ ,f, ~ ~ 15892.-sf - _ - J ~ ~ - - ~ '~i ~ ~f?
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SAND FILTER SCHEDULE \ ~ ~ / \ 1 ~
_ \ r ~ ~ Syr / EPS~M~ f~i/~ ~ / ~~'j. t ~ s. ~ ~
_ - ~ i ~ o SFT 1 ~~~e to basin Sand Filter \ \ r . S i`~-'` a \ \ ~ ~ _ . P pR IN ~/r , ' ~ ~ i - ~
SAND FILTER TRAP ~~1~ ~ \ ~ ~ r ~ ~ , , ~ ~ , (aC~ &iilr~ Z~I~I~'Y~~ \ r _ \ i r<,
~ v r-. _ ~ , ~ G ~ ~ ~ _ - _ ~ v Lot 1 0.73 5 71 2.7 71 2.7 - ~ ~ ~ / \ ~ ~ itt. I _ \ y~\ / - _ ~ ~ ~ ~ w ~ ~ ' 0' EASEMENT ~r, ~
0 66 3.1 66 3.1 r ~ ~ ~ y t. , a Lot 2 0.78 5 e 2.8 - ~ \ ~ / ~a~j ~'V ~ ~ \ ~ ~ ~ POND MAI ENANCE~~i~ k., \ / , - /
Lot 3 0.87 5 80 2.8 80 ~ ~ ~ a 76 3.3 76 3.3 ~ ~ 2 i l" ~ _ ~ A ~ ~/5{ /~i / WET "POND f ~ ? ~ i
Lot 4 0.97 5 t, ~ ~ ~ _ - ` ~ ~ ~ ! / DRAIN AREA = 1 48 AC . ~ ~in~ ~ i~ ~ ~
Lot 5 1.48 5 82 4.8 82 4.8 Q t of 6 0.75 5 62 3.2 62 3.2 ~ ~ L \ ~ V~~~A fig/ / IMPERVIOUS ~95%~ \ 1~0`~~,pRO ~ ~
68 4.9 68 4.9 o Lot 7 1.27 5 o ~ ` \ f~ \ WQV REQ(1'~) = 4841 CF \.~~~~~~°°°SSioN"°°°, ~
Lot 8 0.87 5 76 3.0 76 3.0 ~ \ : v / / ~ / ASSUMING 3' AVG. PP 'DEPTH SA/DA = 3.74 ~ 0 `°t~~ 9( ;0 , M ~w,i \ ~ V ~ / ~ ~ ~ ~ SA REQ = 2395- ~SF ~ ((APP ELEV.) ~0, l~~ ' ~ ~ ~ r ,
of 9 0.81 5 70 3.1 70 3.1 L ~ r,i PP SA PROVIDED - 5042 SF ~ L \ :a " ; ~
3 Lot 10 1.28 5 73 4.6 73 4.6 ~ r / TEMP POOL DEPTH _ 1.3 FT ~4 i 2~23N ~r.,: J ~ ~ ~ - PP ELEV - 161.00 ~
Lot 11 1.07 5 70 4.1 70 4.1 5 i TEMP POOL = 162.30 >c(~~~~' 1
Lot 12 0.76 5 78 2.6 78 2.6 a Lot 13 0.83 5 78 2.8 78 ' 2.8 ~ i BOTTOM OF POND ELEV. = 155.50 3Z
m 0.62 5 65 2.6 65 2.6 ~ Lot 14 , ~ F©/
Lot 17 1.07 5 80 3.5 80 3.5
0 W Lot 1 B 0.76 5 78 2.6 78 2.6
of 19 0.79 5 69 3.0 69 3.0 L STORM WATER LARRY KING ~ ASSOCIATES,
~ 20 0.67 5 70 2.5 70 2.5 ~ Lot REVISIONS MANAGEMENT PLAN R.L°S., P°A.
~ Lot 21 0.75 5 65 3.0 65 3.0 m Lot 22 0.76 5 65 3.1 65 3.1
0 P.O. BOX 53787
N 02/09/2009 TWO ~ ALE LA~I E 1333 MORGANTON ROAD, SUITE 201
¢ FINAL DEVELOPED LOTS 'ItAY V FROG[ ERVIOUS AREA SH011N.
o°. SAND FILTER OR APPROPRIATE BMP BE SIZED TO b~ET GRAPHIC SCALE o2/1s/loos COTTON SQUARE-PHASE TWO FAYETTEVILLE, N. C. 28305 T~f ~ounr`i~~ ~a~ nl dR~_a~nn
DIVISION OF WATER QUAIdTY REQLTHUDIENTS. 400
V 100 0 50 100 200 r O 03/17/2009 TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
¢n V
v ( IN FEET ) 06/02/2009 STATE: NORTH CAROLINA DATE: 12/05/2008 SURVEYED BY: FIELD BOOK: SCALE: 1"=100' DRAWN BY: MOB FILE REF. P:\P07-062-Two- Bale-JG
b 1 inch = 100 ft. CAOD CDNCEPTUAI
3 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DRAWING NO. BMP 1 OF 12
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1,
I I I I I I I
I 1 I I I 1 I
PLAN VIEW
YOUT LID LA
x
TRASH RACK
DRAW DowN RISER SEDIMENT CHAMBER 6" DIA. WITH 1" DIA.
HOLES
(13)12"(W)x4"(T) OPENINGS
SAND FILTER CHAMBER •
X
ELEVATION A 15" RCP OUTLET
PLAN VIEW
A ER LAYOUT CH MB
Draw Down Riser
® ® ®
(13)12"(W)x4"(T) OPENINGS Trash Rack ~
To of Sand
X-X
ELEVATION A
Not to Scale
Top Depth of
Elev. Sand (Ds) Length {L) Width (~V)
Lot 1 198.00 1.5 71 5.4
Lot 2 195.70 1.5 66 6.2
Lot 3 191.80 1.5 80 5.7
Lot 4 186.70 1.5 76 6.7
Lot 5 178.40 1.5 82 9.5 Lot 6 170.50 1.5 62 6.3
Lot 7 169.70 1.5 68 9,8
Lot 8 175.20 1.5 76 6.0
Lot 9 176.60 1.5 70 6.1
Lot 10 182.50 1.5 73 9.2
Lot 11 185.50 1.5 70 8,1
Lot 12 191.00 1.5 78 5.1
Lot 13 197.30 1.5 78 5.6
Lot 14 197.70 1.5 65 5.1
- Lot 17 209.20 1.5 80 7.0 Lot 18 205.90 1.5 78 5.1
Lot 19 202.10 1.5 69 6.0 '
Lot 20 194.30 1.5 70 5.0
Lot 21 198.10 1.5 65 6.0
Lot 22 189,80 1,5 65 6.1
ATNHOLE WP-1 WP-2 WP-3
1 GENERAL NOTES: O 7 • CLASS "B" CONCRETE TO BE USED TOP OF STRUCTURE 1 3.00 172,00 163.00
°0 1Y THROUGHOUT. as REEAR • OPTIONAL CONSTRUCTION -MONOLITHIC
O INVERT OUT•TO POND 165.80 165.60 156.60 POUR, OR #4 BAR DOWELS AT 12" CENTERS
v 2 WITH PVC WATERSTOP AT CONSTRUCTION e~ 4
DOWEL 3 INVERT OUT- 166.50 166.50 158.D0 JOINT
~ ~ OVERFLOW BYPASS • PROVIDE MANHOLE COVER IN CONCRETE Q RCP -DIAMETERt SLAB ON TOP 11NaNnmrprr
u~i LENGTHS VARY oowEL • FORMS ARE TO BE USED FOR THE ® INVERT IN 167.00 165.60 158.53 CONSTRUCTION OF THE BOTTOM SLAB ~pROl1Nq''a, 1~~, M~BN~0~0 ,~I
warERSroP 'i; • • PROVIDE WITH STEPS 12" ON CENTER s,:.. ~,~~Qo~~gSIONq~~,~s
R ' • CHAMFER ALL EXP05ED CORNERS 1", . . o • DRAWING NOT TO SCALE a ~ ~
SECTION ' 1 I • GROUT BOTTOM AND SLOPE TO LOWEST s S 3~ ~
N INVERT n 1'-8• DIP +r ~ X02 h
~ ( 1'~x Wf REMOVABLE CAP (~11 4'\~-1, 1Ir-2) PLACE HOLEAT ~t/~1 .
g 6'(WP-.3) ELEVE1~5056.50 rNP3) _ I I!_ i I ,,,rrfAS~ S;,S,,°v,~!
p, 1'00PENING ,I I I i i Li ~ X WI TURN DOWN PIPE li. I-ii L_I , ~I~1 I t ~.i~'I- I_~ III.
[d ~ _ 1 _ ~I-I,,I_ili_I~I._ II :l .II- -111 .11~-_II ~I1=1i
8'x8'X8' DI TEE 8'9 DIP ANT45EEP COLLAR rn 1/a"r~ WELDED STUD 2' 9x1.5' DEEP O •~~'i~' ~ ANCHORS-POC CONCRETE FOOTING
~ 7 5 r y,, . t':. fill EOTtOM OF PIPE , i ' .I _ i _ I ~ _ • • - II Ili l i _ ' _il I . I__ _ i e ~ I f.!-I I , I _ u-., " ' WITH CONCRETE _ ~ ~
RCP ~ DIAMETERI ~ ' - ~II q` 1~:=1=ICI„III (I~ ,~I III ~1-~~~=~__-~ ~~~-I- III I III III _I~ Ii~;;il_- ' I~ D E TA ~S LARRY KING ASSOCIATES,
Y ,y ~ .5 r, Y ,~~~p_ LENGTHS VARY 1.-~~ ~1~= ~ ^,.'~j-o.6'OIP il_.'~==~1~ r~~~ -1~1=-I~- ..!1=~11; lI III=-~=;.-;~1-1 -_.!I D ~ 4 (Ir1" 1,WP 'L) ROP'~HS VARY = ~ - ~ BAR THROUGH PIPE I_', _ I I (.=1 - _ I ~ I W r~Dn ~ y s; ;,,y r ~ LENG ____II - 1-, ..)Li REVISIONS
7 , . Q. I, _I 15 LONG I I ( I s(wP 3) -II-IiI.I. II III :ICI iI !II-IrI-IiI~III ,I~ II_.~ =_'ii=-11- m 9'-o"(wP-3) ' ' --1 I I-1 I H I I I I- I l- I C I -'i i I l i l l.I I I-1' I=-I I==' STORM WATER NIANAGEMEf~T PLA~1 .R.L.S., P.A.
o 2 -~I--I~_ _I I_ _ I _~iG=il ~I1-_!II_ h .
` ' 1 -111=! WATERSTOP s.,x._,~,,. OWEL - n~, ; SEE NOTE oz og 2oa9 TWO ~ A L E LANE P.O. BOX 53787 ~ ~ 1333 MORGANTON ROAD, SUITE 201
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X---J" I - I L-L.L.I I I\JIVL. ~J I Vj TV..i T~IVV
SECTION -XX 03/17/2009 TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
9 3> DRAWDOWN STRUCTURE PLAN VIEW POND BYPASS STRUCTURE DETAILS (NTS)
06/02/2009 STATE: NORTH CAROLINA DATE: 12/07/08 SURVEYED BY: FIELD BOOK: SCALE: NOT TO SCALE DRAWN BY: MLB FILE REF. P:\P07-062-Two-9ode-JG
CADD CONCEPTUAL
07/23/2009 PROPERTY OF, GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DRAWING NO. BMP 2A OF 12
s

10' WIDE VEGETATED SHELF STATED SHELF
TOP OF BANK ' 10' WIDE VEGETATED SHELF
1
1
1'(typ.}
6" I I Y ~~g WP-1 WP-2 WP-3
Notes: COY ~N ~ NT.STO ~ 6° z~C~ C~ PERMANENT POOL ELEVATION 165.50 165.50 161.00 ER 3EI3 M~ 1tA
1) Vegetatives for planting shelf shall be installed per DWQ's approved plant pproved plant list. AREA
2) Sediment to be cleaned out and removed prior to conversion to pernuane on to permanent Wet Pond. TEMPORARY POOL ELEVATION 166.01 165.92 162.30 TEMPORARY POOL ELEVATION (VARIES)
TOP OF BANK 168.00 168.00 1 B3.50
BOTTOM OF POND 160.00 160.00 155.50
WET POND TYPICAL CROSS SECTION
(NTS)
1D' WIDE VEGETATED SHELF' K
T K 5' MIN.
TEMPORARY POOL ELEVATION VARIES
1' t ,
FOREBAY E
~1C X~ CK COY 1~~ER
Lgy t ~ ~ J 4 ~ 6" ~gl WP-1 WP-2 WP-3
R
PERMANENT POOL ELEVATION 165.50 165.50 161.00
TEMPORARY POOL ELEVATION 166.01 165.92 162.30
TOP OF BANK 168.00 168.00 163.50
. O S S SECTION BOTTOM OF POND 160.00 160.00 155.50
(NTS) BOTTOM OF FOREBAY 161.00 160.00 155.50
WET POND 2 WET POND 1 WET ~~P~t OND 3
SCALE: 1"=30' SCALE: 1"=30' SCALE: 1"=3Q~ ® 'i~
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J 4 0] STORM WATER MA~IAGEME~IT PLA~J R.L.S., P.A.
N O 0209,2009 TWO ~ A L E LANE P.O. BOX 53787 1333 MORGANTON ROAD, SUITE 201
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U- 0 03/17/2009 TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
N 06/02/2009 STATE: NORTH CAROLINA DATE: 12/07/08 SURVEYED BY: FIELD BOOK:
m O SCALE: NOT TO SCALE DRAWN BY: MLB FILE REF. P:\P07-062-Two- Bole- dG CADD CONCEPTUAL
3 h 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DRAWING NO. BMP 2 OF 12
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o MP~E , I \ c W~-T__.POND 1 ~ ~ , 'o~~NG~`~--'~ P.O. BOX 53787 S~ ~ TWO BALE SANE
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o i r
06/02/2009 STATE: NORTH CAROLINA DATE: 12/05/2008 SURVEYED BY: FIELD BOOK:
( IN FEET ) 0 SCALE: 1' = 50' I DRAWN BY. MLB FILE REF. P:\P07-082-Two-8ole-JG CADD CONCEPTUAL
~ 1 inch = 50 ft. r N 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DRAWING NO. BMP 3 OF 12
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- - LARRY KING ASSOCIATES, REVISIONS STORM WATER MAI~AGEME~IT PEA~I R.L.S., P.A.
- ~ ~ ? ~ / ~ / i WQv TWO BALE LANE P.O. BOX 53787
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TT r, 02/09/2009 1333 MORGANTON ROAD, SUITE 201
~ ~ A ~_J~ / t; ~ I/ / E C~TT~N SQUARE-PHASE TWA i=AYETTEVILLE, N. C, 28305
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® \ U ss®/ 50 0 25 50 100 03/17/2009 TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
0 ~ Cu Rolm IN FEET ) 06/02/2009 STATE: NORTH CAROLINA DATE: 12/05/2005 SURVEYED BY: FIELD BOOK:
- o ~ ® t 0 1 inch = 50 ft. SCALE: 1' = 50' DRAWN BY: MLB FILE REF: P:'PO7062-Two-Bale-JG CADD-CONCEPTUAL
3 N 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DRAWING NO. 8MP 4 OF 12
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" _ .F. 1 PL 1 PLANT 9 SHALLOW LAND COMMUNITY NORMAL POOL TO 6" ABOVE = 2,144 S.F. 1 PLANT 9
_ NT 9 SHALLOW LAND COMMUNITY NORMAL POOL TO 6 ABOVE 1,803 S SHALLOW LAND COMMUNITY NORMAL POOL TO 6 ABOVE - 1 866 S.F. 1 PLA .F. 36" O.C. = 238 PLANTS ~
.F. 36" O.C. = 200 PLANTS .F. 36 O.C. = 208 PLANTS T NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME' ROOT CALIPER HEIGHT NOTES W
ROOT CALIPER HEIGHT NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME ROOT CALIPER HEIGHT NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME " 36" O.C. 60 Asclepius incarnate Swamp Milkweed CONT. 4" Pot 36" O.C. 36" O.C. 72 Asclepius incarnota Swamp Milkweed CONT. 4" Pot 36" O.C. I-- HERBACEOUS ~
62 Asclepius incarnate Swamp Milkweed CONT. 4 Pot HERBACEOUS 36" O.C. 60 Carex stricta Tussock Sedge CONT. 4" Pot 36" O.C. 36" O.C. 72 Carex stricta Tussock Sedge CONT. 4" Pot 36" O.C.
62 Carex stricta Tussock Sedge CONT. 4 Pot - HERBACEOUS 36" O.C. 72 Lobelia cardinaiis Cardinal Flower CONT. 4" Pot 36" O.C. O
" 36" O.C. 60 Lobelia cardinalis Cardinal Flower CONT. 4" Pot 36" O.C. 62 Lobelia cardinalis Cardinol Flower CONT. 4 Pot 36" O.C. 7 Aronia arbutifalia Red Chokeberry CONT. 3 Gal. 18"-24° 36" O.C. o
" 36" O.C. 6 Aronia arbutifolia Red Chokeberry CONT. 3 Gal, 18"-24" 36" O.C. 7 Aronia arbutifolia Red Chokeberry CONT. 3 Gal. 18 24 SHRUBS "-24" 36" O.C. 6 Cephalanthus occidentaiis Buttonbush CONT. 3 Gal, 18"-24" 36" O.C. SHRUBS ~ ~ 36 O.C. 7 Cephalanthus occidentalis Buttonbush CONT. 3 Gal. 18"-24" 36" O.C.
7 Cephalanthus occidentalis Buttonbush CONT. 3 Gal. 18 SHRUBS ~ ° 4" 36" O.C. 8 Ilex glabra Inkberry CONT. 3 Gal. 18"-24° 36" O.C. Q
" 36" O.C. 8 Ilex glabra Inkberry CONT. 3 Gal. 18"-24" 36" O.C. 8 Ilex glabra Inkberry CONT. 3 Gal. 18 24 :X EASEMENTS. NOTE: ONLY HERBACEOUS SPECIES SHALL BE LOCATED ON FOREBAY BERM AND INSIDE TOWN OF APEX EASEMENTS. Q
MENTS. NOTE: ONLY HERBACEOUS SPECIES SHALL BE LOCATED ON FOREBAY BERM AND INSIDE TOWN OF APEX EASEMENT' NOTE; ONLY HERBACEOUS SPECIES SHALL BE LOCATED ON FOREBAY BERM AND INSIDE TOWN OF APEX EASE 1 PLANT 9 SHALLOW WATER COMMUNITY NORMAL POOL TO 6" BELOW = 1,724 S.F. 1 PLANT 9 m
" - 9 SHALLOW WATER COMMUNITY NORMAL POOL TO 6" BELOW = 1,724 S.F. 1 PLAP SHALLOW .WATER COMMUNITY NORMAL POOL TO 6 BELOW - 1,543 S.F. 1 PLANT .F. 36" O.C. = 192 PLANTS W ~
.F. 36" O.C. = 192 PLANTS .F. 36 O.C. = 172 PLANTS T NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME ROOT CALIPER HEIGHT NOTES ~
ROOT CALIPER HEIGHT NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME ROOT CALIPER HEIGHT NOTES PLANT TYPE QTY KEY BOTANICAL NAME COMMON NAME 36" O.C. 3$ iris versicolor Blue Flag Iris CONT. 4" Pot 36" O.C. Q
" 36" O.C. 38 Iris versicolor Blue Flag Iris CONT. 4" Pot 36" O.C. 34 Iris versicolor Blue Flag Iris CONT. 4 Pot HERBACEOUS 36" O.C. 58 Juncus effusus Soft Rush CONT. 4" Pot 36" O.C. HERBACEOUS 36" O.C. 58 Juncus effusus Soft Rush CONT. 4" Pot 36" O.C. ---1
52 Juncus effusus Soft Rush CONT. 4 Pot HERBACEOUS 36" O.C. 58 Pontedaria cordata Pickerelweed CONT. 4" Pot 36" O.C.
" 36" O.C. 58 Pontedaria cordate Pickerelweed CONT. 4" Pot 36" O.C. 52 Pontedaria cordate Pickerelweed CONT. 4 Pot 36" O.C. 19 Saururus cernuus Lizard's tail CONT. 4" Pot 36" O.C. W
' 36" O.C. 19 Saururus cernuus Lizard's tail CONT. 4" Pot 36" O.C. 17 Saururus cernuus Lizards tail CONT. 4 Pot 36" O.C. 19 Schoenoplectus tabernaemontani Softstem Bulrush CONT. 4" Pot 36" O.C. ~
36" O.C. 19 Schoenoplectus tabernaemontani Softstem Bulrush CONT. 4" Pot 36" O.C. 17 Schoenoplectus tabernaemontani Softstem Bulrush CONT. 4 Pot
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HIGH POINT STA = 31+29.84 THAN C/L GRADE.
PVI STA = 31+50
PVI ELEV = 182.61 *EXCEPT IN SUPERELEVATED CURVE
A.D. _ -6.12
K = 45.76
280.00' VC LOW POINT ELEV = 166.15
LOW POINT STA = 37+02.86
o ~ PVI 5TA = 36+50 PVI STA = 38+7 iTA = 38+7 VI STA = 40+25 LEV = 167.5 P ELEV = 172.45
rn ~ + r PVI ELEV = 165.11 PVI ELEV = 167. 5 + ~ ~ N r A.D. = 1.74 M ~ ~ M r A.D. = 4.76 - .D. = 1.74 A.D. _ -1.00
K=47.24 K-57.5 = 57.55 K = 50.00
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TOP 161,32 INV IN 175.19 INV IN 155,00 IINV OUT 167,00
EX INV IN/OUT 151.67
NOTE:
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PIPE SIZE MANHOLE SIZE MIN. WALL THICKNES MIN. REINF. STEEL MIN. BASE THICKNES NOTES: NOTES NOTES (2)CAM LOCKS (2)CAM LOCKS (2)STAINLESS STEEL NOTES: :OROANCE WITH 4. DROP5TRUCTURE SHALL BE PLACED WHERE SEE DETAIL ROLL PINS I)2"DIA.
6" 1. PRECAST REINFORCED CONCRETE 1. MANHOLE SHALL BE IN ACCORDANCE WITH 4. DF LCLEANOUTELEVATIONSANDlORLOCATIONSMAYBEADJUSTEDINTHEFIELD 21 & LES 5' ASTMA-7850.12SQ.lIN MANHOLES SHALL BE IN ACCORDANCE PWC STANDARDS, SEE MANHOLEOETAILFOR sEwt 60"DIAMETER 6' ASTMA-1850.15S .AN 8" WTH ASTM C-478 ADDITIONAL INFORMATION SETM OLE DETAIL FOR SEWER MAIN OR IATERACVERTICAL DROP X1'3!4" 1. MANHOLE FRAME AND COVER TO BE MADE OF GRAY 1" LETTERING CAST IRON CONFORMING TO ASTM SPEC. A48.83, BETWEEN INVERTS EXCEEDS 2.50'. SEE PIPE CLASS 35, MANUFACTURED BY SAME MANUFACTURER.
AS DIRECTED BY THE ENGINEER WHEN NECESSARY,CLEANOUTSTACKTOP q° ASTMA-1850.i5SQ.lIN 8" SLIDE ' OLATING FIELD DATA AND MAY NOT BE OLE 0 AMETER SIZES MAY BE ADJUSTED ON THE PLANS TO 2. ALL PVC PIPING ANO HTTINGS FOR vERT ELEVATION IS DETERMINED BYINTERP MANN I PWC RING ANO 2. MIN. CONCRETE COMPRESSIVE NEW SANITARY A DROP STRUCTURE SHALL BE5DR26PVC SLIDE DETAILS FOR DROPS LESS THAN 2.50' W (2) PICK BARS 1GS FOR P ~ ALL CASTINGS SHALL CONFORM TOTHE SHAPE AND SDR 26 PVC VERTICAL SEPARATION, ® SEE DETAIL DIMENSIONS SHOWN. THEY SHALL BE CLEAN AND
EXACT. CLEANOUT ELEVATION TOP SHALL BE SET IN ACCORDANCE WITH THE REFLECT SPECIAL CIRCUMSTANCES. REDUCING SLABS ARE NOT SEWER ~ WITH SOLVENT WELDd01NT3 5. DR ION TYPICAL DETAIL. NO SEPARATE PAYMENT). ACCEPTABLE ON MANHOLES LESS THAN OR EQUAL TO6'DIAMETER. COVER SEE STRENGTH SHALL BE 400D PSI. PUBLIC WORKSCOMMISS { ETAIL (2 TYPE MANHOLES GREATER THAN 12' DEPTH 3. MANHOLES GREATER THANI2'INOEPTHSHALL 5'DIA S. DROPSTRUCTURE MH. SHALL BEAMIN. OF ~ ® 0 ~ PERfECT,WITH0UT8LOWOR SAND HOLESS"OR 112'IN DEPTH SHALL 5'DIAMETER T012'ABOVE TEE. DROP I DEFECTS OF ANY KIND, TENDING TO IMPAIRTHEIR
CF RING AND SHALL HAVE MIN, 6" EXTENDED BASE. A HAVE MIN.6'EXTENDED BASE. STRU 2. WHERE SANITARY SEWER MAINS ARE TO BE CONSTRUCTED WITHIN 20' OF CAST IRON FRAME COVER APPV'0) WALL STRUCTURE SHALL BE INSTALLED AGAINST ~ -J o ® STRENGTH. NO PLUGGING OR STOPPING OF WALL OF MANHOLE AS SHOWN. VN? DEFECTIVE HOLES WILL BE PERMITTED.
TION SHALL BE GIVEN TO MINIMIZE & COVER SEE DETAIL 4. FLEXIBLE BUTYL RESIN JOINT SEALANT EXISTING RESIDENCES SPECIAL CONSIDERA SHALL BE IN acCaRDANDE w/ ASTM Cs o. s. FC UNDERMINING OR OTHERWISE DISTURBING EXISTING RESIDENCES ADJACENTTO RU60ER GASKET JOINTS SHALL BE IN 6. FLEX. B00T SHALL BE CONNECTED TO MH. W'ITH T ~ ® b ,L 2. CASTINGS SHALL BE UNPAINTED AND SHALL HAVE STAINLESS STEEL EXPANSION RING.FLEXIBLE W THE LETTERS'PWC•FAY~NC'AND"SANITARY SEWER°
CONC. GRADE STAIN THE SEWER MAIN. THE CONTRACTOR SHALL USE A RUBBER TIRED BACK HOE RING (2 MAX.) ACCORDANCE W/ASTM C-443. 8007 AND NO MECHANICAL COMPACTION EQUIPMENT IN THESE AREAS. THE TRENCH r- FLEXIBLE BUTYL RESIN SEALANT ~ ?LAN BOOT CONNECTORS SHALLCONFORM TOASTM y ~ ~ CAST INTO COVER. LETTERS SHALL BE RAISED AND CLEARLY VISIBLE. C-923 SPEC. 3, MANHOLE RING AND COVER SHALL WITHSTAND H-20
SHALL BE SHORED ADEQUATELY TO PREVENT ANY SLOTHING OF THE SIDE a ~ p~~q ® 5. FLEXIBLE ~PDM RUBBER BOOT CONNECT RS c-sz3 SLOPES. SUITABLE BACK FILL SHALL BE PLACED IN THE TRENCH. ~ ~ RINGS GRADE OR RUBBER GASKET JOINT. SHALL 8E IN ACCORDANCE W/ ASTM C9 3, 7. CC 7. CONNECTIONS TO EXISTING MANHOLES SHALL COVER FACE VEHICULAR TRAFFIC. ROCKINGCOUERSSHALL HAVE COREAND'BOOP ONLY UNLESS APPROVED I -1 1-i-114'DIA. NOT BE ACCEPTABLE.
CONTRACTOR SHALL REFER TO THE GEOTECHNICAL REPORTAND FOLLOW N a ® INSTALLED BY MANUFACTURER w/s1AIN- HA'~ RECOMMENDATIONS. CONSTRUCTION METHODS AND MEASURES SHALL BE IN r < SEAL INSIDE AND e LESS STEEL COMPRESSION RING AND ~ OTHE 24" OUTSIDE OF JOINT ECCENTRIC TAKE-UP CLAMP. CONNECTION TO MAIN OTHERWISE BY PWC PROJECT COORDINATOR. m a. MINIMUM AVERAGE WEIGHT: PLUS OR MINUS 5% rT_ RING 155 LBS., COVER 160 LBS, UNIT 315 LBS.
ACCORDANCE WITH THE GEOTECHNICAL REPORT AND RECOMMENDATIONS. v JOINT WITH FASr sEr FOULER SHALL BE BY CONTRACTOR WTH STAINLE 5 SDR 26 PVC SW TEE WITH CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR REPAIR OF STRUCTURES, Ew SEALER MORTAR SMOOTH i STEEL PIPE CLAMP. OPEN ENO ON SPIGOT SIDE. io E WIPER 5. PERFORATED COVERS WILL NOT BE ALLOWED. Pin GASKET CAM LOCK
FOUNDATIONS, FOOTINGS, ETC. DAMAGED DUE TO CONSTRUCTION. I Zu FINISH 6. CONNECTIONS TO EXISTING FLEXIBLE BOOTCONNECTED iv vo LIFT HOLES THAT EXTEND MANHOLES SHALL 8E BY CORING MAN- SWTEE- uw iH^. U THE WALL SHALL BE HOLE AND FIELD INSTALLING A fLEX. TO MH WITH SS EXP. RING SDR 26 SW TEE , ~ 26" DIA 6. CAM•LOCK BOLT HEAD SHALL BE COMPATIBLE WITH SDR 26 I I CAM LOCK DETAIL STANDARD PWCT00L FOR TURNING CAM LOCK
3. SANITARY SEWER MANHOLE DEFLECTION ANGLE'S ARE 180 DEGREES UNLESS w~ SEi"~ED WITH NON-SHRINK NOTED OTHERWISE. ALL INVERT ELEVATIONS ARE SHOWN TO THE MANHOLE GROUT. uFT HOLES THAT I JofNT SEALER BOOT CONNENT~OR. s DOE~OT ALLOW NONSHRINK GROUT SEAL GROUT SEALED - GROUT SEALED 1SL MECHANISM. &i~ 3116" ~ m I ~
CENTERLINE. z a HAVE PVC CAPS THAT 00 ~ DEBRIS 0 E SDR 26 PVC ~ ~ NOT EXTEND THRU THE WALL 7. MORTAR SHALL BE QUICK SETTING, SHALL NOT REQUIRE GROUT NON-SHRINK GROUT MIXED IN 2"MIN. FOR TRANSITION FROMD.LTO COVER SECTION 319 - ~SITION FROM D.I. TO tilt6"
o p SEALANT. i z SEAL LIFE ACCORDANCE NOT}i MANUFACTURER'S FOR TRANSITION FROM D.i. TO PVC PVC USE A C900 BELL X SDR 26 i MANUFACTURER HOLES RECOMMENDATIONS. USEAC900BELLXSDR26SPIGOT SPIGDTADAPTOR. AC9008ELLXSDR26 12'MIN. A' ,DAPTOR. ~ s .i;t ~ i~ i~ ~~3".
~ a8"MIN. INSTALLED POLY PROPnENE A T COATED STEP OVER INVE 8. MANHOLE STEPS SHALL BE IN ACCORD- ADAPTOR. FLEXIBLE BOOT N SEE CH R OUT SEE STEP DETAIL. ANCE WITH ASTM C478 AND OSHA FLEXIBLE BOOT ~ t'~ 27376'DIA. Sl8"OLaSSROD e _ 26.114' PICK BAR AND COVER
SEENOTES CONC. BRICK AND MORTAR REGULATIONS ALIGN W/INVERT OUT, 5'MIN, UNDISTURBED x FOR FLEX. BOOT 2' MIN. COMPACTED N0.57 SOIL UNDISTURBED ~;'1: %I GASKET GROOVE DETAIL SOIL r~D ~ CLEAN BED OF FRESH
a INVERT PLACED IN 9. PREFORMED MANHOLE INVERTS ARE STONE FROM UNDISTURBED ~ CONNECTOR FIELD TO 3/4 HEIGHT NOT ACCEPTABLE UNLESS SPECIFICALLY SDR 26 PVC ' OF OUTLET PIPE. JOINTSEALER I AN _ SOIL TO SPRINGLINE OF 12' SDR 26 PVC--- MORTAR OR APPROVED SDR 26 PVC GASKET MATERIAL. jl
o ~ SEE SHELF DETAIL. APPROVED BY PWC IN WRITNG ST D plpE AS DIRECTED BY PWC 6"MIN SEAL AROUND LNG WATER IN INVERT OF MANHOLE PROJECTCODRDINATOR. 12'MAX. I I ESN N IpE IS NOT ACCEPTABLE. (:fir 24"DIA. 4EA. 31a'0x3'STAINLESS STEEL BOOTS \ `I r ` ~ 241, DIA WITH WEDGE ANCHORS
" iD ~-SEE CHAf~TGA80VE EE SHELF 10. VERTICAL DROPS BETWEEN THE 1118"STAWLESSSTEELSTRAPSCONFORMINGTO + f~. ¢w 26' DIA. CONTRACTOR SHALL MORTAR BETWEEN J~7 ; FRAME & MANHOLE. MORTAR BETWEEN
T EE NOTE 3 DETAIL INFLOW PIPES AND OUTFLDW PIPES THE PIPE ANCHORED WITH STAINLESSSTEELANCHOR SEE CHART ~ SHALL REQUIRE THE FOLLOWNG: BOLTS AND WEDGE ANCHORS. 2STRAPSMINIMUM, SS STRAPS S" MIN. COMPACTED 'C;~\, ° FLEXIBLEEPDM A_ GREATER THAN 2.5' SEE DROP STR C- STRAPS SHALL BE3'O.C.MAX. SS STRAPS---- lf~' l 34'DIA FRAME&MANHOLE SHALL BE SMOOTH FRAME & FREE OF ROUGNIJAGG6D EDGES.
• RUBBER NO 57 STONE BOOT TURF DETAIL (MIN. 5' OIA .M.H. R 'D. _ _ _ ' ~ SW1148END~ SW 1(4 BEND'-- FRAME SECTION SDR 26
I SANITARY B. 7' TO 2.5' SEE PIPE SLIDE DETAIL SDR 26 =IIII I III -VIII C. LESS THAN 1' SEE SLIDE DETAIL SEWER (OUT) SDR265WPVC1l48END %r ;,,.e STANDARD NON-TRAFFIC AREA PUBLIC WORKS COMMISSION N0. DATE REMSlON MANHOLE RING AND COVER FAYETTEVILLE, N.G.
UNDISTURBED 11. MANHOLE RING AND COVER AND TOWARD INVERT OUT SEALANNULUSAROUND SUBGRAOE N0575TONE DROP STRUCTURE SHALL BE IN ACCORD- PIPEATENIRANCEWITH ANCE W/PWC STANDARDS. SEE APPLIC- Vim` WITH WIPER GASKET Fc CAM LOCK -
NON-SHRINKGROUT. ABLE DETAIL. 12. INVERT ON PLANS IS TO MH CL SECTION"A-A' SHEET N0. DWG. N0. S,6 DWG. BY PWC WATER RESOURCES 1 of i DATE JAN. 01, zoo PPROVED BY J.E . ENGINEERING DEPARTMENT
No DATE RevisloN N0. DATE REVISION INTERIOR DROP STRUCTURE PUBLIC WORKS COMMISSION NO DATE REVISION ON FILE NAME: RING COVER,DWG
GENERAL NOTES PUBLIC WORKS COMMISSION STANDARD MANHOLE PUBLIC WORKS COMMISSION FAYETTEVILLE N,C. FAYETTEVILLE, N.C. GRAVITY SEWER MAINS & LATERALS FAYETTEVILLE, N.C, SANITARY SEWER UTILITY , 1. WI23f03 REVISED NOTE
DWG. N0. S,2 DWG. BY Pwc T R RESOURCES sHEETNO. DwG.NO. S,5 DWG. Br Pwc WATER RESOURCES 2. JAN 05 REVISED DROP MATERIAL 23112' i" NOTES:
SHEET N0. DWG. N0, S,~ DWG. BY PNlC WATER RESOURCES SHEET N0. _ WA E 1 oft ENGINEERING DEPARTMENT 1 of 1 DATE JAN, 01, 2D0 PPROVED BY J.E ,ENGINEERING DEPARTMENT 10F1 DATE JAN.91,2so7 aPPRDVEDBY J.E.G. ENGINEERING DEPARTMENT DATE JAN, Ot, 200 APPROVED BY J.E . ENT 3. JAN 07 REVISEDADAPTOR, NOTE2 31a' i. MANHOLE FRAME AND COVER SHALL BE MADE CF GRAY FILE NAME: DROPMH.OWG CAST IRON CONFORMING TO ASTM SPEC. A48•B3 CL 30135
FILE NAME: SEWER NOTES.DWG FILE NAME: STANDARD MANHOLE.DWG RESPECTNELY, MANUFACTURED BV SAME MANUFACTURER, 4' ALL CASTINGS SHALL CONFORM TO THE SHAPE AND T~' ' DIMENSIONS SHOWN. THEY SHALL BE CLEAN ANO
FRAME A4&83,CL 30 PERFECT, WITHOUT BLOW OR SANG HOLES OR DEFECTS OF ANY KIND, TENDING TO IMPAIR THEIR
NOTES NOTES: TO FIND °E"ENTER CHART AT LEFT WITH EFFLUENT PIPE SIZE NOTES: 1. MANHOLE MEETSALL REQ. 4LL REQ. 5. DROP STRUCTURE SHALL BE STRENGTH. NO PLUGGING OR STOPPING OF PLACED WHERE PIPE VERTICAL DEFECTIVE HOLES WILL BE PERMITTED.
AND ENTER PIPE ATTOP WITH INFLUENT PIPE SIZE. "E' DISTANCE OF ASTM C478. t. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND IS POINT OF CONVERGENCE OF COLUMN AND ROW. t. SEE PWC STANDARD MANHOLE AND COLLAR a F 2. CONCRETE IS MINIMUM 4000 PSI TYPICAL COMPRESSIVE STRENGTH. MUM 4000 PSI SEPARATION BETWEEN INVERTS 2. CASTINGS SHALL BEUNPNN7EDANDSHALLHAVE EXCEEDS 2.50' ~ RENGTH. THE LETLEftS"PWC-FAY•NC AND'SANITARY SEWER"
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR D2 PIPE SLIDE, MORTAR SLIDE AND `~,~t,I`" ; a EXCAVATIONS IN OSHA°SAFETYANOHEALTHREGULATIONS 4° 6" 8" 12" 15" SHELF DETAILSFORAODITIONAL '?I `r•' row 3. MATERIAL USEDTOSEALAROUND , SEE PAVT PATCH DETAIL FOR FOR CONSTRUCTION", CHAPTER XV11 OF TITLE 29, CFR, PART ' D SEAL AROUND 6. WITH THE EXCEPTION OF THE _ ~ CAST INTO COVER. LETTERS SHALL BE RAISED AND N•SHRINKGROUT. MANHOLE BASE SECTION, ALL ~ CLEARLY VISIBLE.
LAST3'OFFILLINPAVEDAREAS 1926. THE CONTRACTOR SHALLHAVEACOMPETENTPERSON 8 9.00 9.50 10.00 - _ _ INFORMATION. PIPE SHALL BENON•SHRINKGROUT. 12 11.00 11.50 12.00 13.00 - - 4. MANHOLE SHALL BE CONSTRUCTED ~ ON THE JOB AT ALL TIMES AND SHALL EMPLOY A PROFESSIONAL OTHER MATERIALS, INSTALLATION 2'718' '.E CONSTRUCTED AND WORKMANSHIP SHALL BE 3. MANHOLERMGANDCOVERSHAUwIrHSTANOH-26 :RETE.FIBERGlASS INACCOROANCEWITHTHEPWC VEHICULARTRAFFlC. ROCKING COVERS SHALL
COMPACTEDT095%MAX.DENSITY 0 75 14.25 14.75 15.25 16.25 17.00 2. THE"E"DISTANCES INDICATED ARE FOR ~i'. w OF PRECAST CONCRETE.FIBERGlASS ~'i ENGINEER TO ACT UPON ALLPERTINEMMATTERSOFTHEWORK. - CONNECTION TO AN EXISTINGOUTFALL z NANHOLEISNOTACCEPTABLE. ='g~ AS DETERMINED BYASTM 0698 18 18.50 17.00 17.60 18.60 19.25 20A0 VCCEPTAOLE. STANDARD MANHOLE DETAILS. COVER BACK COVER SECTION FRAME PLAN NOT 8E ACCEPTABLE. 7. IN ORDER TO PROVIDEAWATERTIGHT 4. MINIMUM AVERAGE WEIGHS PLUSOR MINUS S%
_ 2. BEDDING MATERIALOUANTITIESARECALCULATEDBASED AND ARE THE MINIMUM DISTANCE '"d'`"' Q.-~.)','~ - ^ 24 21.00 21.50 22.00 23.00 23.75 24.5(!' 26.00 B '~_r -~I~" `PC ~ ON THE FOLLOWINGTRENCH WIDTHS. BEDDING MATERIAL SHALL ALLOWABLE. B NEW SANI ARY ci ry~ CONNECTTDN AT EXIST. PIPE ENTRANCES 12.5" 12' MIN. RING 175 LBS., COVER 135 LBS, UNIT 310 LBS. TO DOGHOUSE MANHOLE CONTRACTOR --1 f-112' z.- ~___--I ~~RMIN) S. PERFORATED COVERS WILL NOTBEALLOWED.
~IIII~oAF III® BE INSTALLED REGARDLESB OF PIPE MATERIAL. WHERE S' MH IS REQURED ADD 112" TO "E" DISTANCE TO ACCOUNT 3. WHERE SANITARY SEWER OUTFACES v Ip= FOR48"RCPIDIB=6',D=6' FORTHEADDITIONAL6"OF SHELF SLOPE. ANDMAINSAREBEINGCONSTRUCTED I~'.`}A''' 3 •';a" ® SHALL DRILL PILOT HOLE ABOVE PIPE THRU SEAL AROUND PIPE FROM INSIDE
e~I~ ~IIuI~- FOR 42°RCPIDIB=6',D=5'-6° THE TOP OF THE EFFLUENT PIPE AND 'i~~ p ~IIIII~ -~II FOR 30^ RCPIDI B=4'-6", D=4'-6° e THE TOP OF THE INFLUENT PIPE SHALL w = ~ ~ - ® OF MANHOLE AND INJECT POLYURETHANE 2'MIN. GROUT WITH CAULKING GUN 30 DAYS MIN. B• MIN THICKNESS 3000 PSI cuss'A^ 60 DAYS MAX. AFTER MH. IS BACKFILLED. BED OF CLEAN FRESH CONCRETE COLLAR 38% AIR
~~IIII -WllO! - FOR 24 RCPIDIB=4',D=4'-0° BE AT THE SAME ELEVATION UNLESS a~ SEE SHELF DETAIL FOR 18"PVC/DI6=3',D=3' • • CONDITIONSAREPROHIBITIVETOTHIS a z s.,'~ • - FOR 15" PVCIDI B=3', D=3' PRACTICE. w °C°'t!-- I'~'1~ o MORTAR (TYP) COVER 8. MANHOLES GREATER THAN I2'IN DEPTH - -314' ENTRAINMENT ALL AROUND FRAME. a SHALL HAVE MIN. 6" EXTENDED BASE. NOTE: CONCRETE WLLAR ONLY TO 8E
~m f ~ FOR 12"PVC/016=2',D=3'-0' - RING AND COVER AND STEPS SEENOTEI UNDISTURBED SOIL ,eI{II iv IIII FORB" PVCIDI8=2',D=3'-0' ~ ~ ALIGN OVER INVERT OUT CONCRETECOLLAR-PAVED AREAS INSTALLED ON CITY Of FAVETTEVILLE SEE NOTEI g, SEE STANDARD MANHOLE DETAIL FOR PICK SLOT DETAIL MAINTAINED STREETS, AND ON
w 4.v 0 0 3. THE BEDDING MATERIAL SHALL BE GRANULAR, CLEAN, COARSE SECTION A-A ° ADDITIONAL REQUIREMENTS. 25" DOGHOUSE MANHOLES LOCATED IN -..y. " - c~ PAVED AREAS. 48' MIN. 233!4"
BACKFILL SHALL BE PLACED IN z PEA GRAVEL, OR WELL GRADED CRUSHED ROCK 48' MIN. 6"LAYERSANDCOMPACTED w PLACED IN LAYERS MOT TO EXCEED6"LOOSE LIFTS FOR a ' o 0 o P -----4EA 3!4' DIA X 3' STAINLESS STEEL BOLTS !y ~ WITH WEDGE ANCHORS.
T090%MAXIMUMOENSITYAS rn THE FULL WIDTH OFTHETRENCH. MAINORLATERAL CONCRETE INVERT AND ~ BASE PLACED IN FIELD NEW DETERMINED BY ASTM 0698 DIA/2 4. BEDDING MATERIAL SHALL BE INSTALLED Ail0 PAID FOR IN MIN SLOPE T012"ABOVE TOP OF PIPE 'D SPRINGLINE OF PIPE. SANITARY SANITARY pV71gRr ( 3a PORTLAND CEMENT GROUT. FRAME SEV P~ y . 'L OVERLAP MH 2' BELOW FRAME
ACCORDANCE WITH THE FOLLOWING CHART TO PRODUCE , 4" @2 DD%MIN. -SEE SHELF DETAIL FOR SE CONCRETE COLLAR NOT SHELFCONSTRUCTIDNABOVE CLASSBBEDDING u 6"@0.67%MINJMAIN SHOWN FOR CLARITY n WITH MORTAR. MORTAR SHALL NON-SHRINK SEE SHELF DETAIL r BEGIN i" BELOW TOP OF COVER
LE TBEDDINGMATERIAL 7 d31fl.OFPIPE ~ 6'@2.00% MINJLATERAL SPRINGLINE. ~ NON-SHRINK SE C FORB"PIPE.O6 y GROUT NO OVERAGEALLOWEUSEE FOR 12 PIPE.09yd3/ft. OF PIPE a N 8`@0.40%MIN. FLEXIBLE RUBBER BOOT 0 0 12" 0.22°k MIN. FASTENED W/T304 STAINLESS SEAL ANNULUS OVER GROUT ~I~j%"~~ BED OF CLEAN FRESH ® 'Si:arl:~ G m 6 22.118" MORTAR (TYP)
NOTE4 _ _ - - J (MIN 4") FOR 15"PIPE.ityd3/fl.Of PIPE , • ' MAX (DIA/2) FOR 78"PIPE.13yd3lfl.OF PIPE a••'~•' ,n 15"Q0.15%MIN. STEELKORBANDTOMH AND AROUND PIPE AT SU08ASE SHALL BE UNDISTURBED FOR 24" PIPE.15yd3(fl. Df PIPE 18' 0.12°k MIN• T-300 STAINLESS STEEL ;~~~%j DOGHOUSE WITH i.5D MAX. REINFORCING TO MEET s _ 1.5D MAX. ASTM A-1850,12 SQ. IN. y E N 23-31q" ~ CONTRACTOR SHALL MORTAR BETWEEN FRAME&MANHOLE. SURFACE SHALL
SOIL. WHERE SOIL IS DEEMED FOR 30"PIPE.19yd31fl.OF PIPE ~ PIPE CLAMP p.;l BRICKAND M RTAR ? PIPE DIA FOR 36"PIPE.25yd31ft.OF PIPE 1;12 ~ - UNSUITABLE BY THE PWC PROJ. REP. B" MIN. FORMED, BE SMOOTH AND FREE OF ROUGH UNFORMED EXTEND COVERA4&83,CL 35 91 ANOIOR JAGGED EDGES. Q~TO UNDISTURBED SOIL COVER FACE COLLAR NON-TRAFFIC AREAS
FOR42"PIPE .3Tyd31ft.OF PIPE N NEW SANITARY SEWER CONCRETE COLLAR 0 ~ Q r' AUTHORIZED AREA SHALL BE UNDERCUT FOR48" PIPE.36yd318.0E PIPE :a, _ o ' AND BACKFILLEDWITH SELECT BEDDING w AND UP TO SPRING LINE OF PIPE N0. DATE REMSION STANDARD MANHOLE PUBLIC WORKS COMMISSION
TA THORIZED B .BEDDING MATERIAL SHALL EXTEND TOUNOISTURBEOTRENCH ~ ~ MANHOLE BASE SECTION ~ { ~~2,4 MATERIAL. AREAS NO U 5 ~ SHALL BE SUPPORTED ON ° " ~•,e;, ; AS UNDERCUT SHALL BEBACKFILLED SEE NOTES 1 & 2. WALLS AND TRENCH BOTTOM. OVERAGE OF BEDDING MATERIAL ..,et; ,,,,,.,~r'~~: MONOLITHIC POUR OF CONCRETE FAYETTEViLLE, N,C. ` T• INVERTAND BASE PLACED IN RING AND COVER 1. JAN 05 CHANGED NON TRAFFIC DETAIL
ATCONTRACTORSEXPENSEWITH WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY ° 4'x6'x16"SOUDCONCRETE EXIST. SANITARY ~ - BLOCKSSTACKED2HIGH SEWER OUT SELECT BEDDING MATERIAL. THE PROJECT REPRESENTATIVE AND SHALL ONLY BE PA{D ' 4' • 180° APART. " FIELD TO SPRINGLIKE OF PIPE. 6"MIN. COMPACTED SHEET N0. DWG. N0. S,~ DWG. OY PWC WATER RESOURCES 2. JULY06 ADDED NOTE ON CONC,COLLAR
FOR IN THE AMOUNT OF THE AUTHORIZED QUANTITY. ~ ~ : r 6.0EDDINGMATERIALSHALLBEPROPERLYRODDEDAROUND - ° ~ REMOVE EXISTING TOP OF 6x6•WBxWBWWM . a; a~, * ~ ' PIPE ABOVE SPRING LINE AFTER BASE ONLY _ ~ I 'IIIIII 1 ('f11111 I N057STONE t DF T DATE AUG 1, Zoos APPROVED BY JEG ENGINEERING DEPARTMENT - SEALANNULUSOVERAND FILE NAME: RING COVER.DWG
THE PIPE HAUNCHES. ? ~ , b? " o " ACCEPTANCE OF MANHOLE BASE BY 6"MIN. COMPACTED e' , ~ ' ~ ' ° e ~ PWC. CONTRACTOR SHALL SAW CUT NO 57 STONE 7. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN AND REMOVE EXISTING PIPE CROWN UNDISTURBED AROUND PIPE AT DOGHOUSE UNDISTURBED WITH CONCRETE OR SOLID
CUTB IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED TO FORM OPEN INVERT TROUGH. 4"x8"zi6"SOLID CONCRETE SUB GRADE AT THE MINIMUM PRACTICAL WIDTH. NO DEBRIS SHALL BE ALLOWED BLOCKS STACKED 2 HIGH E SUBGRADE BRICKANOMORTAR 6x6•W8xW8 V?VJM
TO ENTERSANITARYSEWER 160°APART. SECTIONB•B SECTIONB•B OASEONLY NOTES: NOMINAL PIPE BRANCH SIZE APPROX. WT. LBS, 1. ALL MATERIALS SHALL BE IN ACCORDANCE WITH
NO DATE REVISION PUBLIC WORKS COMMISSION N0. DATE REVISION PUBLIC WORKS COMMISSION ION NO DATE REVISION SI2E(INCHj PwcSTANOARDS. 2. STAINLESS STEEL TAPPING SLEEVE MAY BE
SEWER BEDDING PUBLIC WORKS COMMISSION MH CONNECTION DESIGN GUIDE FAYETTEVILLE, N,C. DOGHOUSE MANHOLE FAYETTEVILLE, N.C. FAYETTEVILLE, N.C. 1 JAN OS REVISEDNOTEs ' 2830 UTILIZED FORALL TAPPINGS OF MAINS UP TD AND 6" 36,3845 INCLUDING 24'DIAMETER WITH 12'OR LESS 6" 3"4"6'8' 4244.4866 BRANCH. BRANCH GREATERTHAN I2"SHALL
WG. N0. DWG. BY PWC owG. No, S,~ g DWG. BY Pwc WATER RESOURCES SHEET N0. DWG. N0. S,3 DWG. BY Pwc WATER RESOURCES 10" 3°4"6',8.10° 45485570 B0 REgUIRE FULL BODY D.I. M.d TAPPING SLEEVE JT 72" ",4", 0",12' 50.52,60,81,96,743 SEE APPLICABLE DETAIL.
SHEET N0, D S,13 WATER RESOURCES sHEOF io• ENGINEERING DEPARTMENT 1 °F 1 DATE JAN. Oi, 200 PROVED BY J.EC. ENGINEERING DEPARTMENT 1 OF 1 DATE JAN, 01 re~ovED BY JE c. ENGINEERING DEPARTMENT DATE JAN. Oi, 200'APPROVED BY J.E G i6" 78,80,85,100 3. SHELLAND LUGS SHALL BE STAINLESS STEEL FILE NAME: DOGHOUSEMH,OWG 24" 3"4"8'8'10"i2° 85,87,90,100,146,230 PERASTM AZ40, TYPE 304 AND 304L.
FILE NAME: SEWER BEDDING.DWG D:\ACAD\PWCDETAILS\PENETRATION~ETAIL.DWG 30' 763 165 175 226 255 209 q, BOLTS SHALL BE 5I8'UNC ROLLEDTHREAD, STAINLESS STEEL PER ASTM A 193 TYPE 304
4' NOM. PIPE SIZE SHALL HAVE MIN 112' BOLTS.
NOTES: MIN. BEARING AREA EACH DIRECTION 1.) THRUST BLOCKS SHALL EIE INSTALLED NOTES: FLANGE ANSICU83150 L8. 5. NUTS SHALL BE HEAVY HEX STAINLESS STEEL NOTES: GASKET PER ASTM A-194, TYPE 304. a DRILLING FLANGE. DI FLANGE
ON PVC WATER DISTRIBUTION LINES 6" 1. ALL E%CAVA WATER ~ III OF THRUST IN SQUARE FEET 1. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND SHALL BE COATED TO PROTECT fi. wASHERS SHALL BE STEELAND PLASTIC CONDIT!ONSOFTHECONSTRUCTIONSTANDAROSFOR ~ ~ AGAINSrcoRROSION LuBRICATINGwASHER.
L EPAIRALLWATERLATERALS,ANDMtAINSDAMAGED S. TRANSFER OF WATER SERVICES SHALL BEACCOMPUSHEDASFOLLOWS: - (base on soil supporting volue of 2000 psf ~ 200 psig test pre sure) THRU 1Y DIA. INTHEMANNERSHOWN. CONDITION; 1.CONTRACTORSHAL R SEE PWC STANDARD ALT. RESTRAINING EXCAVATI01 FIrE TEES & 90' 45' ELBOW 22-1/2' 4"•6"TOPSOIL RESTORED TO RCONST DURING CONSTRUCTION (NO SEPARATE PAYMENT). THE CONTRACTORSHALL DETAIL W.18 FOR ACCEPTABLE FO EXCAVATIONS INOSHA'SAFETYANDHEALTHREGULATIONS 7. GASKETS SHALLBEVIRGINSBRPERASTMD2000 FORCONSTRUCTION',CHAPTER XV110FTITLE 29, CFR, PART TEST PLUG s ~ ;r-°''1°1JN~m- SHELL MAA 610, COMPOUNDED FOR WATER AND SEWER 1926. THE CONTRACTOR SHALLHAVEACOMPETENTPERSON SERVICE.
REPORT IMMEDIATELYALL WATER MAIN AND LATERAL BREAKS TO PWC A. INSTALL, TESTAND STERILIZE NEW MAIN AND LATERALS. SIZE OEADENDS ELBOWS & CROSSES ELBOWS ALTERNATE RESTRAINING SYSTEMS. AS REQUIRED ORIGINAL GRADE AND SEEDED OR 1826. THE C+ C 3 2 BELL OD+B"MIN. SODDED AS INDICATED ON ONSITEAT. DISPATCHER AND TO THE OWNER'S REPRESENTATIVE AND SHALL INITIATE LATERALS SHALL BE INSTALLED ADJACENT TO EXISTING SERVI E S° 4 S DRAWINGS. ONBITEATALLTIMESDURINGEXCAVATIONANDBACKFILLING. , - BOLTS 6. FLANGE SHALL BE DUCTILE IRON PER ASTM
IMMEDIATE REPAIRS TO PWC STANDARDS. CONTRACTDR SHALL NOTOPERATE 18" INSIDE R/W, (EXISTING SERVICE IS ACTNE). B" 7 10 5 _ 3 2.) PIPE GREATER THAN 121NCH BELL 00+24"MAX. PWC WATER MAIN VALVES WITHOUT PWCAPPROVALAND SHALL COORDINATE ALL 12" 15 21 1 } 6 DIAMETER SHALL REQUIRE RESTRAINT 2. CONTRACTf 2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN ~ I I 536,GRAOE 65-05-t2: OR STAINLESS STEEL PER 1 1 ASTM A-240, TYPE 304. GUTS IN PARED AREAS, TRENCH WIDTH SHALL BE MAINTAINED ~j
VALVE CLOSINGS WITH THE PWC.THECONTRACTORSHALLFAMILIARIZEHIMSELF B. TRANSFEREXISTINGMETERTONEWMEIERBOXANDTIENEWWATER CUTS INPAI WRHWATERSYSTEMINTHEAREASOASTOLESSENTHECHANCEOFSERVICE LATERAL TO EXISTINGOOMESTICSERVICE. BLOWOFFSERVICEATHOSEBIBB JOINT PIPE FOR THE PROPER LENGTH. AT THE MINI AT THE MINIMUM PRACTICAL WIDTH, i i! II I .`~t NUTS g, DIMENSIONSSHOWN ARE FOR REFERENCEAND rf.. i \ ~ MAY VARY BASED UPON MANUFACTURER SLEEVES 3.TYPE3TRENCHCONDITIONSANDAMINIMUMOF4 \ ~ \ I~ ``h' sHALLB6siMILARmNATURETOTHATSHDwN
INTERRUPTION. ON HOUSE ONLY IF EXISTING METER HAS NO LOCK VALVE OR IS INOPERABLE. 3.) COMPACT FITTINGS ARE NOT - - - - WHENMAINISNOTTOOEABANDONED,CONTRACTORSHALLUNCOVEROLD ACCEPTABLE. STANDARD FITTINGS - _ III 3.1YPE3TRE OF COVER MUST BE MAINTAINED WHERE RESTRAMT JOINT ~ ~ \ \ \ ~ ~ \ ' S , ' ~ , \ \ , 1~ t AND SHALL NOT DEVIATE IN ESSENTIAL DETAILS. PIPE IS SPECIFIED ANDS.5'OFCOVERINALLOTHERLOCATIONS FULL 1~, h'\ 1
2. THE CONTRACTOR SHALL NOT USE HOUSE HOSE BIBBS OR ANY OTHER CORPORATION AT MAIN AND CLOSE CORPORATION TO ABANDON OLD SERVICE. ELBOW SHALL BE USED WITH CONCRETE = I ~ I Ii ~ 1~ (r~ I i ' OF COVER P ~I~ -I I=II PIPE ISSPE METHOD OF BLOW OFF WHICH ALLOWS DOMESTIC WATER CONTAINING SEDIMENTS (NO SEPARATE PAYMENT). M.J.PLUG THRUST BLOCKING. _ .III III- UNLESS SHI UNLESS SHOWN OTHERWISE ON THE PLAN PROFILE. CIRCUMFERENTIAL ~ I ~'1\t ~1 tt ~ I (l,,', m. PIPE SURFACES SHALL 86cLEANEDTHOROUGHLY GASKET h,'~ht ,t`' TO PERMITAGOODSEAL PRIOR TOINSTALLATION. 1 1'
OR HIGH LEVELS OF CHLORINE TO PASS THRU RESIDENTS METERS. THE CONCRETE 4,) THRUST BLOCKS SHALL BE n UNDISTURBED CONTRACTOR SHALL BE RESPONSIBLE FORALL DAMAGES RESULTING FROM C. AFTER ALL SERVICES ARE TRANSFERRED TOTHE NEW SYSTEM IN A THRUST INSTALLED ON SEWER FORCE ~ =1 SOIL 4. LOOSE SOIL TREETORVALVETOVALVE,CUTOFFVALVEONEXISTINGSYSTEMAND BLOCK N R HOWN. w III- AS"NATIVE' 4. LOOSE SOIL OR SELECT MATERIAL IS DEFINED J-~-~ I~~. ~~~h~ n. AFTER TAPPNG VALVE IS ASSEMBLED TO SLEEVE AS"NATIVE"SOIL EXCAVATED FROM THE TRENCH, ; 11 PRESSURETESTASSEMBLYUSINGTESTPLUGINNECK FREE OF ROCKS,FOREIGN MATERIAL,AND ARMORS ti ~'~4~~C I WASHERS OF SLEEVE. TESTSHALL BE APPROVED BY PWC PROJ,
ALLOWING'DIR1Y" WATERTOENTER RESIDENT'S PLUMBING SYSTEM, SUCH AS S . MAIN INTHE MIA NE S _ ~ _ N CLOTHING CLOGGED SCREENS, ETC. ABANDON EXISTING MAINS AS INDICATED IN THE DETAILS, ~ I (TYP•) N -I o ( ( REMAINING TRENCH BACKFILL FREE OF RC WATERHEATERS,STAI ED z ~~I 5.)IFSAC-CRETE IS USED, MIXING COMPACTEDT095%MAX.DENSITY FROZEN EN TY FROZEN EARTH. t_ t~j COORDINATOR PRIOR T08EGINNING TAPPING PROCESS ~ Uf'IER BAR AFTER COMPLETION OF TAP RE-TEST COh1PLETED
HE D. CONTRACTOR SHALL SUPPLY NEW METER BOXES AND DISPOSE OF _ MUST BE ON SITE UTILIZING A ®II i w IN MAX.12"LIFTS FOR NON•PAVED 3. WHERE PLANS INDICATE EXISTING WATERVALVE TOPIRIM AND INVERT, T f I w = i AREAS. SEE APPLICABLE PAVEMENT 5. REDOING M, MECHANICAL MIXER. INVERT IS THE ELEVATION OF THE TOP OF THE VALVE OPERATING NUT. DELIVERED TO PWC WAREHOUSEXON BELT BOULEVARD FAYETTEVILLE NAC~ BE p CELARIFICA ON OF CONSOTRUCTION ~i1 w III- PATCH DETAIL FOR PAVED AREAS. WALLS AND iNT 5. BEDDING MATERIALSHALL EXTENDTO UNDISTURBED TRENCH 1T4 LF ASSEMOLY PRIORTO EXTENDING NAIN. WALLS AND TRENCH BOTTOM, BEDDING MATERIAL `x~~>>
REQUIRED AT DEAD ENDS UNDISTURBED 6.) NO CONCRETE SHALL BE III-I ~ I WILL NOT 81 ITY F THE EXISTING WATER SYSTEM AS - THRUST THE PROJE+ 4. DUE TO THE QUESTIONABLE INTEGR 0 E. CONTRACTOR SHALL CHANGE OVEROLD METER TO NEW SERVICES OR ~ SOIL PLACED ON BOLTS. WRAP =I ~ ~ WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY i 12. rHE NUMBER OF BOLTS, NUTS AND WASHERS SHOWN THE PROJECT REPRESENTATIVE AND ONLY ~ ! ARE FOR ILLUSTRATION ONLY, ACTUAL QUANTITY SHALL BE AS RECOMMENDED BY THE SLEEVE
RELATING TO NEW CONSTRUCTION, CONTRACTOR SHALL INSTALL NEW WATERAND BLOCK BACKFILL LIGHTLY TO 12° FOR THE AI TRANSFERALL5ERVICESPRIORTOBEGINNINGSANITARYSEWERCONSTRUCTION. INSTALL NEWMETERFURNISHEDBYPWC.SAMEMETERNUMBERSHALLBE DEAOEND AREA OF JOINTFITTINGSWITHPLASTIC. -II FOR THE AUTHORIZED QUANTITY. MANUFACTURER FOR THE REQUIRED SERVICE. 6. BEDDING MATERIAL SHALL BE PROPERLY RODDED 12. SEE TAPPNG VALVE DETAILS FORADDI7IUNAL INFO.
THIS MAY BEACCOMPLI5HEDSTREETBYSTREETTDALLOWSIMULTANEOUS INSTALLED ON SAMEADORESSAND/ORCUSTOMER. HORIZONTAL BEND BEARING ABOVE PIPE IN 6' LIFTS (95% 6. BEDDING ML 7J CONCRETE SHALL BE T~AT MAX DENSITY COHEStONLESS SOILS ANDCOMPF WATERANDSEWERCONSTRUCTION. WATERSHALL BE INSTALLEDUTILIZINGA J A MINIMUM3,000psI. 3II I III: 90% MAX DENSITY COHESIVE SOILS) SOILS AND COMPACTED AROUND THE PIPE HAUNCHES. 13. SEEALTERNATE DUCTILE IRON TAPPING SLEEVE SOILS)
PWC APPROVED CUT-SHEET INDICATING WATER MAIN INSTALLATION DEPTH BELOW ( _ 8.) ALL BEARING SURFACES SHALL BE ~--t 7. TEST FOR D ENGINEER SUPPLIED REFERENCE POINTS. ~ { I- t-I~: OPTION OF' 7. TEST FOR DENSITY OF COMPACTION MAY OE MADE AT THE STAINLESS STEEL TAPPING SLEEVE PUBLIC WORKS COMMISSION NO DATE REMSION OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE FAYETTEVILLE, N.C.
SIDE EXCAVATIONS TYP.) ~iX AGAINST UNDISTURBED SOIL AND _ ( SHALL BEAPPROVE08YPWGPROJ. ~•~•.i;•,.-+%: WATER MAIN MATERIAL SHALL CORRECTEI - CODRDINATORPRIORiOPLACEMENT h ~ " BE AS SPECIFIEDANDSHOWN TO THEOWI CORRECTED BY THE CONTRACTOR AT NOADDITIONAL COST TO THE OWNER THE ENGINEER NAY HAVE COMPACTION DWG. N0. DWG. BY PWO TEST PERFORMED AFTER THEOACKFILLISCOMPLETE, SHEE7N0, W.11 WATER RESOURCES
.1`. - /J.,, :;7;.:.:r".`V., ;:;;-y TEST PERF( ELBOW OF CONCRETE, ~ - ON THE DRAWINGS. :~1=L= ~ II. CONTRACT( CONTRACTOR SHALL BEREOUIftEDTOEXCAVATETO 1 OF 1 DATE JAN. Oi, 200 APPROVED BY J.e.. ENGINEERING DEPARTMENT VARIOUS ELEVATIONS FOR DENSITYTESTING EXCAVATION,
° 9.) USE OF RESTRAINED JOINT DUCTILE _ 4°MIN SUITABLE LOOSE VARIOUS El IRONWILLBEREQUIREDIFSOIL =IIII-II III°i-I-II II~ "-III=-)Tf II=I=i=III= I=1TI SOILBEDDINGFROMTRENCH BACKFILL AI OACKFILLANDRECOMPACTIONSHALLBEPERFORMEDATNO FILE NAME: SSTAPPING SLEEVE ADDITIONAL COSTS TO THE OWNER.
CONDITIONS DO NOT ALLOW THE USE EXCAVATION (SEE NOTES 4 & 5) ADDITIONAL OF THRUST BLOCKS CONTINUOUS 12 G0. THHNTRACERWIRE UNDISTURBED
•~y'• ~i~., 10.)ALLVERTICALBENOSSHALLBE REQUIRED FOR SOIL RESTRAINED USING RESTRAINED ALL NON-FERROUS PIPE , 1'-6' _PWC STANDARD PENTAGONAL (TYPO OPERATING NUT OPEN NOTES:
CONCRETE - JOINT DUCTILE IRON PIPE. (FROM VALVE BOX TO - SHALL BE KEPT VALVE 80X) w COUNTERCLOCKWISE. z 1. FIRE HYDRANT SHAD BE MODELS 2 MANUFACTURED BY MUELLER CO.
ALL BEARING CLEAR OF PIPE SURFACES JOINTS(TYP.) a5 2.2112"NOZZLES 81-0.12'NOZTLE (CENTURIAN),AMERICAN VALVE AND WITH FIRE HOSE COUPLING THREAD IN HYDRANT CO. (MODEL MARK 73),
SHALL BE AGAINST UNDISTURBED CROSS ACCORDANCE WICITY Of fAYE7TEVILLE CLOW MEDALLION OR APPROVED EgUAL. STANDARD. NOZZLE GAPS SHALL
TEE GROUND (TYP.) - BE SECURELY CHAINED TO THE 2. ALL VALVES AND HYDRANTS SHALL HAVE NO DATE RENSION HYQIANTS BODY BHE CURB WITHACONG PROTECTORHIND GLANDMJERESTRAWTORANCHOR LUGS
No DATE REV1sIaN PUBLIC WORKS COMMISSION No DATE REwsION TYPE 3 TRENCH PUBLIC WORKS COMMISSION iION FIN. GRADE m VALVE BO RINGWHERE2T&30'WIDE STREETS AND 314"DIA STEEL ANCHOR RODS. BEFORE YOU DIG ARE CONSTRUCTED 3. 314' DIA, STEEL RODS AND AIL BURIED SURFACE6
WATER UTILITY NOTES PUBLIC WORKS COMMISSION CONCRETE THRUST BLOCK DETAIL FAYETTEVILLE, N.C, WATER MAIN BEDDING DETAIL FAYETTEVILLE, N.C, FAYETTEVILLE, N.C. 1 AN OS REVISED NOTE 5A 1 JAN 05 REVISEDTABLE,NOTEi 4-1/z° g° ~ sHALLBE PAINTED wITHZCOATS OF CALL 48 HOURS BEFORE ri-Z :BARREL 81TUMINOUSPAINT.MARREDORSCRATCHED YOU DIG!
N0. DWG. BY PWC DWG. N0. Vy,~ 7 DWG. BY PWC WATER RESOURCES 2 SEPT05 REVISED TABLE SHEET N0, DWG. N0. W,~ 9 DWG. BY PWC WATER RESOURCES SHEET N0. DWG' W,1 WATER RESOURCES SHEET N0. w ~ - BPoCK SURFACES SFLALL BE REPAINTED. PAINT SEE CONCRETE SHALL CUREPRIOR TO BACK FILLING TRENCH, .NT 6°GAr6vALVE rHRUSreLOCK ONE-CALL CENTER, INC.
1 EPARTMENT 1 of 1 JULY 01, 2007 APPROVED BY J.E G. ENGINEERING DEPARTMENT 3 FEB 07 AODEDNOTES9&10 1 OF t DATE JAN, 01, 200 APPROVED BY J,E G. ENGINEERING DEPARTMENT 1 OF DATE JAN, 01, 200 APPROVED BY J.E. , ENGINEERING D °o FILE NAME: WATER UTILITY NOTES.DWG FILE NAME:THRUSTBLOCKOWG FILE NAME: WATER BEDDING.DWG HZ DETAIL q, FIRE HYDRANT SHALL BE FIELDPAWTED 1-800-632-4949 m N Q IN ACCORDANCE WITH PWC STANDARDS. BEFORE
ti ;i ~ PROJECT IS ACCEPTED. 'a 1 I ~ ~ 5. HYDRANT VALVE SHALLBE PLACEDAS CLOSE AS
`W N E: _ _ 6"D.I. PIPE i POSSIBLE TO THE MAIN, BUT DO NOT PLACE VALVE IN PROPOSED OR EXISTING CURB AND
S 1. ALL MATERIALS SHALL 4.CONCRETE COLLAR ONLY (TYPICAL- NEW FIRE HYDRANTS CONNECTED TO EXISTING WATER MAINS) QER MAINS) I GUTTERJFTHE STREET I5 SOIL AND NO PAVING SEE NOTENS m IS TORE DONE AT TH15 TIME, THE LOCATION ..1 OF THE VALVE IS TO BE DETERMINEC BY THE PWC
E BE APPROVED BY PWC TO BE INSTALLED ON CITY OF TOP TO BE FLUSH WITH VALVE BOX PROTECTOR E FAYETTEVILLE MAINTAINED FINISH GRADE AND LEFT RING SHALL BE PLACED WHERE NOTES: t. PROPOSED FIRE HYDRANTS SHALL 8E INSTALLED IN ADVANCE OF SEWER CURB FOR THE PROPOSED FI Q 2. WHEN INSTALLED IN A STREETS, AND ON EXISTING EXPOSED VALVE RLOCATED INNON- MAIN CONSTRUCTION. THE CONTRACTOR SHALL SEQUENCE THE HYDRANT SECTIONS AND THE FLANGE E IB FOR THE PROPOSED FIRE HYDRANT IS INTERPOLATED FROM CROSS - UNDISTURBED PROJECT COORDINATOR. TIONBANDTHEFLANGEELEVATIONSHOWNISAPPROXIMATE. FIRE SOIL , DI TEE OR TAPPING 6. FIRE HYDRANTS SHALL BE PLACEDAS DIRECTED BY
m PAVED AREA METER BOX MAINS LOCATED IN PAVED TRAFFIC AREAS. SEE VALVE i. ALL MATERIALS SHALL BE IN ACCORDANCE o CONCRETE THRUST BLOCK BOX PROTECTOR RING DETAIL. WITH PWC STANDARDS. INSTALLATION TOPROVIDEAND/OR SUPPLEMENT WATER MAIN FLUSHING IF HYDRANTSHALLBEINSTALLE IRANTSHALLBEINSTALLEDINACCORDANCEWITHTHEFIREHYDRANT SLEEVE ASREOUIRED THEPWCPROJECTCOORDINATOR. I VALVE INSTALLATION DETAIL. VARIES -.I SEE TAPPING DETAIL.
ni SHALL BE SET 114" ABOVE AR[iAS PAVEMENT BREAKS OCCUR AND VALVE INSTALLATION DE' ro FINISHED PAVEMENT 2. RESILIENT WEDGE GATE VALVE SHALL BE AS 4 GRADE AND PAVEMENT S. BLOW OFF ASSEMBLY NOT 3000 PSI POURED 12. TURF MANUFACTURED BY MUELLER CORP., 2. FIRE HYDRANT CONNECTIONS TO EXISTING WATER MAINS SHALL BE B. THE CONTRACTOR SHALLSI 7 CU FT. p57STONE 1. HYDRANT BRANCH SHALL NOT BE BACKFILLED p{IU11 t+Thq IECONTRACTORSHALLSUBSTITUTEVARIOUSBARRELDEPTHSWITHIN UNTILINSPECTEOANDAPFROVEDBYPWCPROJECT ~~;~CpRp(~9 ~ PLACEDTOALEVEL 4' M.J. CONNECTION WITH IRON \ ^j AI PROJECT(LE.FIREHYORANTNO.IINDICATESAS'•0"OEPTHOF ABOVE DRAIN OPENING RETAINING GLAND M.J. RESTRAINT COORDINATOR. peeea 'YY ~i
~ FEATHERED TO TOP OF TO BE RE-USED UNLESS ' f AMERICAN DARLING, CLOW CORP., OR THE PROJECT LE. FIRE H 0 ~ CoLl~ACRE CONCRETE F+--?I APPROVEDEQUAI. MADEUSINGATAPPINGSLEEVEANOVALVEBYW'ETTAPCONNECTION. gURY,ACTUAL(CONDITIONSC! o gOX, APPROVED BY PWC. _ ~ THE TAPPING SLEEVE AND VALVE SHALL BE PRESSURE TESTED PRIORTO p _ HYDRANT N0.2 INDICATES A 6 Y, ACTUAL CONDITIONS CALL FORA 6'-0" DEPTH Of BURY, FIRE SEE NOTE 2 AND PWC STANDARD g GATE VALVE AND BOX SHALL BE IN : ~ P SI n• •tio• 3~4"DIA. STEEL RESTRAINING DETAIL. s ~ S v J•~/ RANT N0.21NDICATESA6'DEPTHOFBURYACTUALCONDITIONS ANCHORRDD ACCORDANCEWITHPWCSTANDARCDETAq.. ` ~ 'Y.9~•ti•
` n . c ~ --I~ _ ° ~ II ! ~ I- 3. ALL VALVES SHALL HAVE 2' SQUARE AND AFTER THE COMPLETION OF THE TAP INTHE PRESENCE OF THE REQUIRE A 5' DEPTH OF BURY, ~ 3.METERBOXANDVALVE 6. REMOVE ENTIRE ASSEMBLY .;~_._.__.II,' ;I'-,I OPERATING NUT AND SHALL OPEN ENGINEER TAPPING SLEEVE SHALL BE FILLED WITH WATER PRIOR TO UIREA 5' DEPTH OF BURY, THEN A SUBSTITUTION WILL BE REQUIRED). 1 EA. SIDE,2 TOTAL) EXTENSIONS SHALL BE APPROVEDOYTHEENGINEERPRIORTO _ 9. HYDRANT EXTENSIONS SHALL BE APPROVED o
N BOX SHALL BE IN FROM BELL OF WATER MAIN ~ o~;- - a , _ ALL EXTENSIONS SHALL REAP _ COUNTERCLOCKWISE. I!~ ACCOROANCEWITHPWC PIPEWHENEXTENDINGTNE 2"SCHED80PVC- ~ -0' A_'<.'o_) _III,-III- -I_= PRESSURIZATION FOR SAFETY PURPOSES. 'ALLATIONANDONLYAFTERALLEFFORTSOFSUBSTITUTIONARE 6'D.LPIPE I BY PWC PROJECT COORDINATOR. :Q Cr7L~ S I 1 • JV` o RUSTED. _ + _
m DETAILS MAIN _ - _ - CONCRETE COLLAR _ - =1 ..-;i 4. VALVE BODY,80NNET&GATESHALLBE INSTALUITIONANDONLYAFTE ~ 90° ELBOW III-1 ~ - I . ~.~L_' SHALL BE PLACED I-III_ ~.II I -i_ 3. THE CONTRACTOR SHALL HAVE THE EXISTING UTILITIES LOCATED IN EXHAUSTED. _ _ WHERE VALVE IS IN A I I DUCTILE IRON CONFORMING TO ASTMA•536. THE VICINITY OF THE PROPOSED FIRE HYDRANT PRIORTO REQUESTING _ ~ L ~e ZQZ~ d ~ ~ HERE INDICATED TO TIE EXISTING FIRE HYDRANT TO NEW MAIN, ~ e
N _I I -i i TRAFFIC AREA. ~ i I ICI I ( ~ i CONSTRUCTION STAKES. THE PROPOSED LOCATION MAY BE SHIFTED OR 9. WHERE INDICATED TO TIE E; s CONCRETE COLLAR "S 21 PVC i ~ ( j;' , S. VALVE BODY AND BONNET SHALL BE RELOCATED BY THE ENGINEER IF CONFLICTS EXIST (LE. GAS SERVICES, CONTRACTOR SHALL PROVIDI n IN PAVED AREAS 18" a 2 DR I-,' ~ VALVE BOX ~ !j•; _ COATED ONALLIMERIORANDEXTERIOR E~0.NECESSARYTOPROVIDE TRACTOR SHALL PROVIDEALLLABOR,TOOLS,EQUIPMENT,MATERIALS, ~e `V~r~,, t, .NECESSARY TO PROVIDEACOMPLETElNSTALLATION. FIRE HYDRANT s^GATEVALVE ".,S~Cjt~~;r•~~.`,
~ CONC. PROTECTOR _ SEE DETAIL i _ UGE TELEPHONE, ETC.). 2" SLIP ON CAP ~ 1 :---I I !F I i 1- . y~ i I I-- _ _i -1-1 SURFACES WITH A FUSION BONDED EPOXY SHALL 8E TRANSFERRED TO N RING INNON-TRAFFIC p 2"SCHEDBOPVC-- -III,-' _ _I NCDOTCONCRETE -III - -~I. 1' INACCORDANCEWITHAWNVAC-550.90. q, THECONTRACTORSHALLVERIFY(BYDIGGING),INADVANCEOF ACCEPTED. HYDRANTSSHALI LL 8E TRANSFERRED TO NEW MAIN ORANCH LINE AFTER MAIN IS 2COAT5OF • „ J 1 f M.J. CONNECTION BITUMINOUS PLANT ~I "s~' EPTED. HYDRANTS SHALL NOT BE OUT OF SERVICE FOR GREATER ALTERNATE RESTRANT SYSTEM RESTRAINING RODS ` n?`t ^Y f ' '
~ AREAS. ~ FIPADAPTOR - - ` ( IIII BRICK I I° I 11_ ~ T THE EXISTING WATER MAIN THAN 24 HOURS. CONTRACTC ~ =I I _ .III-III ;I ~ !~-III- Ir- I- 6. ALL VALVES24"AND SMALLER SHALL HAVE INSTALLATION AND MATERIAL PROCUREMEN , u 12 GA. THHN TRACER - i MATERIAL, SIZE, CLASS, DEPTH AND LOCATION FOR EACH INDIVIDUAL FIRE DEPARTMENT OF OUT OF SER' N24HOURS.CONTRACTORSHALLNOTIFYFAYETTEVILLEFIRE ,7JV ~~°J, O1.+V~'fr. ARTMENTOFOUTOFSERVICEFIREHYDRANTSPRIORTO FIRE HYDRANT AND PUBLIC WORKS COMMISSION No DATE REMSION Y~J1j~uuau!r~~
- + A SAFE WORFUNO PRESSURE Of 260PSI, HYDRANT LOCATION IN ORDERTO SUPPLY PROPER SLEEVE TYPES, BARREL CONSTRUCTION. ry METER 00X 12 BRASS NIPPLE I L_=III."=:_ WIRE SHALL BE CONTINUOUS L~ I i:,-1_~, ti "i _ BETNEENVALVESWITHOUT - J. - ~ ( _ / / - / 7. SEE VALVE BOX DETAIL FOR ADDITIONAL LENGTHSANOOTHERREQUIREDMATERIALSTOACCOMMODATEEXISTING sTRUCnoN• VALVE INSTALLATION FAYETTEVILLE, N.C. 1. 10!23103 REVISED NOTE N4
U i _ ~j, / - SPLICES AND SHALL BE - , ; 10. S00 SHALL BE REPLACED! + _ I INFORMATION. MATERIALS ENCOUNTERED AND SITE CONDITIONS. 2' BALL VALVE ^ (--i I I- ~ III-- I INSTALLED ON ALL NON __i- I,-1 -I I_ ~ ~ . ~ I OWNERS LANDSCAPING FENC 300SHALLBEREPLACEDWHEREAPPLICABLE. DAMAGE TO PROPERTY DWG. N0. 11,13 DWG 0Y PWC WATER RESOURCES JERS LANDSCAPING FENCES, ETD. SHALL BE REPAIRED OR REPLACED SHEET N0.
I I I II I METALLlCPIPELINES. _ 1 , I CONCRETE THRUST ; _ _ _ 8. SEE VALVE BOX PROTECTOR RING DETAIL 5.7HE INFORMATION CONTAIPtEVD IR COROSAND AVAILABLE FIELD RT" WAS TO THE PROPERTY OWNER'S: FORADDITIONALINFORMATION. PRODUCED USINGEXIS LNG C RIGHT-OF•WAY. NOSEPARAT 'HE PROPERTY OWNER'S SATISFACTION, TO INCLUDE WITHIN 1 DF 1 DATE JAN. OL 20 B.PPROVED BY J.E ENGINEERING DEPARTMENT iT-OF•WAY. (NO SEPARATE PAYMENT). FILE NAME: FHCC.DWG
m I I BLOCK, PER PWC o ' ' INFORMATION. THE INFORMATION IS INTENDED TOASSIST THE ~ DETAlLW.77 WATER ALV WATER 11, THE UNIT PRICE BID SHALL 'HE UNIT PRICE BID SHALL INCLUDE ALL LABOR, MATERIALS, IPMENT, TESTING, FIELD INVESTIGATION, UTILITY LOCATIONS AND ANY
Z BRICK I ~ 12"BRASS NIPPLE 72" MJ SLEEVE ALV MAIN MAIN 9 ON CCITY OF FAYETTEVILLE MAINTAINED LEO CONTRACTOR, BUT IS NOT GUARANTEED. THE CONTRACTOR IS ENCOURAGED n STREETS, AND ON VALVES INSTALLED ON TO VERIFY ALL THE PROVIDED INFORMATION. THIS INFORMATION IS EQUIPMENT, TESTING, FIELD II APPROXIMATE AND MAY NOT BE ACCURATE, ANDALLOTHERINCIDENTALS ALL OTHER INCIDENTALS REQUIRED FOR PROPER FIRE HYDRANT LA.RR Y KING ~c ASS 0 CIA TE S p -RELATION INCLUDING BUT NOT LIMITED TO FIRE HYDRANT MATERIALS DETAIL S
, _ - i EXISTING MAINS (INCLUDING TAPPING INSTALLATION INCLUDING BUt ~ TRACER WIR -1 I_I--I ---III-, ~ I 1-_- .,-1 i I I ( - 6. THE CONTRACTOR WILL BE REQUIRED TO SUPPLY VARIOUS LENGTHS OF AND LABOR, VARIOUS BARREL `II --III-III ~t'-Ii-- IIi_-III-Ili--=--III'--II SLEEVES ANDVALVES)LOCATEDINPAVED LABOR, VARIOUS OARREL DEPTHS, EXTENSIONS, OFFSET CONNECTORS, REVISION S PING SLEEVE, TESTING, TAPPING VALVE, TAPPING OF EXISTING MAIN, e ~ ° C A °
AREAS. BARRELS AND HYDRANT EXTENSIONS TO ADJUST FOR WATERNAINDEPTHS TAPPING SLEEVE, TESTING, T! 2"SOR•21 PVC WATER ~ IN RELATION TO TOP OF EXISTING CURB GRADE, TOP OF PAVEMENT, 2"BALL VALVE I I MAIN VALVE IN NON-TRAFFIC AREA FITTINGS, TRAFFICCONTR L. 'INGS, TRAFFIC CONTROL AND SIGNAGE, SOD, SEEDING, PAVEMENT 1FT~ ppi?~/ 111 Q AIR, REMOVINGANOREPLACINGPAVEMEN7,PAINTINGINA000RDANCE T~10 BALE LANE P•0• OOX 53787
m 12' BRASS NIPPLE VALVE IN TRAFFIC AREA EXISTING DITCH GRADEANDIOR RIGHT-OF•WAY GROUND ELEVATIONS AS REPAIR, REMOVING ANO REPL ~ IF MAKING WET SLOTTED 2" SCHED 80 NECESSARY. ADDITIONAL FITTINGS AND/OR HYDRANT EXTENSIONS OR WITH PWC STANDARDS, REMC 2r TAP SEE DETAIL VALVE80X I I PVC 90°EL80W OFFSET CONNECTORS MAY BEREQUIREOTOMAINTAINPROPERCOVER. EXISTINGfEATURES,ADJUSTI 9 PWC STANDARDS, REMOVING AND REPLACING LANDSCAPING AND >TING FEATURES, ADJUSTMENTS REQUIRED DUE TO EXISTING UTILITY
i (NO SEPARATE PAY). W.158 " ANDfOR REPEAL NIG ALL~DAMF ,Np _X2 TAPPING SADDLE IFLICTS,EROSIONANDSEDIMENTCONTROLMEASURES,REPAIRING at COTT0~1 SQUARE 1333 MORGANTON ROAD, SUITE 201 dOR REPLACING ALL DAMAGES, FIELD INVESTIGATIONS AND ALL ELSE
REQUIRED FOR COMPLETE INI o W~ NR _ = - MJ PLUG IUIREDFORCOMPLETEINSTALLATION. FAYETTEVILLE, N. C. 28305
o eunina va v~nn O RPms HFTOP OF THE OPERATNG NIUT.ATHE ALT TCI ~ounNl~• fa a nl a~~_a~nn
2"SCHED 80 PVC TO BE REMOVED FIPADAPTOR WHEN EXTENDING BARREL INFORMATION SHOWN IS CALCULATED USING AN INTERPOLATION ILLLI I IVIYL. I V~ vv i~vv
U 12" BRASS NIPPLE MAIN BETWEEN THE TWO NEAREST VALVES. THE GROUND ELEVATION ANDIOR TOWNSHIP: SEVENTY FIRST COUNTY: CUMBERLAND FAX: [phone]
p X2 TAPPING SADDLE CONCRETE THRUST BLOCK NO DATE REVISION FIRE HYDRANT PUBLIC WORKS COMMISSION SION NO DATE REVISION
2" BLOW OFF PUBLIC WORKS COMMISSION No DATE REVISION ~ GATE VALVE PUBLIC WORKS COMMISSION FAYETTEVILLE, N.C. ADDITIONAL GENERAL NOTES FAYETTEVILLE, N.C. FAYETTEVILLE, N.C. CHANGED FITTINGS TO SCHED 80 Nor-_ 1 6106 ADDED NOTE #9 nawft W DWG. NO. W.6 DWG. BY Pwc WATER RESOURCES SHEET NO DWG. N0. 11,12 DWG. BY PWC WATER RESOURCES STATE: NORTH CAROLINA DATE: 1-08 SURVEYED BY: FIELD HOOK AND sc; NTS DRAWN BY. pdm FuE REF. P:\P07-062-rWO-8oie- c
o SHEET NO. DWG. NO. W,15 DWG.BY P C WATER RESOURCES 2 11/06 REVISED CONFIGURATION SHEET NO. - 1 OF 1 ENGINEERING DEPARTMENT 3 1 of 1 ENGINEERING DEPARTMENT 1 OF I DATE AUG 1, 200 APPROVED BY JEG ENGINEERING DEPARTMENT DATE JAN, 01, 20 APPROVED BY J.E G. 17 DATE JAN 1, 2007 APPROVED BY J.E.G. ENT PROPERTY OP GILLIS GROUP PARTNERSHIP CHECEED & CLOSURE BY: LARRY KING DRAWffiG NOC 11 of Cl 2 FILE NAME: FH NOTES.DWG
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.S 49" NOTE: USE TYPE "E", "F" AND "G" GRATE 3 Q Q ~ ]D~ O p UNLESS OTHERWISE NOTED. mNI ~ ~ ~ U
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mZ 2~ m - ~ L--.- ~ 00~2Z H ~ ~ ( ~Z TYPICAL SECTION FOR
Z~DDm ~ 1 n fW-U~OCZ'3 O Z 65' PVM'T (VERTICAL CURB)
O O r- o a~ ~Q N.T.S.
n = ~ Z SECTION - LL SECTION - MM O p ~ Q~ ~ o d F ~ , -v Z H DHO9 Z~=U Q H~~v
O'-~{A \ A A ALIGN FRAME WITH INSIDE 3/" 1-H mZT=~ ~-SLOPE AS INDICATED ON PLANS ~~aHZ ~ i a, ,y .-j D PLACE GA004E OR _ay g~ ,:a''- O O Z u-~aHz oo~x
~ H . j EDGE OF WALL TO ALLOW I j W O o o ~ o ~ BELL END OF PIPE , ~ / a z Z N ~ ~ - FOR VERTICAL ADJUSTMENT L.1., \ ~ p sTZDm TO FACE DF WALL i ~I ~ ~U~O~ WQ~IL= ¢U~O~
WALL SECTION I - ~ {i, [ ~SMZH ~ ! z H O r - - - i ~ --:-t-~ t m ~ o ~ ~ W
_ ' - ~ SECTION - 86 g-~D ~ ~I ~N- o v7~ - I D ~ _ i I z of U z, r-r Noo~Q 80' R W Z ,Hx~
1~. SECTION PP SECTION - NN ~H ~ - I - - r I i~;; i~I ~ 3,-~i"cDNC. , > ~H m ~ vIO I, ~ r ~1, PIPE 4`q-BARS- , a o aH
z IrA..!i~ ~,I~~ iii - ~ ~ PLAN w° 0
- `m 4~ Z t- I ~I I , - ~ - ~ 171 FRAME,GRATE, & HOOD ASS Y 1 ti `ro `NI N ®(n i ~ r „ j 65' PVM'T
~ z I ,CAI \ ~ ~ O PLAN I 1? _ ¢ _ _ h-..~ ~ O B ~ 1- _ 32.5' 32.5'
(n r n r n r, ' ~ ~ m FOOTING 6 2 -0 ~ 6 C7 rn m _ 1-- Z z ~ (IF coxsT. Jornr IG as6D~~ DOWEL L!8 ~ 21 5' dope
O ~ _ ~ ®HU- ~ ~ Z c M G END ELEVATION BAR•"X" '"'d U! _ ~ ~ ~ ~ Scope 2.5' 12' 72' 2.5' SIDEWAL ~ 5
N ~ of D g~ r 9d3 D Y ~ _ „ t 1 4°'t p ~ W ~ I t~4„ T, --e t 4~~t1' - 4 r- =III=
, D ~ O K ~ ~ N N N i34 ~ ~ N CC ~ O ~ _ --ti's -DOWELS IN ENOWALL WITH REINFORCED CONCRETE PIPE Z r Q J ~ e
L m c ~ / O ~ ~ 01 I ~ ~ ~ ~ ~ I ~,1 ~ PIPE SINGLE PSPE DOUBLE PIPE ~ ® ~ O :U O Irl y ~ is r
D ~ O SEDTIDN - AA ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 12 i ~ I i ~ LOCI DIR. 15" 18" 24" 30" 36" 42" 48" 1 16" 18" 124" 80" j 36'_~ 42" r 48" i ~ ~ ~ Ba. ' U O ~ ~ W
(7 ~ Q ~ ~ ~ ~ Z ~ ~ V ~ ~ ~ ( ~ --BARS X' X X' X., X" X' Y* X' Y°. ~ "X" X X„ ..X X - X I Y 1 X . Y ~ O ~ ~ U ~ ~ ~ ~ O I. _ _ ! G QTY. 2 2 3 3 4 4 5 2 2 3 3' 4 4 5 ~ ~I `''I- •w rr ro ~ N ~ ~ D 'f -I- L '-'~'~'J: I-; _ ~ ~ . I _ p :,g ~ D n A D . M I 7 \ H r+ I_- ~ _ - ~ M, arr. 2 2 ~ f i i- z 2 2 2: z, 3 2 i rr ~ ¢ `°t h•l H
Z U-•- = n p ~ ~ Q DOWEL I G QTY. 2 2 3 3 4 4 5 2 2 3 3 4 4.~ 5 Z~ 0 H FRAME PLAN SECTION JJ _ L__ _ ~ - a_ __-j.v D ~ d.
Z O ~ ~ ~ ~ o roTAL LBS_Ls s la la 1s 55 s6 12 12 11s 1s I z3~-77 I 92 I Q Z ~ a S - - QL v ~ ~ ~ ~
.T. ~ 3 r 3/ r 3'-O~e' SSIB' _I N ~ ~ D -OPTIONAL CONSTRUCTION JOINT ~ ~ ~ ~ D ® O 118 1/16 ,L ~ R 3u A ~ Z ~ H OIMENSIDNS AND CONCRETE QUANTITIES = ~ = 0
(n ® ~ ~ - ~ I - - - - - ~ W O ~ ~ z iUSING CONCRETE PIPE ~ U1 ~ ] H -a ¢ - - LI. G O ELEVATION - - H FO F M\ Q b Q [n ~ ~ COMMON DIM1IENSIONS SINGLE PIPE! DOUBLE PIPE J ~ ~ ~ ~ J ~ ~ ~
1 /2u 6 2 .0 g ~ \ v2,~ 1 ~ m ~ Z ~ L_.° H ' _e i._~_ . T a _ ~--I~-_eD3 _I M L - vo'_ z g~j ~ ' , u ~ ~ Z j.7 ~ tf7
to 6 r u n ~ n ~ ~ 1 ~ s 15". i 3~_3~.L. 8„~ 2, 9„1 21/q„ 9~2n 5'-6"~I 0.7 2' 2 7,-e„ 1.0 W Z Z r 6 4 n _ 3%2 3 •0 3%2 g/r, ~3/ - /2 fA ~ ta" i a'-~^;r-1o°; 3'-z".' 21~" lo" s'-4°! l,a 2'_~a' tl"j 1.3 43 ~ W ~ ~ r
-1- ~ ~ 2a a 2 z i ~ i ~ 3 to" s'-o" j „ $-O"' „ 1.51, 3'•5"Lit' S" 2.0 SECTION KK r l~s' _ _
r 5 i j- 2.3 j 4,•3,',13' 5"1 3.1 ~ -11 ~2v ~ ~/Brt 36" 5'-0" 2'-6' j 4'-T i 4/q' 11/2 9 2" ~ _ 2 3.4 5' 0" 16' 0" 4.5 38" , 5'•8" 2'-8'; 5'-6". 43/q" 71%" 11' 0"'I
' 3' 1" 6' A"! 6 11 12'-g",~ ' SHEET 1 QF 2 B SHEET 1 OF 2 ~q2"~6'•2"' ( 1/q" Y2" a,5 '.5'_10" 16'-6"I s.D SECTION AR 6 a s'-e" 2r-o^I a.D
HOOD ELEVATION 840 a 03 SHEET 1 OF 3 I a 3' S", 7 2" 53/q", 11 v2° 14' 4°i _ _ 1. 84°' ' O3 *SEE SHEET 3 SHEET 1 OF 3 SHEET 7 OF 3
O BACK OF CURB G T AND HOOD NOTES: MORTAR JOINTS Y2" TO i/g" THICK. O ®1 F338.O1 v ~ ~ FRAME. AA E USE CLASS "8" CONCRETE THPOUGHDUT. H } ~3~,fl~
H ~ X GEE STD.NO. 640.03 / -TOP ELEVATION USE FOAMS FOA CONSTRUCTION OF THE BOTTOM SLAB. I-¢ TYPICAL 30" VERTICAL CURB Apron-zero
~ H • Z ~ „ 1'•0" ~ / DEDUCT FOA PIPES} FROM TOTAL C0. YDS. OF BRICK MASONRY. Z ~ _ , gfdtla ('`}/h) ~ o o N.T.S.
DIp-10O~7 ~ PROVIDE ALL CATCH BASINS OVER 3'•6" IN DEPTH WITH STEPS 12" H(rOU r O -M ~ U Y Y ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. W J O F..{ Z 11'1 Z = -1 ~ - USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. O O ~ S
~ ~ ~ A- m - - - USE BRICK OR CONCRETE 6LOCK WHICH COMPLIES WITH THE AEQUTAEM13ENTS W Q Z ~ = O D n m l OF SECTION 840 OF THE STANDARD SPECIFICATIONS. F U ¢ O ~ d .
~ Z ~ B IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF 80X, ADD TO SLAB ¢ ~ H y W O - - - - B" x AS SHOWN ON STD. N0. 640.OD. = Z A ~ C A A A ~.3°R , 0 0 o p
S O h1IN. W Z H ~I- '11 MIN' FOR a`-0" IN HEIGHT OR LEGS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE N F" ~ O J p Z ' O ~ H - 6+r D 12" WALL TD 8'-0" FROM TOP OF WAIL AND 6" WALL FOR THE REMAINING ~ O ~ Q O '~9 OH O H~ 3d~ 0 0 0 3tl~ _ 0 p ~ ~ a ° ~e
n S ~ Z MIN 6'-0". OUANTTTES TO aE ADJUSTED ACCOADINDLY. ~ N - ? ~
D D D CONSTRUCT WITH PIPE CROWNS MATCHING. Z ~ D N ~ Z I ' ~ Q ~ H PLAN CHAh4FER ALL EXPOSED CORNERS 1". N Q D I~H O ~ ( i 6" WALL --I"-- 6" WALL ~ 8° WALL H CC ~ UO ~ X ~ W rp~,4N 6„ WALL ' OoaS ~ Z 2 ~ 0 0 0 0 0 0 l~l o ao °
Z DRAWING NOT TD SCALE. r, O ITi Z y -i ~ ro SECTION X-X I I I I_ ~z OOd=Z PLAN .l PLAN rid ~ 4.4 '0 4 ° ~ ~ z - 0~/'~0., 0 0 0 o tc a
TOP ELEVATION = O n ~ 4° W Q lL ~ m ~ Z,.~ ~ ~ RI 6n 6„_ 4" 8,: ( 8,r_ Q U ~ O tW--U`EO= " l~ o d a a Q 4° 4 ° o a fL C9
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_ FAAM,E GRATEANOH000 ;TDPELEVATION ZO~H ~ 4 ~ ..I [.~.~d .•.:1.•-., ( ~~1':. ~ N~Q~ SEE STO.NO. 840.03 \ STEPS -STD. ND. 840.66 dSHZ ~ "I , ~ ' - I ~ `~~li O H - ~ O ~ Q Apron Length Z .
1'-0" ~EPS STD. N0. 840,66 \ - DD Z D F> 8" ~ III II H 8,r MIN. - - - - - - - - - N N 1 L-^ ~ h--- L -~I W r7 MIN. TOP ELEVATION / ~ O p 'r+- L--~I r rift ~ ~ ' No r Q~ ~ o /"OVedall CITY OF FAYEt(EVILLE
A ' x 'r-l-^~I O m / O Z N / ENGINEERING DNSION
z I A W ~ a E~ PART SECTION PART SECTION PART SECTION PART SECTION 1 °INJM1,NG S p:4CL0~'tFCM JE~"M1iiINNr
W r ~ B 6 C7 Z 6" WALL 6" WALL WITH 4" LIP 8" WALL 8" WALL WITH 4" LIP rPlcnl 30" Yr,RTiuA1. CURB
NM S Z G ~ Hid ~ Section A-A REVISION DATE 09 14 95 DRAWN Br C. GOUWIN Filter Fabric or
` ~ f~ - ~ SECTION Y-Y C e"_ a Q m d TABLES OF QUANTITIES FOR PIPE SET IN PAO 71 e" MIN. MIN' a,. ~ ~T- C.Y. QUANTITIES N Section A-A filter Blanket CAD PILE 301tNC DATE SCALE _k.i.9.___ CK'D BY MLW__
= y MIN. D 0 MIN. p = d' ~1 III PIPE' ,.W., „Wt„ ~rT„ WHEN L IS p 6dJ ~ ~ O RISER HT. 6,~ O ~ O ~ LL a" Q ~ OUTlE7 TO FLATAREA WITH NO WELL DEFINED CHANNEL ObTLET 70 WELL DEFINED CHANNEL
C A D VARIES MIN, a ~ r p o p. D DIM DIM DIM 12'" 16" 20" ~ _ it a., a Z Q NOTE:
U1 ~ ~ MIN, D = v O Uj ~ i Z 'Q A~1. O . Z V = :0 Z S ~ 12" (1'-1%e' 0`-7%g" p' 2„ 0,005 0.007 0.008 ~ C ~ Q O a^ SECTION J • , - 4 a +7 - 1 0'-2' 0.008 t N o v Inbolhltgorea,~alhloknasaafdpraplaaahowninplana TACK GOAT 1 1 /2" TYPE I-2 ~ ~ (minlmum thickness is 7.5 tlmes the maximum stone diameter.
MIN, WHERE 30" TO 36" PIPE IS USED N W ~ v W D SECTION M-M to ~ ~ ~ w1 15° ~ 1'-3va' o' sia' o.DOS o 0 0 o N F ~ W
H D E--i WHERE 42" TO 54" PIPE IS USED T ~ (Xf ~ ~ Z B ~ N H ~ F'I T p W ~ 1'-51/q" 0'-103/8° 0'-2" 0.007 0.010 0.012 O m ° B N 2" TYP H BINDER ~ m ~ CONSTRUCTION MAINTENANCE
m N Z RISER HT, WHERE 30" TO 36 PIPE IS USED H m m D 18 Q W Z ~ vARiES E J OO W ~ PART SECTION 1'-g3 1'-ova" 0'-3" o.oli o,o1a D.D1a o W t~ ~ ~ ~ 1. Excavate subgrade belowdeslgn elevallon to allow far thickness of titter antl dpmp. install 1. Inspect ripmp outlet structures after heavy rains roc erosin at sides and
-11 F J - ~ ~ V1 ~ O OF END ELEVATION 24 ~ Z F Q o J -6- M ~ I M ~ ~ ~ „ 2'-D1~„ 1'-tai" D'•3v2" o,o1a o.o1e o.023 ~ W Z Z F Q ripraptp minlmum thickness of1,S times maximum stone diameter Final etmcture should be to sods of apron and for stone displacement. ~ w ~ linesand elevations shown in plan.
7U I r - 30 a ~ H A ~ cmg I ~'va If, H 2. ConsWctapr~n on zerograde. Nthereisno wall defned channel, crosssection may be level 2. Make repairs immediatelyusing apDropdatestonesizes, DO noplace 'ry„p,,,•^; „•;,,•7a,~r!;f :°.v Q or slighby depressed in Ole middle. Inawell defined channel, extend ripmp antl titer fabric to she slonesabove finished grade. ~ "'`•r ' "L'"~•~~
I ~ m (y 'p r-+ ~ 36„ 2'-3a/4" ( 1''5a~e° 0'-4" 0.017 0.023 0.025 Z Z a 8° I S I - ~ ~ H O 2 z d". lop of the banker esshownanpl~ns.Blanddprapsmoofhiytothesurroundingland. N ® ® 3. Apron should be streignt and propedy aligned with the receiving sUeem. If a curve is necessary 3. Repair arty damage to filter fabric by removing the dpmp and placing • "'r ~ '
i I ~ I C D 1'•7" 0`_51/q" 0.025 O.D30 0.038 J ~ j I J f aD -t'I 42" 2_7Y8rr _ Z F"{ ~ Io fl site condGons, curve (he apron near the upsVeam antl. another piece of fitter(abdcover the damaged area. Nl connecting join4s tr', ,r ~ ~ 4. Compact any gli used fn the subgrede to the density of sulrounding undislrubed material. should ovedap by al least one fool. If the damage to the (atria a extensive _ _ y ® Subgmde should ha smooth enough to protect fabricfromtearing. replace enllrefillercloth. I -4I= - -II-;7 I
' ~ ~ 5.. 3n a,r W I N 48" 2'-10/8 t'-Bi 0'-5i 0.028 0.038 0.047 ul ~ S.InstaleconGnuous section of exDa strength fitertabdcan smooth, compacted foundation. I „ I , 6. Protectfilterfahric from tearing while placing dpmp with machinery. Repair any damage
WHERE 0.2" TO 54" PIPE IS USED Immetlialely Dy removing dpmp a1M Installing anotherSedion of glterfabtlC. Upstream seatl0n of fabric should ovetlap downstream section by a minimum of 7 ft. »
54" 3'•2vg° 1'-10~" 0'-61/q" 0.035 0.047 0.060 SHEET 1 OF 2 DETAIL SHOWING METHOD SHEET 1 OF 2 GENERAL NOTES; 1. Make sure top ofdprepapron is level with receiving stream orsligh0y below it. Riprepshould 8 ABC notreaMcttheahannalorprodaceanovarell. COMPACTED SUBGRADE
840.01 OF RISER CONSTRUCTION PLAN PLAN 84®e ®1 USE THIS STANDARD WITH ALL DRAINAGE STRUCTURES 60° 3'-5~g" 2'•Ov4" 0'•6~° 0.042 0.056 0.071 USING REINFORCED CONCRETE PIPE SET IN BASE SLAB. B. Immediately fallowirg installation, stabilize all disturbed areas with vegetation as referenced in seeding schedules.
p Z 66" 3'-9" 2'-21/q" 0'•71/4" 0.050 0,067 0,084 O HEAVY DUTY PAVEMENT
~ ~ 23/ " H SHEET 1 OF t .-73 rr SHEET 1 Of DETAIL SHOWING TYPES OF GRATES 3 4 Q¢ 72", a'-ov2° 2'-3ai" O i o,o5s o.o7s o.oss SHEET 1 Of 1 NTS s4o.oo
H • z z -11 r " ¢ ~ _ • 840.00 840. t ~ tr U ~ H p ~ USE ACCORDING TO WATER FLOW. 1 /p° H U OUTLET STABILZATION STRUCTURE
B O O NOTES: USE CLASS "B" CONCRETE THROUGHOUT. Z ffl Z ~ _ ~ p p ~ = Z O ~ Y 2N0 OPENING PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" HO } ,y 'D (y' ~ H IF REO'D. ON CENTER. U9E STEPS WHICH COMPLY WITH 9T0. DRAWING 840.66. (not to scale)
i p D o m -TYPE "G" TYPE "E" TYPE "F" A A R~ „ ~ V Q O2 h<i ~ Z TOP SLAB OPTIONAL CONSTAUCTIDN -MONOLITHIC POUR, 2" HEYWAY, OA q4 BAA DOWELS AT Q F } -11 Z D7J ~ ~ t 9~8 Q ~ H D FNi 070j 0 a 12 CENTERS Aa DIRECTED BY THE ENGINEER. H ~ :LSAT aF3 .
v = ~ p O \~1 ~ i~ Z Z LLJ r O ~1 ~ ~ ~ TOP ELEVATION II USE FOAMS FOA THE CON6TAVCTION OF THE BOTTOM SLAB. I,y J a = H CC ~ V REFERENCE: NC Erosion antl Sediment ConUOI Planning antl Design Manual, Practice 6.41
Z H r m` ~ F LI- Q J H Z = D ~ IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF 80X, ADD TO SLAB O O ~ C'1 2 ~ Z ~ tr O p ~ ~ CA O ~ C7 H I A9 SHOWN ON STD. N0. 840A0. W Q Q LL .AS o~~zz 9" STBC FU~Q~
' ~ ~ D WATER FLOW SAG WATER FLOW ~ 9~B Z ,1"q ='q Z D m s„ ~ fOR 8 -0' IN HEIGHT DR LESS USE 6" WAILS AND BOTTOM aLAB~ OVER F- U ~ C D a7 - 8'•0" TO 16'•0" IN HEIGHT USE B" WALLS ANO BOTTOM SLAB. A0.1UST ¢ ~ D ~ M ~ H V 2 ~ O ~ - - -I - 6„ DUANTITIES ACCORDINGLY. H' = Z F-I 2 SF9,5A ~ W
-C d Z ,y r X___ ~ ~ X fA H C ~ O Q _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ® Q ~ ~ ~ ~ Z - - - A CONSTAUC7 WITH PIPE CROWNS MATCHING. O O U N O p W Q 8' max. standard strength fabric w! wire fence
t 2 Z ro g 1 ~2 1 g/ r D D D I I m 0 I Q x INSTALL 2" WEEPHOLES AS DIRECTED 8Y THE ENGINEER. Z r- ..1 INSTALL STONE DRAYNS, OF A MINIMUM OF 1 CU82C FOOT OF N0. 78M STONE IN A 7 Z ~ ~ Steel 6' max, extro strength fabric wlo wire fence
~ H , I m I ( POROUS FABRIC BAG OA WRAP, AT EACH WEEP HOLE OA AS DIRECTED BY THE ENGINEER. ~ a C - ~ II ~ Z ~ ~ ~ - - - I CHPMFEA ALL E%POSED CORNEAS 1". Tr' W ~ENGINEEA. N W ~ Post Z W'lare liesr
~Q ~ - - - - - I DRAWING NOT TO SCALE. O r ~ Wire I ~ 1 I _ ~ , .
1 ~"J~ ~ ~ _ *SNCAEASE THE SIZE OF THE 6" OPENING TO 6" 7,WX., AS DIRECTED BY THE I I _ - _ - - SECTION B-B - '-<u+-1lkLtL77 1~~t~q U tL-p,tu+-"'~' ~ „ SEE NOTE OUANTITIEBYACCORDINGLY70 THE WALL HEEGHT ABOVE THE TOP ELEVATION. ADJUST ~AODU3T Pence ~ , ~ Construction _ ~•'_rs~ t E' F r l I I^-I I I-I- I ~
~ - - 1g/„ 2j/rr ` I Z Y ~~2 WEEP HOLES SECTION Y-Y 4 -_4 ~ ®ra 1. Construct the sediment barrier of standard strength orextra - _ _ =r= _ ' I i ~ ~ ~ ~ ~ _ strength synthetic 6lterfabrics.
~ ~ m ATER FLOW SAG WATER FLOW o O ~ ~ PLAN ~ bJ { I ~ - 2, Ensure that the height of the sediment fence does not exceed 24
~ ~ SECTION A-A ~ Z ~ N m P - rDP GLAe a" o ~ ~ i Natural inches above the ground surface. jhigher fences may impound cr: i ~ ' volumes of watersuffiecienttocausefailureofihesturcture. STANDARD ASPHALT PAVING i I f Ground j
iTI m U z U ~ ~ ~ TOP SLAB T_OP ELEVATION N4 BAA 2~ ~I r GUTTER LINE U. Z d 0 Z a I ~ L_i I j _ _ 3. Construct the filter fabric Prom a continuous roll cut to the length M of the tamer to avoid joints, when joints are necessary, securely NTS
~ S N tt rr rr t- u u - H ® Z ®r k4 BAR Z ~r M O ~-TYPE F TYPE E TYPE G TYPE E ~ ~ L7 Z Hi t s°• ~ C7 N Z U7 Q Q U r' N OPENING s°. . H ~ ~ filter Fabric C7 N ~ fasten thefilterclothonlyatasupportpostwith4fieetminimum
-i N N ~D ~ i9 RAISED FLOW ARROW 23/4 r, o n o m m I Gr, roP ELEVATION q IZ4 ~ J W overlap to the next post. 3 m 0, raA / 4. Support standard stregth filter tabor bywire mesh fastened
DAo P /6 HIGH tC ~ - a=~ ~ S rr -_..j ~ O N Q "'t Z -H 6"-'- iv2„ CLR, O z -I RAISED FLOW ARROW 2/4 - tr W o = p m z A ~ love" H - a = F{ 0. 8"down & 4" securely to the upslope side of the posts. Extend the wire mesh p V ~ „ forward along support to the bottom of the french. Fasten the wire reinforcement
A m ~ %6 HIGH / 0 ~ ~ - ~ ~ Z ~ o _,I 6„ ~ x N O ~ "'1 PIPE WALL a Q - ~ ~p the trench then fabric on the upslope side of the fence post. Wire or plastic zip
73 ~ -N Z Q Q ~ ~ D o l ~ ~ 3 ~ I (THICKNESS VARIES) ( ¢ ~ O O Q ~ ~ ~ ¢ 0". N C D p I I /a CLR. I -1 Q ~ ~ `b ties should have minimum 50 pound tensile stregth. ~ 5. When a wire mesh support fence is used, space posts a Z ® maximum of 8 feet apart. Suppprf posts should be driven securely
N F' O •m I (MIN.}~ Z C o CO A D ~ n r~ ~ ~ Z ~ O ~ m Na6ARZ ¢ ~ ~ h ~ ~ ~ into the ground a minimum of 24 inches. ~ W Q' , Wire 6. Extra strength filter fabric with 6 feet post spacing does not
~Z ~ 1/2 ,m x no vH ~y ~-T ~ ~W d O Z m~ ~/g° „ to ~ ~ Dp ss ~ ~-=sEE NOTE _ Pence require mesh support fence. Securely fasten the filter fabric directly
_ a C/ 1 m\ H W W H {6 s = ~ _ \ ~8 \ J N_ rn rn q z PART SECTION Y-Y H z ~ V J N Steel ~ Fatbric dackfill trench and fo post, Wire or plastic ap ties should have minimum 50 pound ~ ~ ~ Post S compact tensile strength.
E W ®'n D_ ~ ~ n `N 13/4 L.- ~ t7 N O SECTION X-X SHOWING DETAILS AT OPENING -I D t / z pC c~ a £ U P N 7 1~8rr1 2 ~ ~~2 R _ ' .1 D W L{. C H Z 0 - - - Z v p. C4 v ~ ~ thoroughly Natural 7. Excavate a trench opproximately 4 inches wide and 8 inches
~ H 0 ~ t tt ~ ~ ~ r 7I / -~6 ~ 'Q ~ MIN. DIMENSIONS AND OUANTITIE9 FOR CONCRETE CATCH BASIN iBA6ED ON MIN. HEIGHT, H) FD OflE W ~ z z . 1 ~ 3~ 2 ' 1 13/ m DIM'S OF 80X & PIPE REINFORCING TOP fl fiOT, SlA6 CU. YOS. CONC. TO1Al Wh41ITlES DEOUCTION 6~~ TXRpAT ~ - W ~ Natural Ground deep along the proposed line of posts and upslope from the Fb-O0E ~ Ground barrier. ~_rxx AT ~ ~ B. Plaee 12 inches of the fabric olong the bottom and side of the
~y p PIPE SPAN WIDTH HEIGHT BRAS X BAPS ~ Y 6ARS ~ Z DIMEN6ION6 IN BOX 8DX & SLABS ONE PIPE OPENING 1 i~fl 1 ~ ~~~rr ~8f, ~ ~ ~ p A e _H _ N0, LENOTH~ND. LENGTH N0. LENGTH F 0 ioP 9u~e eor. sue ryyUiT. h7. t&4, NFIHf. YD' ININ HI C.S. A.C. Y03 OPENIRG rD3 french.
,-i Y-- ~ 72" 3'•8° 2' 3" 1'•10" 4 9' 0° ~ 6 ~ 4,~3" 2 4'-3° A'-6" 3'~3" 0.181 0.271 0.250 27 1,046 0.016 0.032 0.046 1 ° ~ ~ 1 .271 .250 27 L106 0.023 6.036 0.046 m ~ 1 ~Q 1 15" 3'•6" 2'-3" 2'-1" 4 3'-0' 6 4' 3" 2 4' 3" 9'•6" 3'~3" 0. 81 0 0 z ~ o.oas ~ s, 5 9 ~ 9. Backfill the trench with soil placed over the filter fabric and s o.o4s ~a ~~y',~sy , t~ ~3 compact. Thorough compaction of the backfill is critical to silt
p „ -S n 18" 4'-0' 2' 8" 2'.q" ~ 5 3'-5" 7 _4'-9" 2 4' 9" 5'•0" 3'-B" 0.226 0.340 0.284 35 1.379 0.033 0.049 0.053 ~ ~3~ SECTION A-A ~S 124" a'-0" 2'-a" 2'-10" 5' 3'~5" ii 4'-9" 2 4'-9"_ 5'-D" 3'-8" 0.226 0,340 0.284 35 1.521 0.069 0.085 0.053 9 0,053 f~; fi~ ~A~ ~ ~P ~ rl 4, stop fence perfarlnance, p f n 1t 011 5 0.053 rr Sir ev ~,1 e 10. Do not attach filter fobric to existing trees, ``,p~GA~p l~~(A I ~l,,,dd
30" a'-0" 3'•8° 3'-4" 5 a' 3" 9 4' 9" 2 A' 9" 5'-0° 4'•6" 0.278 0.417 0,015 43 1.915 0.092 0.127 0.053 N _ 'T 0.053 _ ~1 a'~r'Ef i"1",~" r v a NMa Au~q~ /d 'a 0.059 SHEET 1 OF 2 a i+~ '1, f~ ~ r~ p0 ~ ~j`OttlA ~~Pd
~ TYPE ' F ~ SECTION A-A SHEET 2 OF 2 SHEET 1 OF 2 38° 4'•6" 4'•0" 3'•10° 5 4'•9" 10 5'-3" 2 5'-3" 5'-fi" 5'-0° 0.340 0.510 0.352 51 2,390 0.132 0.178 0.059 SHEET 1 OI SHEET 2 OF 2 TYPE G `r p (az" 5'.D" 4'.s" a'-a-a" 5 5'•3° 12 5' 9" ~ 2 5'-s" s'•o" 5'-s" D.ao7 6.811 D.36s ea zsla o.16D as43 D._asfi_ 844.03 840.04 i 48" 5'•0" 5'-D" 4'•16" 5 5'-9" t3 5'•9" 2 5'-9" 8'-0" 6'-0° 0.444 0.686 OA07 68 3.298 0.235 0.3171 0.086 840•) N x~rt{sAa,^ ~lC,[~„"' MAINTENANCE 17 o.-oes $4a. 04 ae ~~:j~.,f r4 . O ; <e °4 I. Inspect sediment fences at leastonce a week and after each : G~ 0~ d
840.03 N N - rainfall. Make any required repairs immediately.
.C A _pNp 2. Should the fabric of a sediment fence collapse, tear, decompose 'p4D. ry or become ineffective, replace it promptly.
J] 4U O 3. Remove sediment deposits as necessary to provide adequote r storage volume for the next rain and to reduce pressure on the 2 ~d I
L> In fence. Take care to avoid undermining the fence during cleanout, ^ ~ 7,
N .a ~ , bring he areafto grade and stabilise Hsafte the contribduti gaits and w'~,~"~ f~" ~y a~a`'r
>U W 'Sediment Fence drainage area has been properly stabilized. ~ig14lYWM~w Reference: NC Erosbn and Sedanentofion Control Planning and Design Manual Practice 6.62
m 0
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~ REVISIONS LARRY KI11jG ASSOCIATE'S,
a m ~`t DETAILS R.L.S., P.A.
0 BEFORE YOU QIG YOU DIG TWO ~ A L E LANE P.O. BOX 53787
Ii CALL 48 HOURS BEFORE TOURS BEFORE 1333 MORGANTON ROAD, SUITE 201
0 ~ r YOU DIG! °a 1 ~ ONE-CALL CENTER, INC. L ~ ,v J DIG! C ~ TTQ Q U A R E FAYETTEVILLE, N. C. 28305 . CENTER; INC. -rcl rnunnic. /n ~ nl n Qz n znn
n~z-4a4a i E-LE F-nvivc. l,v 1 ki j -r u') -rwV
U ToWNSIBF: SEVENTY FIRST couNw: CUMBERLAND FAX: [phone]
QO U r
U STATE: NORTH CAROLINA DATE: 1-08 SURVEYED BY. FIELD BOOK:
CT 6 SCALE: NTS DRAWN BY: pdM FILE REF. P:\P07-062-Two-8ole-JG PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING
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~ ~ A I ~ ~ - _LOT11 s - - ~ DB 2604, PG 699 ~ V ~ _ _ _ _ _ -9486-3~-~Z51 ~ ~ ~ _ - ~ . - ~ I ~ _ LOT 11 - ' ~ 9486-33-6444
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f \ ~ A ~Si~~V\ _i ~ fti ~ ~ ze ~t - - ~ ~ ~ ~ I ~ MAX. I ERV. AREA ~ Q f ~ j j r,.-" ° i ~I I ~ ~ 1.28 A~ ~ w _ ~ • ~ i j
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~ , , ~ 2p ~ ~ ~ j Q M~X. f~'ERy/A~A B/2~99, ~ ,0~4Fa3 ~~~MA . I ERV. AREA ~ p! ~ .
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AREA = 0.46 C ~F~ e _ t DRAIN STN ~ - - ~ 1 \
i - % IMPERVIOUS = 9 ~ ~ ~ ~ c / ~ _ d. \ - 0 ~ _ _ - ~ V RE i" = 1590. CF ~ P ~ EAS ~ , ` \a . ° . f~ q ~ " A ~a+ o.s j`
~ DRAIN - 0. AC , - ~ R( ~ oNp MME \ ~ , , . e'~ = 5% ~ VG. PP DEPTH SA/DA. = 3.74 ~ NT ~ ~ T~ e. ~ ~ - _ i ~ ~ _ -
% IMPERVIOUS ASSUMING 3 A `~N~E ~ 40 CF SA RE 782 SF (APP LEV:) ~ANCN ~ E ~ ' . ` ~ -~--kd"~ / EX F RI E HYDRANT ~ ~ 4,49.-AE` ~ I ' \.r.
- PP SA. PROVIDED - 504 SF ~ ASSUMING 3 : AVG. PP DEPTH SA/DA - 3.74 _ \ `~f,. - } MA • MPERV• AR ~~6 - - - / - ~ -
- ®P ELEV. TEMP POOL DEPTH. - 0.42 ~ \ \ \ ; , SA RED - .961 SF ( P ) PP ELEV =.185.50 \ . MP -0:75 AC ~ -~RV._'~- ~ _ ~ w_ ERV. AR~i I
SA PROVIDED = 5262 SF \ ~ : . PP TEMP_POOL = 165.92. r \ TEMP POOL.. DEPTH _ 0;52 FT I
BOTTOM OF POND ELEV.. _ 160.00 ~ PP ELEV _ 165.50 ' \
TEMP POOL = 186.02. \ , ~ OM OF POND ELEV. _ ,166.50 \ - ' BOTT ~ ~ ~ \ ~ . ' -`1` ~ ~ 2.44 AC ' LOT 7 ~ l L _ J/
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m 400 ~ 100 0 50 100 200 C Z
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W z n STaRNi WATER LARRY KING ASSOCIATES,
REVISIONS DRAINAGE AREAS -WET PO[\1DS R.L.S., P.A°
J P.O. BOX 53787
Q 67
02/09/2009 TWO BALE LA ~ E 1333 MORGANTON ROAD, SUITE 201
N N O
n~/19/2ao9 COTTON! SQUARE-PHASE TWO FAYETTEVILLE, N. C. 28305 TELEPHONE: [phone]
[7 J
03/17/2009 TOWNSHIP: SEVENTY FIRST CONY: CUMBERLAND FAX: [phone]
j 0
5 STATE: NORTH CAROLINA DATE: 12/05/2008 SURVEYED BY: FIELD BOOK: 06/02/209 SCALE: 1"=100' DRAWN BY: MLB FILE REF, P: \P07- 062- Two- Bale- JG CADU CONCEPTUAL
v
C2 6 07/23/2009 PROPERTY OF: GILLIS GROUP PARTNERSHIP CHECKED & CLOSURE BY: LARRY KING DWG. NO. D1-DRAINAGE AREAS - WET PONDS
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